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Home My WebLink AboutRW130061_Plans - Issued-RW130061-Rev.2-Docs9 W f 003 0c)(P R.M. Volpe & Associates, Inc. Consulting Structural Engineering Field Revisions fog: Moshayedi Residence Pe,4L' 29 Avalon Vista. Site Walls Alternate concrete site walls PROJECT NO: 2012-119.01 DATE: 11-11-2013 RECENED �L,y 14 2013 20321 Lake Forest Drive • Suite D6• Lake Forest r st - 7A9 927�}�QUN-� OF ORANGE office 949-305-4700 bob@rmvolpe.com V CONNC CONS U4P REG% PC 30M Psi, Fy- 60000. 0 05 a IV Vert E CL — ■5 a 16' Aoriz SSW C'o 9' CM CONT IMP RE9'A 9'C- 3000, psi. Fy= 60000. pal 245 CWT its a V Vert B Edge i5 a 16' Hortz 12' COW CUNT INSP REG'% 2�Itg CONT r'ra 4000. PSI, Fy- 60M psi i1$ E 8.' Vert a M*w 05 a 16• NarkZ its a W Vert t Hartz 15 1/2• COHC CONT INSP REDS c•,. 4000, Psi, FY' 60000. MI 08 a S.• Vert 8 Edpr 45 F 16' Norlx 4• MA CONT PERF PIPE its a a'n.r. .. ..�, _ •fs ��. - •.. .•,- �, • ,' :, � •, • s it 18•o� EA WAY , J RM Volpe & Associates Title MOSHAYEDI W1 E Page: 949 30fi-4700 Job # ; ...New... Dsgnr: Date: 22 OCT'2013 bob@rmvolpe.com Descr- 16.5' RETAINING WALL @ DRIVEWAY ; ! to r ' ?aI5 [�' CD a Wall in F€le: z.\krantzlmoshayedilcatculationslretain`Ing walls.ec6.rp5- RetalnPro 10 tcj 1987•Z012, Build 10.13.8.31 License: Kw-0605598D Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,AC1 530-08 License To. RM VOLPE Criteria Retained Height - 16.50 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 = 2.01 OK Sliding = 1.50 OK Total Bearing Load = 14,183 Ill ...resultant ecc. = 27.03 in Soil Pressure @ Toe = 1,991 psf OK Soil Pressure @ Heel = 35 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2.389 psf ACI Factored @ Heel = 42 psf Footing Smear @ Toe = 44.7 psi OK Footing Shear @ Heel = 29.0 psi OK Allowable = 82.2 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 10,923.6 lbs less 100% Passive Force = - 10,763.9 lbs less 100% Friction Force = - 5,673.2 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 0.g Ibs OK 0.0 lbs OK CBC 2010,ACI 1200 1.600 1-600 1.600 1-000 Soil Data Allow Soil Bearing = 2,500.0 psf Equtvalent Fluid Pressure Method Heel Active Pressure = 65.0 psflft Passive Pressure = 250-0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Faatl Friction = 0.400 Soil height to ignore for passive pressure - 12.00 in Lateral Load Applied to Stem 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 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 6_0n_st6CUl Top Stem 2nd 3rd 4th Stem OK Stem OK Stem OK Stem OK Design Height Above Ftg ft= 11.50 7.75 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Concrete Concrete Thickness = 8.00 12.00 12.00 15.50 Rebar Size = # 5 # 7 # 8 # 8 Reber Spacing - 24.00 8.00 10.00 5.00 Rebar Placed at = Edge Edge Edge Edge Design Data fb1FB + fa/Fa = 0.917 0.954 0.956 0.8222 Total Force @ Section Ibs= 812.5 2,488.3 8,12510 14,157.0 Moment.... Actual ft-#= 1,354-2 7,257.5 33,854.2 77,863.5 Moment.... Allowable ft-#= 1,477.5 7,605.5 35,411.4 94,719.7 Shear ..... Actual psi = 12.9 23.0 75.2 94-4 Shear..... Allowable psi = 38.7 35.7 94.9 94-9 Wall Weight psf- 78.0 124.0 1%0 193.8 Rebar Depth 'd' in = 5.25 9.00 9.00 12.50 LAP SPLICE IF ABOVE in = 45.00 63.00 35.55 30.57 LAP SPLICE IF BELOW in = 45.00 31.05 35.55 HOOK EMBED INTO FTG in = 12.30 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data --- fc Fy psi = 1,500 1,500 psi= 24,000 24,000 = Yes Yes - nla No 21A8 21-48 = 1-000 1.000 in= 7.60 11.60 = Medium Weight = AS❑ psi = psi = 4,000.0 T V V •�q�� 60,000.0 G CE 25116 r^ w rn * Exi lres 12/31/09 &lX c ivl1-��P RM Volpe & Associates 949 306-4700 bob@rmvotpe.com Title MOSHAYEDI W1 E Page: Job # :...New... Dsgnr: Date: 22 OCT 2013 Descr: 16.5' RETAINING WALL @ DRIVEWAY a Wail in File: z:*rantzlrnosha edilcalculationslretainin walls.ec6. 5 Retainft 1G (c) 1987-2012, Build 10.13.8.31 License: KW-06055M Cantilevered Retaining Wall Design :ode: CBC 201Q,ACI 318-08,AC1 530-08 License To: RM VOLPE Footing Dimensions & Strengths Toe Width = 10.00 ft Heel Width = 4.00 Total Footing Width = 14.00 Footing Thickness - 22.00 in Key Width = 18.00 in Key Depth = 78.00 in Key Distance from Toe = 5.50 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % - 0.0018 Cover @ Top 2.00 @ Stm.= 3.00 in L Footing Design Results Toe Heel Factored Pressure - 2,389 42 psf Mu'-. Upward = 91,526 0 ft-# Mu': Downward = 23,100 9,198 ft-# Mu: Design = 68,426 9,198 ft-# Actual 1-Way Shear = 44.74 29.03 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 8 @ 11.25 in Heel Reinforcing = # 5 9 18.00 in Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4Q 3.00 in, #5@ 4.50 in, 46@ 6.25 in, #7@. 8.50 in, #8@ 11.25 in, #9@ 14.00 Heel: Not req'd, Mu < S " Fr Key: #4@ 6.25 1n, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, # rSummary of Overturning & Resisting Forces & Moments RESISTING..... .....OVERTURNING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# ^ _ Ibs ft ft # Heel Active Pressure = 10,923.E 6.11 66,755A Soil Over Heel = 4,91 &6 12.65 62,162.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load - Axial Dead Load on Stem= Load @ Stem Above Sail = 'Axial Live Load on Stem = = Soil Over Toe - 1,100.0 5.00 5,500.0 Surcharge Over Toe = Stem Welght(s) = 2,270.5 10.52 23,875.3 Total 10,923.E O.T.M. 66,755.4 Earth r@ Stem Transitions= 584.4 11.05 6,456.1 = = Footing Weight = 3,850.0 7.00 26,950.0 Resisting/Overturning Ratio = 2.01 Key Weight - 1,462.5 6.25 9,140.6 Vert. component of active S.P. used for Overturning Resistance. Total = 14,183.0 Ibs R.M.= 134,084.1 Axial We load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calcuiation. DESIGNER MO TF:S: Essroy� RT I/O 9�F Z� GE 25116rM m ' * Expires 12/31/09 �p�r CIVIL RM Volpe & Associates 949 305-4700 bop@rmvolpe.com RetainPro 10 jcj 1987-2012, Build 10.13.8.31 License -. KW.06055980 License To : RM VOLPE Criteria - Retained Height = 16,50 Ift Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 Desi n Summary Wall Stability Ratios Overturning = 2,72 OK Sliding = 1,53 OK Total Bearing Load = 13,605 lbs ...resultant eec. = 10.83 in Title MOSHAYEDI W1 E CONCRETE W/O E Job # ; ...New... Dsgnr: Data: Descr.16.5' RETAINING WALL DIVEWAY I � p . Wall in File: Z:VrantzWloshayeeddi3ationslreiraCalcuini Cantilevered Retaining Wall Design Soil Pressure @ Toe = 1,412 psf OK Soil Pressure @ Heel = 604 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,694 psf ACI Factored @ Heel - 724 psf Footing Shear @ Toe = 32-4 psi OK Footing Shear @ Heel = 29,0 psi OK Allowable - 82.2 psi Sliding Cales {Vertical Component Used} Lateral Sliding Force 7,562.5 lbs less 100% Passive Faroe = - 6,146-7 lbs less 100% Friction Force = - 5,442.2 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors ---- Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 lbs OK 0-0 lbs OK CBC 2010,ACI 1,200 1.600 1,600 1-600 1.000 LSoiI Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 45.0 psflft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pof Footing[iSoil Friction = 0-400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #lft ...