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08-0085 (BLCK) Structural CalcsRETAINING WALL CALCULATIONS ,.ice Of ESS;pti4 OSo a 44180 y cr- EXP. Lpl;o)cq ' l4lb71 EN6����'��1►\ February 8, 2008 IN THE CITY OF LA QUINTA, CALIFORNIA SAXON ENGINEERING SAXON ENGINEERING SERVICES, INC. 1030 CALLE SOMBRA, STE A2 SAN CLEMENTE, CA 92673 Il FEB 13 2U08 PREPARED UNDER THE. DIRECT SUPERVISION OF: ATE 1 II KURT AXON RCE 44180 FOR JLC til C THE DELLA PENTA RESIITC e � � scli ry�I �� LOT 111, TRACT 288@7g CITY OF LA QUINTA`Q m 4J BUILDING & SAFETY DEPT. "THE TRADITION'S y z APPROVED- o z m y W ,o Q_ tq W,zao FOR CONSTRUCTION 53-840 DEL GATO D VE -4 g ':��'' V )ATSd�B Plo'ce �& cc m , ,.ice Of ESS;pti4 OSo a 44180 y cr- EXP. Lpl;o)cq ' l4lb71 EN6����'��1►\ February 8, 2008 IN THE CITY OF LA QUINTA, CALIFORNIA SAXON ENGINEERING SAXON ENGINEERING SERVICES, INC. 1030 CALLE SOMBRA, STE A2 SAN CLEMENTE, CA 92673 Il FEB 13 2U08 PREPARED UNDER THE. DIRECT SUPERVISION OF: ATE 1 II KURT AXON RCE 44180 SAXON ENGINEERING SERVICES 1030 CALLE SOMBRA SUITE "A2" SAN CLEMENTE, CA. 92673 PHONE: (949) 366-2180 Qeve.lop,-%ent lengj-� off" febgt h a (Ga o0o ps `)(I . o) (1-0)(1.0) 25 3,000�.s� 43,8 J6 LA Se Qa = 44d4 #s6ars g b4rs 6-14 SS Saxon Engineering Services, Inc. Title Wall "A" - 8'-0" Ht., 7'-6" Ret. Page: S A X ON 1030 Calle Sombra, Ste. A2 Job # : 1800-495.( Dsgnr: EJ Date: DEC 17,2007 San Clemente, CA 92673 Description.... K (949),366-2180 Ly ENGINEENING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 7.50 It Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. !-Surcharge Loads - Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Soil Data Allow Soil Bearing = 2,100.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore = 15.00 in for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem -j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.308 g Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 3.00 Total Footing Width _ = 4.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 1.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load -0 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 1.96 OK Wall Material Above "Ht" = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Added seismic base force 176.7 lbs *Design Summary Stem Construction Top Stem 2nd __ Allowable = 2.100 psf Stem OK Stem OK Wall Stability Ratios Design Height Above FtE ft = 4.00 0.00 Overturning = 1.96 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.96 OK Thickness = 8.00 12.00 Total Bearing Load = 3,822 lbs ...resultant ecc. = 9.37 in Soil Pressure @ Toe = 2,090 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2.100 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,179 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.4 psi OK Footing Shear @ Heel = 14.7 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,476.7 lbs less 100% Passive Force= - 1,171.9 lbs less 100% Friction Force = - 1,724.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors 1,193.2 Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data - -, ---- ---- fb/FB + fa/Fa = 0.367 0.718 Total Force @ Section lbs= 296.4 1,170.5 Moment.... Actual ft-#= 438.3 3,193.5 Moment..... Allowable ft-#= 1,193.2 4,450.7 Shear..... Actual psi = 4.0 10.2 Shear..... Allowable psi = 38.7 38.7 Wall Weight psf = 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE 1F ABOVE in = 24.00 36.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 9.39 Masonry Data - . .... - ....... -- -- ... -... -._._....._._ _......- __._._.......-_. I'm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = Yes Yes _ Modular Ratio 'n' = 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 = ,t Saxon Engineering Services, Inc. Title Wall "A" - 8'-0" Ht., 7'-6" Ret. Page: . SAXON. T 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 17,2007 SAXOJ ld San Clemente, CA 92673 Description.... EHGIHEERIHG(949) 366-2180 This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 ;_Footing Design Results . 0.00 Soil Over Toe = Toe Heel Surcharge Over Toe = Factored Pressure = 2,179 0 psf Stem Weight(s) - 808.0 Mu': Upward = 1,508 689 ft-# 128.3 1.83 Mu': Downward = 227 4,270 ft-# 2.00 1,500.0 Mu: Design = 1,281 3,581 ft-# 168.8 Vert. Component = Actual 1 -Way Shear = 11.36 14.73 psi Total = 3,822.3 lbs Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 4 @ 16.00 in Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments -� .