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 Page: 2 NOV 2013 walWec6. :ode: CSC 2010,ACI 318-08,AC1530-08 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 Top Stem 2nd 3rd 4th -• as�< Stem OK _ Stern OK Stem OK Stem OK Design Height Above Ftg ft = 11,50 7,75 4-00 0,00 Wall Material Above'•Hr' = Concrete Concrete Concrete Concrete Thickness = 6.00 8-00 12,00 15.50 Rebar Size = # 5 # 5 # 8 # 8 Rebar Spacing - 16.00 8,00 8,00 8.00 Rebar Placed at = Center Edge Edge Edge Design Data ',bIFB + fa1Fa - 0.517 0,846 0.541 0.870 Total Force @ Section lbs = 900.0 2,756-3 6,625.0 9,801.0 Moment. ---Actual ft-#= 1,500.0 8,039.1 23,437.5 53,905-5 Moment ..... Allowable ft-#= 2,899.6 9,505.7 43,332.2 61,996,0 Shear ----- Actual psi= 25.0 45.9 52A 65.3 Shear.... -Allowable psi= 82.2 82.2 94.9 94.9 Wall Weight psf = 75.0 100.0 1%0 193.3 Habw Depth 'd' in = 3.00 5,00 9.00 12,50 LAP SPLICE 1F ABOVE in = 12.00 18.07 20,11 32.34 LAP SPLICE IF BELOW in= 12.00 18.07 20,11 H00K EMBED INTO FTGin= 13.19 Lap splice above base reduced by stress ratio Hook embedment hR Da t reduced by stress ratio a asonfy rm psi = Fs psi = :solid Grouting = L se Half Stresses = ".'!odular Ration' _ port 'ferm Factor - Eriuiv. Solid Thick- misonry Block Type = Medium Weight Masonry Design Method = ASD C-ncrete Data f'c psi = 3,000.0 3,000.0 4,000.0 T V 9( Fy psi= 60,000-0 60.000.0 60,000.0 �@7 aC,o �y CE 25116 �. rr *J RM Volpe & Associates 949 305-4700 bob@rmvolpe.com Title : MOSHAYEDI WI E CONCRETE W/O E Page: Job # :...New... Dsgnr: Date: 2 NOV 2013 Descr:15.5- RETAINING WALL @ DRIVEWAY ReialnPro 10 (c)1987-2012, Build 10.13.8.31 Wall in File: Z:%rantzWosha edilCatculationslretainin walis.ec6. 5 License: KW-06055980 Cantilevered Retaining Wall Design :ode: CBC 2010,AC1 318-08,ACI 530-08 License To: RM VOLPE 1=ooting Dimensions & Strengths Toe Width = 9.50 ft 1 leel Width = 4.00 Total Footing Width - f 3.56 Footing Thickness = 22.00 in Key Width = 18.00 in Key Depth = 51.00 in Key Distance from Toe = 5.50 ft fc = 3,000psi Fy = 60,000 psi Footing Concrete Density = 150.00 pef Min. As % = 0.0018 Cover @ Top 2.00 @ Stm = 3.00 in L Footing Design results Toe Heel Factored Pressure = 1,694 724 psf Mu': Upward - 66,190 0 ft-# Mu' : Downward = 20,848 9,198 ft-# mo Pcsign 45,343 9,198 ft-# Aelu�l 1-Way Shear = 32,35 29.03 psi Allow 1-Way Shear = 82.16 82.16 psi Toe R•cinrorcing = ;: 8 @ 13.00 in Heol Reinforcing = ,; 5 @ 18,00 in Key Reinforcing = # 5 @ 0.00 in Ott+.far Acceptable Sizes & Spacings Toed 11@ 3.25 in, 15(q} 5.25 in, #6@ 7.25 in, #7@ 9.75 in, #80 13.00 in, #9@ 16,25 ,. I: Not req'd, Mu ¢ S " Fr 9•1@ 6.25 in, #5@ 9.75 in, 46@ 13,75 in, 07@ 18.75 in, # f Summary of Overturning & Resistincli Fore s & n!,ornents .....OVERTURNING..... Force Distance tUontient Item Ibs ft pt_4 Heel Active Pressure - 7,562.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total - f 7,562.5 O.T.M. Resisting/Overturning Ratio - 2.72 Vert. component of active S.P, used for Overturning Resin Iar-. e- DESIGNER NOTES: .....RESISTING..... Force Distance Moment Ibs ft ft-# Sail Over Heel - 4,915.6 12,15 59,704.4 Slof!ed Soil Over Heel - Suru; arge Over Heel = Adjacent Footing Load = A ti• I [read Load on Stem = ` Aui Live Load on Stem = Soil Over Toe = 1,045.0 4,75 4,963.8 Surcharge Over Toe = 5le!11'.":'eior:t(s) = 2,162.5 9,97 21,563.0 f_u•.ir ;L': `:Iern Transitions= 813.5 10.46 8,509.0 For_•:wg Veighl = 3,712.5 6.75 25,059.4 K(i'. "' ight = 956.3 6.25 5,976.6 Total = 13,605.4 Ibs R.M.= 125,776.1 &6 ! live load NOT included in total displayed or used for overturning res once. but is included for soil pressure ca. [culation. pfES11 RT vp{A�� CE 25116 m w m * Expires 12J31109 Lrl.`�rF OFtCALIF��\� 6.in Conc wl #5 @ 16Jn olc 1 p.in Conc wl #7 @ 8.in o1c 12.in Conc wl #7 @ 8-in o1c 1'-Q" #5�1 in%THeel Designer selectf all horiz. reinf., See Appendix A' i 4' 0,k RM Volpe & Associates 949 3054700 bob@rmvolpe.com Titles 14FT MOSHAYEDI W10 E (�?NC 1 F-SWD Page: Job # Dsgnr: -'gate: 2 NOV 2013 Descr: 14' RETAINING WALL @ DRIVEWAY RetainPro 10 tci 1987.2t}12, Build 70.13.8.31 Wall in File: ZWrantzWosha y ed i\Ca Icu I atic n slreta in ing weIIs. ec6.r 5 License: Kw-060s6980 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,AC1 530-08 License To: RM VOLPE Criteria Soil Data Retained Height = 14.00 ft Allow Sail Bearing = 1,500,0 psf Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 : 1 Heel Active Pressure = 45.0 psf/ft Height of Soil over Toe = 12.00 in Passive Pressure 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Foot rigIlSoil Friction - 0.400 Soii height to ignore for passive pressure - 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0-0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.65 OK Sliding = 2.24 OK Total Bearing Load = 12,071 lbs ...resultant ecc. = 1.91 in Soil Pressure @ Toe = 997 psf OK Soil Pressure @ Heel = 860 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,196 psf ACI Factored @ Heel = 1,032 psf Footing Shear @ Toe = 25-9 psi OK Footing Shear @ Heel = 30.7 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 5,522-5 Ibs less 100% Passive Force = - 7,545.1 lbs. less 100% Friction Farce = - 4,828.3 lbs [Lateral Load Applied to item Lateral Load - 0.0 #Ift ...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 I I I 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 Wail 0.0 ft Poisson's Ratio = 0.300 Stem Construction Stem 2nd _Top Design Height Above Ftg ft= Stem OK 9.00 Stem OK 5-00 Wall Material Above "Ht" = Concrete Concrete Thickness = 6.00 10.00 Reber Size = # 5 # 6 Reber Spacing = 16.00 16.00 Reber Plaoed at = Center Edge Design Data fb1FB + fa/Fa = 0.526 0.891 3rd Stem OK 0.00 Concrete 112.00 # 7 8.00 Edge 0,914 Total Force @ Section lbs = 900.0 2,916.0 7,056.0 Moment. ...Actual ft-#= 1,500.0 8,748.0 32,928.0 Moment..... Allowable ft-#= 2,851.7 9316.7 36,039.9 Shear.. ... Actual psi = 25.0 34.7 61.5 Shear ..... Allowable psi = 75.0 75.0 94.9 Wall Weight psf = 75.0 , 25.0 150.0 Rebar Depth 'd' in = 3.00 7-00 9.56 LAP SPLICE IF ABOVE in = 12.31 25-02 29.73 LAP SPLICE IF BELOW in = 12.31 25-02 HOOK EMBED INTO FTG in = 12.17 Lap splice above base reduced by stress ratio Hook embedment 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 = Fs psi = Solid Grouting = Use Half Stresses - Modular Ratio 'n' Load Factors Short Term Factor _ - Building Code CBC 2010,ACI Equiv. Solid Thick. - Dead Load 1 200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASO Earth, H 1 600 Concrete Data - ------------_ Wind, W 1.600 Pc c psi = 2,500.0 2,500.0 4,000,0 Seismic, E 1.000 Fy psi = 60,000.0 60,000.0 60,000.0 1��O��RT �O{�`� � C 25i15 w rr7 * Expires 12/31/09 * 1 J'�• LiiV1L `R RM Volpe & Associates 949 306-4700 bob@rmvolpe.com Title ; 14FT MOSHAYEDI W10 E CONC 1 F-5WD Page: Job # :...New... Dsgnr. Date: 2 NOV 2013 Descr: 14'RETAINING WALL @ DRIVEWAY Wali in File: Z:1Krantz\Mosha yedi\CalcuIationslretainin wa I Is. ec6. rp5 RetainPro 10 {cj 1987.2012, Build 10.13.8.31 License: KW-06055980 Cantilevered Retaining Wall Design ;ode: CSC 2010,AC1318-08,ACi 530-08 License To: RM VOLPE Footing Dimensions &. Strengths ToeWidth= 9•00ft W el Width = 4.00 Total Footing Width = 13.00 Footing Thickness = 20.00 in Kay Width = 18.00 in Key Depth = 62.00 in Key Distance from Toe = 5-50 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure - 1,195 1,032 psf Mu': Upward - 46,910 0 ft-# Mu': Downward = 17,496 9,666 ft-# Mu: Design = 29,414 9,666 ft-# Actual 1-Way Shear = 25.88 30.69 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 8 @ 8.00 in Heel Reinforcing = # 6 @ 12.00 in Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sixes & Spacings Toe: #4@ 4.50 in, #5@ 7.00 in, #6@ 10.00 in, #7@ 13.50 in, #8@ 17.75 in, #9@ 22. Heel: #4@ 5-75 in, #5@ 8.75 in, 46@ 12.25 in, #7@ 16.75 in, #8@ 22.00 in, #9@ 28. Key: #4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #. of Dverturnincq & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment Item Ibs -ft ft-# - Heel Active Pressure = 5,522.5 5.22 28.839.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load - Load @ Stem Above Soil = Total - 5,522.5 O.T.M. 28,839.7 Resisting/Overturning Ratio = 3.65 Vert. component of active S.P. used for Overturning Resistance - DESIGNER NOTES: 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 Weighi = Key Weight = .RESISTING..... Force Distance Moment lbs 4,620.0 11.50 53,130.0 990.0 4.50 4,455.0 1,700.0 9.41 15,995.8 348.3 9.79 3,408.5 312%0 6.50 21,125.0 1,162.5 6.25 7,265.6 Total = 12,070.8 Ibs R.M.= 105,379.9 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafculation. �afEssr0 p1T c w CE 25116 `* Expires 12/31/09 d�. C1V11- ��R- I� 1,C,1,5 . / M9.75in Tae l8.in a eel Designer select all hariz. reinf. See Appendix A Title : 12FT MOSHAYEDI W1E 1E RM Volpe & Associates 949 306-4700 --- bob@rmvolpe.com Job # , ,..New... Dsgnr: Descr:12' RETAIMNG WALL @ DRIVEW Y Wall in File: Z:r2ntz\Moshayedi1CaaI ulat ar Page: Date: 2 NOV 2013 walls eo6 i'�. eta nPro 1t1 [c) 1987-2012, Build 70.13.8.31 ...y .=y License: KW-06055980 Cantilevered Retaining Wall Design :ode: CBC 2010,ACi 318-08,ACI 530-08 License To: RM VOLPE Criteria _ Retained Height = 12.00 ft Wall height above soil = 1.00 ft Slope Behind Wall - 0.00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 40 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 Stern Axial Dead Load = 0-0 Ibs Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.29 OK Sliding = 1.52 OK Total Bearing Load = 8,589 lbs ...resultant ecc. = 13-00 In Soil Pressure @ Toe = 1,644 psf OK Soil Pressure @ Heel = 265 psf OK Allowable = 1,995 psf ,Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,972 psf ACt Factored @ Heel = 318 psf Footing Shear @ Toe = 26.8 psi OK Footing Shear @ Heel = 19.0 psi OK Allowable - 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 5,057.4 lbs less 100% Passive Force = - 4,271.7 lbs less 100% Friction Force = - 3,435-6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1-600 Earth, H 1-600 Wind, W 1.600 Seismic, E 1.000 Soil l]ata -- Allow Soil Bearing = 1.995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.5 psftft Passive Pressure = 332.5 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction - 0.400 Soil height to ignore for passive pressure - 12.00 in [Lateral Load Applied to Stem Lateral Load = 0.0 #Ift ...Height to Top = D.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 �jacent 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 I.Stern Construction Top Stem 2nd 3rd Stem OK Stem pIC Stem OK Design Height Above Ftg ff = 7.33 3.58 , 0.00 Wall Material Above "Ht" = Concrete /6oncrete . Concrete Thickness = 6.00 10.00 12.00 Reber Size = # 5 # 6 # 6 Reber Spacing = 16.00 16.00 8.00 Reber Placed at = Center Edge Edge Design Data fb/F8 + fa/Fa = 0.520 0.891 0.959 Total ForC4 @ Section Ibs= 968.3 3,147.8 6,393.6 Moment .... Actual ft-#= 1,507.3 8,834-8 25,574A Moment ..... Allcwable ft-#= 2,899.6 9,913.1 26,658.7 Shear..... Actual psi= 26.9 37.5 55.4 Shear-.. --Allowable psi = 82.2 82.2 82.2 Wall Weight psf= 75.0 125-0 150.0 Rebar Depth 'd' in = 3.00 7.00 9.63 LAP SPLICE IF ABOVE in = 12.00 22.85 24.59 LAP SPLICE IF BELOW in = 12.00 22.85 HOOK EMBL:D INTO FTG in = 11,00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data ---- _... - --- ---- f rn psi = Fs psi = Solid Grouting = Use l ialf Stresses = NlOdular Ration' _ Short Term Factor = Equiv. Solid Thick, Y Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data --._._.. __...- ... _-• -. fc psi= 3,000.0 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 60,000.0 a CE25116 r ,u r„ l * Expires 12/31/09 * 1 Zk �9$ CIVI��`� RM Volpe 8: Associates 949 3054700 r bob@rmvol pe.com Title : 12FT MOSHAYEDI WIE I E Page - Job # ...New... Dsgnr: Date: 2 NOV 2013 Descr. 12' RETAINING WALL @ DRIVEWAY Wall in File: Z:1KrantzlMosha edi\Calculatiz)nslretainin wall$_ec6,rp5 RetainPro 10 (c) 1987-2012, Built 70.13.8.31 License: KW-06055980 Cantilevered detaining Wall Design ;ode: CBC 2010,ACi 318-08,ACI 530-08 License T o : RM VOLPE Footing Dimensions & Strengths Toe Width = 5.25 ft Feel Width = 3.75 Total Footing Width = 9,ff Footing Thickness - 18.00 in Key Width = 18.00 in Key Depth - 32.00 in Key Distance from Toe = 5,50 ft 1`0 = 3.000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in I Footing Design Results Toe Heel Factored Pressure - 1,972 318 psf Mu' : Upward 22,748 1,840 ft-# Mu' : Downward - 5,540 7,D10 ft-# Mu: Design - 17,208 5,170 ft-# Actual 1-Way Shear = 26.82 18,97 psi Allow 1-Way -Shear - 82.16 82,16 psi Toe 'Reinforcing = # 5 @ 8.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 9.75 in Other Acceptable Sizes & Spacings Tor•:: V4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #8@ 24,50 in, #9@ 31. I I:.::l: Not req'd, MU ¢ S * Fr !r: y: 44@ 6.25 in, #5@ 9,75 in, #6@ 13.75 in, #7@ 16.75 in, # Summary of Overturning & Resisting Forces & Nlom. eats .....OVERTURNING..... .....RESISTING..... Force Distance Ni rMent Force distance Moment Item Ibs ft Ibs It ft4 _ Heel Active Pressure = 5,057.4 4.50 2 ' 75".5 So,t Over Heel = 3.630.0 y 7 63 27,678.8 Surcharge over Heel = Sloped Soil Over Heel - Surcharge Over Toe - Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead load on Stem= Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 577.5 2.63 1,515.9 Surcharge Over Toe - -- Stem Weight(s) = 1,431.0 5,65 8,082.9 Total 5,057.4 O.T.M. 2:',758:5 Earth @ Stem Transitions 325,6 6.04 1,965.1 = Footing Weighl - 2,025.0 4.50 9,112.5 ResistingfOvertuming Ratio = 2.2Q Key Weight - e00.0 6,25 3,750.0 Vert. component of active S.P. used for Overtuming Resist: oce- T Total 8,589.1 Ibs R.M.= 52,105,1 - Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure cafcuiation. DESIGNER NOTES: ��ctQO�rGpIT 1/0 � ca CE 25115 M xpires 1 ZJ31109 Sr,, CIVI►.r �`F RM Volpe & Associates 949 306-4700 bob@rmvoipe.com Title ; 12FT M05HAYEDI W01E 1 E Job # :...New... Dsgnr: Descr: 12'RETAINING WALL @ DRIV�Y I:z Wall in File: Z:1KrantzWosh4yedi\Calculatiol Page - Date, 2 NOV 2013 6-/0 E RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06055980 Cantilevered Retaining Wall Design ',ode: CB -2010,ACI 318-08,ACI 530-08 License To,. RM VOLPE Criteria --^ ^� Retained Height = 12.