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,339.8 2.92 3,907.9 Soil Over Heel = 1,650.0 3.00 4,950.0 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 13.8 9.00 124.2 Seismic Stem Self Wt 176.7 4.79 847.2 Total = 1,476.7 O.T.M. = 4,848.0 Resisting/Overturning Ratio = 1.96 Vertical Loads used for Soil Pressure = 3,822.3 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) - 808.0 1.44 1,160.0 Earth @ Stem Transitions = 128.3 1.83 235.3 Footing Weighl = 750.0 2.00 1,500.0 Key Weight = 112.5 1.50 168.8 Vert. Component = 373.4 4.00 1,493.7 Total = 3,822.3 lbs R.M.= 9,507.7 Saxon Engineering Services, Inc. Title Wall "B" - 12'-8" Ht., 12'-2" Ret. Page: SAXON* T 1030 Calle Sombra, Ste. A2 Job # 1800-495 Dsgnr: EJ Date: DEC 17,2007 J l� San Clemente, CA 92673 Description.... si2 (949) 366-2180 �� ENGINEENING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 .5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height - 12.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = . 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. 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 j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load -Design Summary Wall Stability Ratios Overturning = 1.51 OK Sliding = 1.58 OK Total Bearing Load = 4,674 lbs ...resultant ecc. = 21.83 in Soil Pressure @ Toe = 1,614 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,521 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.6 psi OK Footing Shear @ Heel = 11.4 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,611.2 lbs less 100% Passive Force= - 3,796.9lbs less 100% Friction Force = - 1,897.91bs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors ------- -- ----- --- Building Code UBC 1997 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 = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore Footing Concrete Density for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions 8 Strengths Toe Width = 6.33 ft Heel Width= 1.17 Total Footing Width _ _ = 7.50' Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 33.00 in Key Distance from Toe = 3.25 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in [Adjacent Footing Load _ Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil = -1.5 ft at Back of Wall # 6 Poisson's Ratio = 0.300 Fp / Wp Weight Multiplier = 0.308 g Added seismic base force 392.4 lbs Stem Construction _ Design Height Above Ftc ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data--------- # 6 fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data -- ...---.--.--..-......- fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data -------- --- fc psi = Fy psi = ip Stem 2nd 3rd Stem OK _ _ Stem OK Bar Lap/Emb 8.67 4.67 0.00 Masonry Masonry Concrete 8.00 12.00 12.00 # 4 # 6 # 8 16.00 8.00 8.00 Edge Edge Edge 0.580 0.524 0.516 363.9 1,279.6 4,726.3 490.8 3,624.7 21,341.0 845.7 6,915.5 41,338.2 5.1 11.7 38.0 19.4 38.7 67.1 78.0 124.0 150.0 5.25 9.00 9.50 24.00 36.00 52.59 24.00 31.39 18.78 1,500 1,500 20,000 20,000 Yes Yes No Yes 21.48 21.48 1.000 1.000 7.60 11.60 Medium Weight ASD ------------- 2,000.0 60,000.0 Saxon Engineering Services, Inc. Title Wall "B" - 12'-8" Ht., 12'-2" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 17,2007 San Clemente, CA 92673 Description.... t (949) 366-2180 ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_49513ella P Retain Pro 2007, 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC -Registration # : RP -1160955 2007008 I Footin Results L.Footing Design 9 � 7.42 70.1 Toe Heel Factored Pressure = 1,521 0 psf 1,508.5 Mu': Upward = 20,311 0 ft-# 7.16 Mu': Downward = 5,830 265 ft-# 5,273.4 Mu: Design = 14,481 265 ft-# 878.4 Actual 1 -Way Shear = 19.57 11.45 psi R.M.= Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: #4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #8@ 24.75 in, #9@ 31. Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in 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 ft-# lbs ft ft-# Heel Active Pressure = 3,151.7 4.47 14,098.5 Soil Over Heel = 227.6 7.42 1,687.5 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = Total 106.9 9.92 1,059.9 13.8 13.67 188.6 392.4 6.23 2,445.8 3,611.2 O.T.M. = 17,761.7 Resisting/Overturning Ratio = 1.51 Vertical Loads used for Soil Pressure = 4,674.1 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 9.4 7.42 70.1 0.00 3.17 1,508.5 6.80 10,251.1 128.3 7.16 919.3 1,406.3 3.75 5,273.4 515.6 3.88 1,998.0 878.4 7.50 6,587.9 4,674.1 lbs R.M.