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 Stern Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summa Wall Stability Ratios Overturning = 2.82 OK Sliding = 1.62 OK Total Bearing Load = 8,589 lbs ...resultant ecc. = 6.98 in Soil Pressure @ Toe = 1,325 psf OK Soil Pressure @ Heel = 584 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,590 psf ACI Factored @ Heel - 701 psf Footing Shear @ Toe = 21.9 psi OK Footing Shear @ Heel = 15.0 psi OK Allowable - 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 4,100.6 lbs less 100% Passive Farce = - 3,211,8 lbs less 100% Friction Force = - 3,435.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1,600 Wind, W 1.600 Seismic, E 1.000 So Data Allow Soil Bearing R = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0A00 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load - 0.0 #Ift .-.Height to Top = 0.00 ft ---Height to Bottorn - 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 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 Top Stem 2nd 3rd i-,� Stem OK Stem OK Stem OK Design Height Above F% ft= 7.33 3.58 0.00 Wall Material Above 'Hr = Concrete ; ,Concrete i'Concrete - Thickness = 6.00 10.00 12.D0 Rebar Size = # 5 # 6 # 6 Rebar Spacing - 16.00 16.00 8-00 Rebar Placed at = Center Edge Edge Design Data fbIFB + fall=a = 0.422 0.723 0.778 Total Farce @ Section Ibs= 785.1 2,552-3 5,184.0 Moment .... Actual ft-#= 1,222.2 7,163.4 20,736.0 Moment --...Allowable ft-#= 2,899.6 9,913.1 26,658.7 Shear.. -..Actual psi = 21.8 30.4 44-9 Shear ----- Allowable psi = 82-2 62-2 62.2 Wall Weight psf= 75.0 125.0 150,0 Rebar Depth 'd' in = 3.00 7.00 9,63 LAP SPLICE IF ABOVE in = 12.00 18.52 19.94 LAP SPLICE IF BELOW in = 12.00 18.62 HOOK EMSED INTO FTG in = 8-80 Lap splice above base reduced by stress ratio Hook embedment reduced M on Data - --- by stress ratio --- as ry Pm psi = Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data -- - - - - fc psi= 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 �v••rU 3,000.0 tioe EFlT vo A�F 60,000.0 c� CE 25116 r^ * Expires 12/31/09 CIVIL '�T� Qr- CA1.�FaP RM Volpe & Associates 949 306-4700 bob@rmvolpe.com Title 12FT MOSHAYEI)l W01E 1 E Page: Job # ...New... Dsgnr: Date: 2 NOV 2013 Oescr: 12- RETAINING WALL @ DRIVEWAY R8ta IV i0 M Mut-io12, Build 10.13.8.31 Wali In Fli@ Z.�KrantzlMOsta edilCalCulationslretalnln walls.e�.rp5 License: KW-06056980 g Cantilevered Retaining Wall Design :ode: CSC 2010,AC1 318-08,ACI 530-08 License To. RM VOLPE g I ensions 8 Strengths Footing Design Results - - Toe Width = 5.25 ft Heel Width Total Footing Width _ 375 = -- - -9.00 Toe Factored Pressure = 1,590 Heel 701 psf Footing Thickness _ 18.00 in Mu': Upward = 19,525 MU': Downward = 5,540 2,992 ft-# Key Width = 18.00 in Mu: Design = 13,984 7,010 ft-# 4,018 ft-# Key Depth = 32.00 in Actual 1-Way Shear = 21.93 15,04 psi Key Distance from Toe - 5.50 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = # 5 @ 18.00 in Mir,. As % pcf - a.aals Key Reinforcing = # 5 @ 9.75 in Cover @ Top 2.00 gtm 3-00 in Other Acceptable Sizes &Spacings Toe: #4@ 6.25 in, 45@ 9.75 In, #6@ Heel: Not req'd, MU a S ' Fr 13.75 in, #7@ 18.75 in, #8@ 24.50 in, #9@ 31, Key: #49 6-25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, # Summa� of OverturninA &Resisting Forces & Mordents -"--------------- .....OVERTURNING..... Iterrl _ Force Distance lbs ft ft-#-- Moment RESISTING..... .. Distance Moment -•- Heel Active Pressure = Surcharge over Heel = - - - --- 4,100.6 4.50 - - �18,452.8 Soil Over Heel _ _ _ ibs ft _ ft-# -----! - - - 3,630.0 T63 27 678 8 Surcharge fiver Toe = Adjacent Footing Load = Added Lateral Load - Load @ Stem Above Soil = Total --4,100,6 O.T.M. --- 18,452.6 Resist! nglOverturning Ratio = 2.82 Vert. component of active S.P. used for Overturning Resistance. DESIGNER NOTES: Sloped Sall Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = `Axial Live Load on Stem = Soil Over Toe - 577.5 2.63 1,515.9 Surcharge Over Toe = Stem Weight(s) = 1,431.0 5.65 8,082.9 Earth @ Stem Transitions= 325.E 6.04 1,965A Footing Weighl = 2,025.0 4.50 9,112.5 Key Weight = 600.0 6.25 3,750.0 Total 8,589.1 Ibs R.M.= 52,105.1 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. rGRT ya Ca CE25116 m * Expires 12/31/09 ��J9•r CIVIL �P tF OF CAI RM Volpe & Associates 949 305.4700 bob@rmvolpe.com Title MOSHAYEDI W/O E (Concrete) Page: Job # Dsgnr: Date: 2 NOV 2013 De=: 8' RETAINING WALL Use for wall design only) ftetaiaPro 10 (c)1987-2012, Build 10.13.8.31 Wall in File: Z:1KrantzWosha edilCalculationslretainin walls.ec6. 5 License: KW-NO55980 Cantilevered Retaining Wall Design 'ode: CBC 2010,AC1 318-D8,ACI 530-08 License To : RM VOLPE Footing Dimensions & Strengths Toe Width = 4.75 ft Iieel Width - 1.50 Total Footing Width - 6.25 Footing Thickness - 12.00 in Key Width = 12.00 in Key Depth = 30.00 in Key Distance from Toe = 1.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure - 1,169 155 psf Mu': Upward = 10,294 0 ft-# MU`: Downward = 3,520 155 ft-# Mu: Design = 6,775 155 ft-# Actual 1-Way Shear = 19.24 5.42 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, #8@ 36.75 in, #9@ 46 Heel: Not req'd, Mu E S " Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item _ Ibs ft ft-# Ibs ft ft-# _ Heel Active Pressure = 1,822.5 - 3-00 5.467.5 Soil Over Heel = 440.0 6.00 2.640.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,822.5 O.T.M. 5,467.5 Resisting/Overturning Ratio - 2.47 Vert. component of active S.P. used for Overtuming Resistance. DESIGNER NOTES: 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 Weights) - Earth @ Stem Transitions= Footing Weigh) _ Key Weight 522.5 2.38 1,240.9 900.0 5.13 4,612.5 275.0 5.50 1,512.5 937,5 3.13 2,929.7 375,0 1.50 562.5 Total = 3,450.0 Ibs R.M.= J 13,498.1 `Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure calculation. V0Z s ��aq�EFiT VQ�AI�� S _� ca CE 25116 m u.i rn * Expires 12131J09 sT civlL �� i7F CALtiFII RM Volpe & Associates Title MOSHAYEDI Wl Elconcrete Page: 949 305-4700 Job # :...New... Dsgrsr /bate: 2 NOV 2013 bob@rmvolpe.com Descr. 10' RETAINING WALL @ DRIVEWAY Wall in File: Z:XrantzWos edi\CalcUining wafls.eoe.rp', RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06055880 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACl 530-08 License To : RM VOLPE Criteria Retained Height - 10.00 ft Wall height above soil - 1.00 ft Slope Behind Wall - 0.00 : 1 Height of Soil over Toe = 12.00 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 = 1-77 OK Sliding - 1.57 OK IBC'09 & CBC'10, 1807-2-1 applied Total Bearing Load = 4,826 lbs ...resultant ecc. = 25.65 in Soil Pressure @ Toe = 1,438 psf OK Soil Pressure @ Heel - 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable AC Factored @ Toe - 1,725 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.5 psi OK Footing Shear @ Heel = 0.0 psi DK Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) - Lateral Sliding Force _ 6,243.8 lbs less 100% Passive Force = - 7,875.0 lbs less 100% Friction Force = - 1,930-5lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability - 0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.5 psf/ft Passive Pressure = 450.0 psf/ft Soil Density, Heel = 110,00 p cf Soil Density, Toe = 11 a.00 pcf FootingIlSoil Friction - 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #Ift ...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 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 Top Stem 2nd 3rd _ Stern OK _ As c Min % Stem OK Design Height Above Ftg ft= 6.33 3.08 0-00 Wall Material Above "Ht" = Concrete Concrete Concrete Thickness = 6.00 10-00 12-00 Rebar Size = # 5 # 5 # 6 Rebar Spacing = 18.00 18.00 12.00 Rebar Placed at = Center Edge Edge Design Data -- --- fblFB + fa1Fa = 0.285 No Good 0.827 Total Force @ Section Ibs= 598.0 2,126.2 4,440.0 Moment. ...Actual ft-#= 731.6 4,904.3 14,800.0 Moment.... -Allowable ft-#= 2,563.2 6,283.2 17,905.7 Shear. --..Actual psi = 16.6 25.3 38.7 Shear ... ..Allowable psi = 75.0 75.0 75.0 Wall Weight psf = 75.0 125.0 150.0 Rebar Depth 'd' in = 3.00 7.00 9.56 LAP SPLICE IF ABOVE in = 12.00 12-00 23.21 LAP SPLICE IF BELOW in = 12.00 12.00 HOOK EMBED INTO FTG in = 9.41 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry a fm Fs Solid Grouting Use Half Stresses Modular Ration' Short Term Factor Equiv. Solid Thick - Masonry Black Type Masonry Design Method Concrete Data fc Fy psi = Psi = = Medium Weight = ASO psi = 2,500.0 psi = 60,000.0 1500.0 2,500.0 �aF RT cis CE 25116 w rn Expires 12/31/09 CIV l�- gr`nf C Al1F�� RM Volpe & Associates 949 306 4700 a:c bob@rmvolpe.com Title MOSHAYEDI Wf Elconcrete Page: Job # ; ...New... Dsgnn Date: 2 NOV 2013 Descr. 10' RETAINING WALL @ DRIVEWAY Wall in File: Z:1Krantz\Mosha edi\Calculationslretainin walls.ec5.rp5 RetainPro 10 (a) 1987-2012, Build 10,13.8,31 License: KW-06056980 Cantilevered Retaining Wall Design 'ode: CBC 2010,ACI 318-08,ACi 530-08 License To: RM VOLPE Footing Dimensions & Strengths Toe Width = 7.75 ft Feel Width = 1.00 Total Footing Width = - 8.75 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 42.00 in Key Distance from Toe = 1.00 ft fc = 3,000psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Etm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,725 0 psi Mu': Upward = 34,544 0 ft-# Mu': Downward - 12,073 0 ft-# Mu. Design - 22,472 0 ft-# Actual 1-Way Shear = 16.49 0.00 psi' Allow 1-Way Shear = 82.16 0-00 psi Toe Reinforcing = # 5 @ 9.75 in Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.25 in, #5@ 8.00 in, #6@ 11,50 in, #7@ 15.50 in, #8@ 20.25 in, #9@ 25. Heel, Not req'd, Mu < S' Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, Summary of Overturning & Resisting Forces &. Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = V 3,669.9 3.83 14,068.1 Soil Over Heel 8•75 Surcharge over Heel - Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 3,669.9 O.T.M. 14,068.1 ResistinglOverturning Ratio = 1.77 Vert. component of active S.P. used for Overturning Resistance. DESIGNER NOTES: Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load - Axial Dead Load on Stem = . Axial Live Load on Stem = Soil Over Toe = 852.5 3.88 3,303.4 Surcharge Over Toe = Stem Weight(s) = 1,218.5 8.15 9,931.2 Earth @ Stem Transitions= 251A 8.54 2,232.1 Footing Weighl = 1,968.8 4.38 8,613.3 Key Weight = 525.0 1-50 78T5 Total = 4,826.2 Ibs R.M.= 24,867.5 • Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. oz�E S104" FT V G CE 25116 m UJ ^1 * Expires 12/31/09 �TF of e ra�ti�° Title : MCSHAYEDI W/O E Page: Job # :...New... Dsgnr. Date: 2 NOV 2013 Descr:10' RETAINING WALL @ DRIVEWAY Wall In File: Z:1Krantz\M ha edi\Calculatiomslretainiri wa€Is.eo5. RetainPro1l} (c)1987.2012, Build 10.13.8.31 License: KW-MS5980 Cantilevered Retaining Wall Design :ode: CBC 2010,AC1 318-08,ACt 530-08 License To : RM VOLPE RM Volpe & Associates 949 3D5-4700 bob@rmvolpe.com Criteria Retained Height - 10.00 ft Wall height above soil = 1,00 ft Slope Behind Wall - 0,00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Surcharge Loads 4 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 = 0.0lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0,0 in Design Summary Wall Stability Ratios Overturning - 1.79 ❑K Sliding = 1.55 OK ISC109 & CBC'10, 1807.2.1 applied Total Bearing Load - 4,304 Ibs ...resultant ecc. = 21.28 in Soil Pressure @ Toe = 1,365 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf ACI Factored @ Heel = D psf Footing Shear @ Toe = 15.0 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force 4,253.9 Ibs less 100% Passive Force = - 4,851.E Ibs less 100% Friction Force = - 1,721.5 Ibs Added Force Req'd = 0.0 lbs. OK ..-.for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code CBC 2010,ACI Dead Load 1-200 Live Load 1.600 Earth, H 1,600 Wind, W 1,600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psflft. Passive Pressure = 450.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FcotingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0,0 #1ft ...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___ Adjacent Footing Load = 0.0 Ibs Footing Width = 0,00 ft Eccentricity = 0,00 in Wail 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 Ill Top Stem 2nd T 3rd Stem OK Stem OK Stern 0K Design Height Above Ftg ft= 6.33 3-08 0.00 Wall Material Above "Ht" = Concrete '-Concrete Concrete Thickness = 6.00 10.00 12.00 Rebar Size = # 5 # 5 # 6 Rebar Spacing = 18-00 18.00 12.00 Rebar Placed at = Center Edge Edge Design Data -- fbIFB + fa/Fa = 0.237 0.629 0.707 Total Force @ Section Ibs = 484.9 1,723.9 3,600.0 Moment.... Actual ft-#= 593.2 3,976.5 12,000.0 Moment..... Allowable ft-#= 2,506.5 6,321.0 16,963.3 Shear... -Actual psi = 13.5 20.5 33.3 Shear .... Allowable psi = 67.1 82.2 82.2 Wall Weight psf = 75-0 125.0 150.0 Rebar Depth 'd' in = 3.00 7,00 9.00 LAP SPLICE IF ABOVE in = 12,00 13,44 18,13 LAP SPLICE IF BELOW in = 12,00 13.44 HOOK EMBED INTO FTG in = 8,01 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - --- - fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratic'n' Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASO Concrete Data fC psi= 2,000.0 3,000.0 3,000.0 Fy psi = 60,000-0 60,000.0 60,000.0 1 O��RT vO CID c3 CE 25116 n, * Expires 12/31/09 S> CIV14 -0F GAL1F� RM Volpe & Associates 9493054700 bob@rmvolpe.com Title : MQSHAYEDI W10 E Page: Job # ; ...New... Dsgnr: Date: 2 NOV 2013 Descr: 10' RETAINING WALL @ DRIVEWAY Wall in File: Z:\Krantz\MoshayedilCalculationslreta-ining vvalls.ec6.rp5 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06055980 Cantilevered Retaining Wall Design ;Ode: C13C 2010,ACI 318-08,AC1 530-08 License To : RM VOLPE Footing Dimensions & Strengths Toe Width = 6.75 ft Heel Width = 1.00 Total Footing Width Footing Thickness = 18.00 in Key Width - 12-00 in Key Depth = 27.00 in Key Distance from Toe = 1,00 ft Yc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % - 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in Footing Design Results J Toe Heel Factored Pressure = 1,638 