= 26,787.3 Saxon Engineering Services, Inc. Title Wall "B" -12'-0" Ht., 11'-6" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 �% EiICINEf141NG This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 11.50 It Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. CSurcharge 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 Stem Weight Seismic Load `J Design Summary Wall Stability Ratios Overturning = 1.55 OK Sliding = 1.58 OK Total Bearing Load = 4,382 lbs ...resultant ecc. = 20.31 in Soil Pressure @ Toe = 1,512 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,434 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 18.1 psi OK Footing Shear @ Heel = 10.4 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,273.7 lbs less 100% Passive Force = - 3,386.7 lbs less 100% Friction Force = - 1,794.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Fp / W Weight Multiplier = 0.308 g Load Factors - --.--- Building Code Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 6.08 ft Heel Width= 1.17 Total Footing Width = - 7.25 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 30.00 in Key Distance from Toe = 2.50 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in .Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil 0.00 at Back of Wall = 1.5 ft Poisson's Ratio = 0.300 Added seismic base force 361.5 lbs Stem Construction Top Stem 2nd _ 3rd - Stem OK Stem OK Bar Lap/Emb Design Height Above Ftc ft = 8.00 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Concrete Thickness = 8.00 12.00 12.00 Rebar Size = # 4 # 6 # 8 Rebar Spacing = 16.00 8.00 8.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.580 0.524 0.441 Total Force @ Section lbs = 363.9 1,279.6 4,251.5 Moment.... Actual ft-# = 490.8 3,624.7 18,229.3 Moment..... Allowable ft-# = 845.7 6,915.5 41,338.2 Shear..... Actual psi = 5.1 11.7 34.1 Shear..... Allowable psi = 19.4 38.7 67.1 Wall Weight psf = 78.0 124.0 150.0 Rebar Depth 'd' in = 5.25 9.00 9.50 LAP SPLICE IF ABOVE in = 24.00 36.00 52.59 LAP SPLICE IF BELOW in = 24.00 31.39 HOOK EMBED INTO FTG in = 18.78 Masonry Data - fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No Yes Modular Ratio 'n' = 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_. --.--------__.__-- f c psi = 2,000.0 Fy psi = 60,000.0 Saxon Engineering Services, Inc. Title Wall "B" -12'-0" Ht., 11'-6" Ret. Page: (1 O *T 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 J ,• j`I • San Clemente, CA 92673 Description.... (949) 366-2180 ENGINE [RING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 � footing, Design Results Toe Heel Factored Pressure = 1,434 0 psf Mu': Upward = 17,675 0 ft-# Mu': Downward = 5,379 241 ft-# Mu: Design = 12,2.96 241 ft-# Actual 1 -Way Shear = 18.10 10.43 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: #4@ 7.50 in, #5@ 11.50 in, #6@ 16.25 in, #7@ 22.25 in, #8@ 29.25 in, #9@ 37 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in 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 ft-# lbs It ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 215.1 7.17 1,540.8 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 107.2 9.26 991.9 Adjacent Footing Load = 9.8 7.17 70.5 Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 13.8 13.00 179.4 Soil Over Toe = 3.04 Surcharge Over Toe = Seismic Stem Self Wt = 361.5 5.96 2,154.5 Stem Weight(s) - 1,408.0 6.54 9,212.6 Earth @ Stem Transitions= 128.3 6.91 887.2 Total = 3,273.7 O.T.M. = 15,385.1 Footing Weighl = 1,359.4 3.63 4,927.7 Resisting/Overturning Ratio = 1.55 Key Weight = 468.8 3.13 1,464.8 Vertical Loads used for Soil Pressure = 4,382.2 lbs Vert. Component = 792.9 7.25 5,748.3 Total = 4,382.2 lbs R.M.= 23,852.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: il Saxon Engineering Services, Inc. Title Wall "B"-10'-0" Ht., 9'-6" Ret. Page: S A X 0 N 1030 Calle Sombra, Ste. A2 Job # ; 1800-495.( Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 �j EflGIHEEfllll6 This Wall in File: I:\1800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height - 9.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. 1 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 Stem Weight Seismic Load *Design Summary ---� Wall Stability Ratios Overturning = 1.54 OK Sliding = 1.71 OK Total Bearing Load = 3,484 lbs ...resultant ecc. = 16.36 in Soil Pressure @ Toe = 1,537 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,493 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.3 psi OK Footing Shear @ Heel = 7.7 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,391.2 lbs less 100% Passive Force = - 2,636.7 lbs less 100% Friction Force = - 1,460.