0 psf Mu'.' Upward = 24,877 0 ft-# Mu' : Downward = 9,158 0 ft-# Mu: Design - 15,719 0 ft-# Actual 1-Way Shear = 15.04 0.00 psi Allow 1-Way Shear 82.16 0.00 psi Toe Reinforcing = # 5 @ 12.00 In Heel Reinforcing = None Spec'd Key Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Toe: #4(g 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #8@ 24.50 in, #9@ 31. Heel: Not req'd, Mu a S * Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item lbs. ft ft4 Ibs ft ft-# Heel Active Pressure - 2,975.6 3.83 11,406.E Sail Over Heel = 7.75 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load - Added Lateral Load = Load @ Stem Above Soil = Total 2,975.6 O.T.M. 11,406.6 Resisting/Overturning Ratio = 1.79 Vert. component of active S.P. used for Overturning Resistance. DESIGNER NOTES: Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = 742-5 3.38 2,505.9 Surcharge Over Toe = Stem WeightN = 1,218.5 7.15 8,712.7 Earth @ Stem Transitions= 261.4 7.54 1,970.7 Footing Weight = 1,743.8 3.88 6,757.0 Key Weight = 337-5 1.50 506.3 Total = 4,303.7 Ibs R.M.= 20,452.6 ' Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure cajculation. overtuming VC) ��prrES �Qc�4p��p,T Vp �{fi Z� CE 25116 `* Expires lNV09 * J �'T OlVl4 &Z �:F° #5@12.in @ toe 95@12.in @ Heel Designer select all horix. reint See Appendix A l 6.in Conc wl #5 @ 18.in olc j I� I 12.in Conc wl #5 @ 12.in o/c 6'-0" ' T-O" 1.OPP /a/�n1 1,-V T,011 W-T RM Volpe & Associates Title 5ft stem Wl FENCE 1SWD3 Page: 949 3054700 Job # ...New... Dsgnr: Date: 2 NOV 2013 bob@rmvolpe.com Descr: WALL DESIGN ONLY Wall in File: Z:1Krantz\Mosha edilCalculationslretainin walls.eo6.rp5 RetainPro 10 ici 11987-2012, Build 10-13.8.31 Licen": Kw-06055980 Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 31&08,ACI 530-08 License To: RM VOLPE Criteria Retained Height = 5.00 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 : 1 Height of Soii over Toe = 12.00 in Water height over heel = 0 0 ft F urcharge 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 l Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 lbs. Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.55 OK Sliding - 1.31 Ratio Total Bearing Load = 1,721 lbs ...resultant ecc. = 12.10 in Soil Data -� Allow Sail Bearing = 21000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 45.0 psf/ft Passive Pressure = 250.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Footingj[Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied tv Stem Lateral Load - 0.0 #Ift ...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 = 15.0 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 = 0,0 ft at Back of Wall Polsson's Ratio = 0.300 r-teln Construction Top Stem 2nd - Stem OK Design Height Above Ftg ft= 5.50 0.00 Wall Material Above "Hf' = Fence Concrete < 1.51 Thickness = 6.00 Soil Pressure @ Toe = 1,315 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,578 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe - 5.3 psi C]K Footing Shear @ Heel - 4.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force - 1,025.6 lbs less 100% Passive Force = - 656.3 lbs less 100% Friction Force = - 688.2 lbs Added Force Req'd - 0.0 lbs OK ...for 1.5 : 1 Stability = 194.0 lbs ING Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Rebar Size - # 5 Rebar Spacing - 18-00 Rebar Placed at = Center Design Data - --- - -- - - --•. fb/FB + fa/Fa - 0.923 Total Force @ Section Ibs= 67.5 1,020.0 Moment .... Actual ft-#= 151.9 2,400.0 Moment..... Allowable ft-#= 2,601.0 Shear..... Actual psi = 28.3 Shear.....Allowable W 82.2 Wall Weight psf = 75.0 Rebar Depth 'd' in= 3.00 LAP SPLICE IF ABOVE in = 21.36 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 10.50 Masonry Data •- fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi = psi = = Medium Weight = ASD Concrete Data fc psi = Fy psi = 3,000.0 60,000.0 ca CE 25116 W M * Expires 12/31/09 d� C10- 9TF OF C A0�� RAIL Volpe & Associates Title : 5ft stem WI FENCE 1-SWD3 Page: 949 305.4700 Job # ...New... Dsgnr: Date: 2 NOV 2013 bob@rmvolpe.com Descr: WALL DESIGN ONLY RetainPro 10 (c) 1987.2012, Build 10.13.8.31 Wall in File: Z:\Krantz\Mosha yedi\Calcu{ationsVetainin walls.eo6. rp5 License: KWo6oss98o Cantilevered Retaining Wall Design 'Ode: CBC 2010,ACI 318-08,AC1 530-08 License To: RM VOLPE F000ting Dimensions & Strengths Toe Width = 2.42 ft Heel Width = 1.34 Total Footing Width = 3.76 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 It fc = 2,500 psis Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,578 0 psf Mu': Upward = 3,197 0 ft-# Mu'-. Downward = 1,177 328 ft- # Mu: Design = 2,020 328 ff-# Actual 1-Way Shear = 5.34 4.20 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 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 a 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 Ibs ff ft-# 950.6 2A 7 2,059.7 75.0 9.00 675.0 1,025.6 Q.T.M. 2,734.7 Res€sting/Overtuming Ratio - 1.55 Vertical Loads used for Soil Pressure = 1,720.5 Ibs DESIGNER NOTES: Force ..�.. Distance Moment lbs fi ft-# Soil Over Heel -—__...._ _ 462.0 .__..._ 3.34 -- _ 1,543.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = 1,21 Surcharge Over Toe - Stem Weights} = 412.5 167 1,101 A Earth @ Stem Transitions= Footing Weighs = 846.0 1.88 1,590.5 Key Weight = 2.50 Vert. Component = _ Total = 1,720.5 Ibs R M.= 4,234.9 • Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I/�� 4r_ T vC IA G CE 25116 ' * Expires 12/31/09 *' ��9T� OF IC AL�F�� po f 0115W0.1 . 1'-0" ;#5@9.75in @ Toe Designer select all horiz. reinf, See Appendix A RM Volpe & Associates 949 305-4700 �'- bob@rmvolpe.com Title : MOSHAYEDI W/O E (Concrete) Page: Job # ; Dsgnr. Hate: 2 NOV 2013 Deser: 8, RETAINING WALL Use for wall design only) Wall in File: Z:\KrantzWoshayedACalculattonsNretaining walis.ec6- 5 RetainPro 10 (c)1987-2012, Build 10.13.8.31 License: KW-HOSS980 Cantilevered Retaining Walt Design :ode: CSC 2410,ACI 318-08,AC1 530-08 License To: RM VOLPE Criteria Retained Height - 8.00 ft Wall height above soil - 1.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 Ibs Axial Live Load = 0.0 ibs Axial Load Eccentricity = 0-0 in w Design summary Wall Stability Ratios Overturning - 2.47 OK Sliding = 2.08 OK Total Bearing Load = 3,450 Ibs ...resultant.ecc. = 9.57 in Soil Pressure @ Toe = 974 psf OK Soil Pressure @ Heel - 130 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACi Factored @ Toe - 1,169 psf ACI Factored @ Heel = 155 psf Footing Shear @ Toe = 19.2 psi OK Footing Shear @ Heel - 5.4 psi OK Allowable = 82.2 psi Sliding Caics (Vertical Component Used) Lateral Sliding Force = 1,822.5 Ibs less 100% Passive Force = - 2,406.3 Ibs less 100% Friction Force = - 1,380.0 Ibs Added Force Req'd = 0.0 lbs OK ...for 1.5 : 1 Stability - 0.0 Ibs OK Load Factors -- •- - Building Cade CBC 2010,ACI Dead Load 1,200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Hearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Passive Pressure - 2%0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Footing€lSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #rft ...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 j Adjacent Footing Load Adjacent Footing Load = 0-0 Ibs Footing Width - 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base AbovelBelow Soil _ 0,0 ft at Back of Wall Poisson's Ratio = 0.300 Stem G 0-ristructio'n'1 Top Stem 2nd Stem OK Stem OK Design Height Above Ftg ft= 3.00 0.00 Wall Material Above "Ht" = Concrete /Concrete" Thickness = 6-00 12.00 Rebar Size = # 5 # 5 Rebar Spacing = 1&00 12.00 Rebar Placed at = Center Center Design Data--...�- fbIFB + fa/Fa = 0.577 0.773 Total Force @ Section Ibs = 900.0 2,304.0 Moment.... Actual ft-#= 1,500.0 6,144.0 Moment ... ..Allowable ft-#= 2,601.0 7,944.8 Shear..... Actual psi= 25.0 32.0 Shear- -Allowable psi = 82.2 82.2 Wall Weight psf = 75.0 i r0.0 Rebar Depth 'd' in = 3.00 6.00 LAP SPLICE IF ABOVE in = 12.32 16.52 LAP SPLICE IF BELOW in = 12.32 HOOK EMBED INTO FTG in = 7.32 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - �`- fm psi= Fs psi = Solid Grouting = Use Half Stresses - Modular Ratio'n' _ -- Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data 3,000.0 fc psi= 3,000.0 cif r�FiT Fy psi = 60,000.0 60,000.0 Z3 CE 25116 LLj * Expires 12/31/09 ��qTF C€014 n��`� 6.in Conc WI#5 @ 12.in olc 6.in Cons wl#5 @ 14.in o/c #5@12.in @ Toe Designer select all horiz. reinf. See Appendix A 4 fr- /6/QL$c-O-/ RM Volpe & Associates 949 305-4700 bob@rm►rolpe.com Title stem (Concrete) 1C1-SWD.1 Page: Job # :...New... Dsgnr.- •-- Date: 2 NOV 2013 Descr: RetainPra 10 (c) T987-2012, Buiid TO.T3.8.31 Wall in File: Z:1KrantzWosha edilCalculationslretainin walls.ec6.rp5 License: Kw-06066980 Cantilevered Retaining Wall Design :ode: CBC 2010,AC1 318-08,AC1530-08 License To. RM VOLPE Criteria Retained Height = 4.00 ft Wall height above soil = ' - eo ft Slope Behind Wall = 0,00: 1 Height of Soil over Toe = 12.00 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning - 2.33 OK Sliding = 1.65 OK Total Bearing Load = 1,534 Ibs ...resultant ecc. = 5.74 in Soil Pressure @ Toe = 794 psf OK Soil Pressure @ Heel = 80 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 953 psf ACI Factored @ Heel = 96 psf Footing Shear @ Toe = 2-2 psi OK Footing Shear @ Heel 2.7 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 771-3 Ibs less 100% Passive Force = - 656-3 Ibs less 100% Friction Force = - 613.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability - 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic. E CBC 2010,AC1 1200 1.600 1,600 1,600 1.000 �5oill�ata -- -- Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Passive Pressure = 250.0 psf/ft Soli Density, Heel = 110,00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in ! Lateral Load Applied to Stem 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 = 15.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs 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 �J _ Top Stem 2nd Stem OK Stern OK Design Height Above Ftg ft = 5,00 0,00 Wall Material Above "Ht" = Concrete Concrete Thickness = 6,00 6.00 Rebar Size = # 5 # 5 Reber Spacing = 16,00 18.00 Rebar Placed at = Edge Center Design Data -- fb1FS + fa/Fa = 0.000 0.375 Total Force @ Section lbs = 0.0 664.0 Moment. _Actual ft-#= 0.0 961.3 Moment.. ...Allowable ft-#= 5,028.0 2,5612 Shear ----- Actual psi = 0.0 18.4 Shear.....Allowable psi = 75.0 75.0 Wall Weight psf= 75.0 75+0 Rebar Depth 'd' in= 4,19 3,00 LAP SPLICE IF ABOVE in = 29.25 23,40 LAP SPLICE IF BELOW in = 29.25 HOOK EMBED INTO FTG in = 10.50 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ration' Short Term Factor Equiv- Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fe Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 psi = 75,000.0 60,000.0 If q�fi� RT G CE 25116 m * Expires 12/31/09 -0F CAL�FOI RM Volpe & Associates 949 306-4700 T bob@rmvolpe.com Title : stem (Concrete) lC1SWD.1 Page: Job # :...New... Dsgnr: Date: 2 NOV 2013 Descr: Wall in File: Z:\Krantz\Moshayedi\Calculations\retaining_walls.ec6.T RetainPro10 (c)1987-2012, Build 10.13.8.31 — License: KW-08055980 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 License To: RM VOLPE Footing Dimensions & Strengths Toe Width = 2.17 ft Heel Width = 1.34 Total Footing Width Footing Thickness = 18.00 in Key Width = 12.00 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 Item_ Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force IhC 756.:i Footing Design Results Toe Heel Factored Pressure = 953 96 psf Mu'. Upward = 1,828 58 ft-# Mu': Downward = 946 282 ft-# MuT Design = 882 224 ft-# Actual\ -Way. Shear = 2.15 2.71 psi Allow i-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 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, Net req'd, Mu a S ` Fr Key: Not req'd, Mu < S * Fr once Moment ft ft-# 1.83 1,386.5 15.0 &00 90.0 Total 771.3 O.T.M. 1,476.5 ResistinglOverturning Ratio = 2.33 Vertical Loads used for Soil Pressure = 1,534.4 lbs DESIGNER, NOTES' .... KC51, I In V..... Force Distance Moment lbs ft ft-# _ Soil Over Heel 369.E 3.09 1,142.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 1.09 Surcharge Over Toe = Stem Weight(s) = 375.0 2.42 907.5 Earth @ Stem Transitions= Footing Weight = 789.8 1.76 1,386.0 Key Weight = 2.50 Vert. Component Total = 1,534.4 lbs R.M: 3,435.6 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. s'0 �Q4OO��pIT U { 9�F CE 25116 m ,-w rn * Expires 12/31 /09 F Jr v AL\F� 14�-tA-'CD - 6.in Conc w! #5 @ 18.in o/c �i i� #5@12.in @ toe Designer select all horiz. re#nf. �� i 1 `� See Appendix A RM Volpe & Associates 949 305-4700 . bob@rmvolpe.com Title : 6FTstem (Concrete) I&SWD.1 Page: Job # :..,New... bspnr: Date.- 2 NOV 2013 Retalnpro 1p [cj 1887-2p12, guild 1p,13,g,3� License: Kw.oso55980 Wall in File: Z:1KrantzlMosha edilCalct,lationslretainin waNs.ec6.rp5 License To: RM VOLPE Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,AC! 530-08 Criteria ----- -- - - - -- - --- -- --- 5o1: Data -- �- f Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above sofa - 1.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1 Heel Active Pressure = 50.Q psf/ft Height of Soil over Toe = 12-00 in Passive Pressure - - psflft Water height over heel = g 0.0 ft Soil Density, Heel - 110.00 pcf 10.00 Soil Density, Toe - 0.00 pcf FootingljScil Friction - 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0-0 Ibs Axial Live Load - 0.0 Ibs Axial Load Eccentricity 0.0 in Design Summary - - - -- Wall Stability Ratios Overturning - 2.06 OK Sliding = 1.64 OK Total Bearing Load - 2,239 lbs ...resultant ecc, = 8.56 in Soil Pressure @ Toe = 896 psf OK Soil Pressure @ Heel = 46 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,075 psf ACI Factored @ Heel 56 psf Footing Shear @ Toe = 5.0 psi OK Footing Shear @ Heel = 3.7 psi OK Allowable = 75.0 psf Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,406.3lbs less 100% Passive Force = 1,406.3 Ibs less 100% Friction Force = - 895.5 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability - 0.0 lbs OK Load Factors - Lateral Load Applied to Stem Lateral Load = 0.0 #Ift ...Height to Top = 0.00 It ...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 Building Code CBC 2010,ACI Dead Load 1-200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.0p0 LAdjacent 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 C Stem Construction Top Stem end Design Height Above Ft g ft= Stem OK 56M OK -��-'- -- - 6.00 % 0,00 Wall Material Above "Hf- = Concrete Concrete Thickness = 6 00 6.00 Reber Size = # 5 # 5 Rebar Spacing - 12,00 14.00 Reber Placed at = Center Center Design Data ---.- - --•-.--.---.- -_ fb/FB + fa1Fa = 01000 _ 0.897- Total Force (aSection Ibs = 0.0 1,440,0 Moment. -..A - ^ , QR n Moment...... Shear..-,.Ac Shear.... -Al' Wall Weigl Rebar Dep LAP SPLIC LAP SPLI{ HOOK EM Masonry D FM Fs Solid Oro Use Half Modular Short Te Equiv. S Masonry Masonn Concrete fc Fy RM Volpe & Associates 949 305-4700 ;!=. bob@rmvolpe.com Title : 6FT stem (Concrete)1$- WD.1 Page: __ Job # ...IVe►n►„• Dsgnr Date: 2 NOV 2013 Descr: R®tainpro 10 (c) 1987-2012, Build 10.13.8.31 Wall in File: Z:IKrantxlMosha edi\Calculationslretainin walls.ec6.rp5 License: KW.06055980 Cantilevered Retaining Wall Design :ode: CBC 2010,AC1 318-08,ACI 530-08 License To., RM VOLPE Footing Dimensions & Strengths Toe Width = 3-50 ff Heel Width - 1 25 Total Footing Width _ _ - 4.75 Footing Thickness = 18,00 in Key Width - 12.00 in Key Depth - 12.00 in Key Distance from Toe = 3.25 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150,00 pcf Min. As % - 0-0018 Cover @ Top 2.00 @ Btm.= 3.00 in `Footing Design Results Toe Heel! Factored Pressure = 1,075 56 psf Mu': Upward = 5,053 31 ft-# Mu' : Downward = 2,462 299 ft-# Mu: Design = 2,591 268 ft-# Actual 1-Way Shear = 5.05 3,73 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = None Speed Key Reinforcing = # 5 @ 14.50 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: #4@ 9.50 In, #5@ 14.50 In, #6@ 20.50 in, #7@ 28,00 in, F—Surrsma of Overturning & Resi sting Forces & Moments .....OVERTURNING..... Pares Distance Moment RESISTING...,. Item Ibs ft ft'# Force Distance Moment _ _ _ -•... • — Heel Active Pressure = 1,406.3 .— ._ _ —. — _ - - 2,50 3,515.E _ _ Soil Over Heel =� lbs_ 495,0 4.38 2,165.E Surcharge over Heel = Sloped Sail Over Heel - Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = `Axial Live Load on Stem = - Soil Over Toe = 1 75 Surcharge Over Toe = Total 1,406.3 O.T,M. 3,515.E Stem Weight(s) = 525-0 3.75 1,968.8 _ Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.06 Footing Weight = Key Weight 1,068.8 2.38 150.0 2,538.3 Vertical Loads used for Soil Pressure = 2,238,8 Ibs - Vert. Component 3.75 562.5 Total = 2,238.8 Ibs R.M.= 7,235.2 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: /�OFESSIpA� �O e r�RT VQ 9! c� GE 25116 m W * Expires 12/31/09 �TF aF CA d.VV r Title 5ft stem (Concrete)1C1SWD-1 Page: Job # :...New... Osgnr: Date: 2 NOV 2013 Descr: RM Volpe & Associates 949 305-4700 bob@rmvolpe.com , c_ veJ ✓./ �OAIL 0 ,Q1772/Z $ze3Wall in File: IationsVetainina wails.ec6.rp5 RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06055980 Cantilevered Re#alTiing Wall Design 'ode: CBC 2010,ACI 318-08,AC1530-08 License To: RM VOLPE Criteria Retained Height = 5.00 ft Wail height above soil = 1.00 ft Siope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft LSurcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe - 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load - 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary l-- Wall Stability Ratios Overturning - 2.10 OK Sliding = 1.43 Ratio Total Bearing Load = 1,758 lbs ...resultant ecc. = 7.03 in Soil Pressure @ Toe = 905 psf OK Soil Pressure @ Heel = 31 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,085 psf ACI Factored @ Heel = 37 psf Footing Shear @ Toe = 3.3 psi OK Footing Shear @ Heel = 3.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 950.8 lbs less 100% Passive Force = - 656.3 lbs less IGO% Friction Force = - 703-2 lbs Added Force Req'd = ....for 1-5 : 1 Stability = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Passive Pressure - 250.0 psf)ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoll Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #rft ...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 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 1 Stem Construction Top Stem Stem OK Design Height Above Ftg ft= 0.00 / Wall Material Above "Ht" = Concrete 1.5! Thickness = 6.00 0,0lbs OK 66-5 lbs NG CBC 2010,ACI 1200 1.600 1.600 1.600 1.000 Rebar Size - # 5 Rebar Spacing = 18.00 Rebar Placed at = Center Design Data - - - - - - fb1F6 + fa/Fa - 0.577 Total Force @ Section lbs = 900.0 Moment... -Actual ft-#= 1,500.0 Moment..... Allowable - 2,601.0 Shear..... Actual psi = 25.0 Shear.....AllowaUe psi= 82.2 Wall Weight = 75,0 Rebar Depth 'd' in = 3.00 LAP SPLICE IF ABOVE in = 21.36 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 10.50 Masonry Data -- fm Fs Solid Grouting Use Half Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data - fc Fy PSI = psi = = Medium Weight = AS❑ psi = 3,000.0 psi= 60,000.0 _i'T O< �Y�` 2 Z5 CE 25116 m w � 1 * Expires 12/31/09 * 1 sl Clw- �y\Q �1114Or rn�1�o�/s RM Volpe & Associates Title : 6ftstem (Concrete)1C1SWDA pate: page'2 NOV 2013 949 305-4700 Sob # :...New,.. Osgnr �= Descr; bob@rmvolpe.com Wall in File: z:lKranu\Mosha edilCalculationslretainin w2lis.ec6.rp`. RetainPro 10 [c] i987.2012, Build 10.13.8.31 Cantilevered Retaining Wall Design %ode: CSC 2010,ACI 318-08,ACI 530-08 License : KW-06055980 License TO: RM VOLPE Footing Dimensions & Strengths Toe Width = 2A2 ft Heel Width = 1.34 Total Footing Width = 3.76 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth - 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 50,000 psi Footing Concrete Density = 150.00 pcf Min. As % 0.001� 00 in Cover @ Top 2.00 @ Bt Footing Design Results Toe Heel Factored Pressure = 1,085 37 psi 40 ft-# Mu': Upward Mu': Downward = 2,520 - 1,177 328 ft-# Mu: Design = 1,342 288 ft-# Actual 1-Way Shear = 06 psi Allow 1-Way Shear 73,28 = T5.51 psi Toe Reinforcing = # 5 @ 18.00 in Heel reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr He& Not req'd, Mu < S ` Fr Key: Not req'd, Mu a S - Fr -mmarrr of Overturning & Resisting Forces & Moments Force Item _ lbs -- Heel Active Pressure = 950.6 Surcharge over Heel = Surcharge over Toe - Adjacent Footing Load - Added Lateral Load - Load @ Stem Above Soil = tTURNING..... istance Moment ft —ft-# -- 2.17 -- — 2,059.7 Total 950.E D.T.M. 2,059.7 Resisting/Overturning Ratio 2.10 Vertical Loads used for Soil Pressure = 1,758.0 lbs DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel - Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load an Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weighs = Key Weight ...RESISTING..... Force Distance Moment lbs ft 462.0 3.34 1,543.1 1.21 450.0 2.67 1,201,5 846.0 1.88 1,590.5 2.50 Vert. Component =� 4 335.1 Total = 1,758-0 lbs R.M.= • Axial live load NOT included in total displayed or used for overturning resistance, but is included for sod pressure caiculati�on,� a�ESS/03 RT CE 25116 T, 1 * Expires 12/31/09 ' JJ CfVll.`P