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors ---._._._..__ --- Building Code UBC 1997 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 = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingiiSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Fp / W Weight Multiplier = 0.308 g Footing Dimensions & Strengths Toe Width = 4.58 ft Heel Width = 1.17 Total Footing Width _ Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 24.00 in Key Distance from Toe = 2.25 It fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 It Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil 3.33 = at Back of Wall _1.5 ft Poisson's Ratio = 0.300 Added seismic base force 301.2 lbs Stem Construction Top Stem_ 2nd 3rd Stem OK Stem OK Bar Lap/Emb Design Height Above Ftc ft = 6.67 3.33 0.00 Wall Material Above "Ht" = Masonry Masonry Concrete Thickness = 8.00 12.00 12.00 Rebar Size = # 4 # 6 # 6 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.337 0.492 0.804 Total Force @ Section lbs = 250.6 928.9 3,014.4 Moment.... Actual ft-#= 285.1 2,187.6 10,915.1 Moment..... Allowable ft-# = 845.7 4,450.7 13,570.3 Shear..... Actual psi = 3.4 8.0 23.5 Shear..... Allowable psi = 19.4 38.7 67.1 Wall Weight psf = 78.0 124.0 150.0 Rebar Depth 'd' in = 5.25 9.00 9.63 LAP SPLICE IF ABOVE in = 24.00 36.00 31.39 LAP SPLICE IF BELOW in = 24.00 31.39 HOOK EMBED INTO FTG in = 14.09 Masonry Data -- ----..._._...__ ..... .... . ..._.___._.. . fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No Yes Modular Ratio 'n' = 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 = 2,000.0 Fy psi = 60,000.0 Saxon Engineering Services, Inc. Title Wall "B"-10'-0" Ht., 9'-6" Ret. Page: {� SAXON 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 q . San Clemente, CA 92673 Description.... (949) 366-2180 �� iHGINEEflIHG This Wall in File: 1:11800 McGee Suryeying11800_495Delia P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results O 7.27 781.2 Added Lateral Load = Toe Heel Load @ Stem Above Soil = Factored Pressure = 1,493 0 psf 301.2 Mu': Upward = 10,438 0 ft-# O.T.M. = 9,707.4 Mu': Downward = 3,052 175 ft-# Vertical Loads used for Soil Mu: Design = 7,386 175 ft-# 5.41 Actual 1 -Way Shear = 15.32 7.69 psi 2.88 Allow 1 -way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in 563.6 Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Heel Reinforcing = None Spec'd 3,483.5 lbs Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, Summary of Overturning & Resisting Forces & Moments 0 .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,022.3 3.58 7,246.7 Soil Over Heel = 177.7 5.67 1,006.4 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe Adjacent Footing Load = 107.4 7.27 781.2 Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 13.8 11.00 151.8 Seismic Stem Self Wt = 301.2 5.18 1,558.9 Total = 2,391.2 O.T.M. = 9,707.4 Resisting/Overturning Ratio Stem Weight(s) = = 1.54 Vertical Loads used for Soil Pressure = 3,483.5 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load = 12.0 5.67 67.8 Axial Dead Load on Stem= 0.00 Soil Over Toe = 2.29 Surcharge Over Toe Stem Weight(s) = 1,173.4 5.04 5,917.6 Earth @ Stem Transitions= 103.8 5.41 561.7 Footing Weight = 1,078.1 2.88 3,099.6 Key Weight = 375.0 2.88 1,078.1 Vert. Component 563.6 5.75 3,240.9 Total = 3,483.5 lbs R.M.= 14,972.1 Saxon Engineering Services, Inc. Title Wall "B" -Front Stem/Planter Wall Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... a` (949) 366-2180 `� fNCIHEEftING This Wall in File: I:\1800 McGee Surveying\1800_495Della P, Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 1 --Criteria Retained Height = 6.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. 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 Stem Weight Seismic Load 'I Fp / Wp Weight Multiplier -Design SummaryStem Construction Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 7.07 OK Wall Material Above "Ht" = Masonry Sliding = 4.85 OK Thickness = 8.00 Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure. = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore Footing Concrete Density for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 2.20 ft Heel Width - 4.55 Total Footing Width = 6.75 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 24.00 in Key Distance from Toe = 2.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % - 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 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 7.0 psi OK at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 113.8 lbs Total Bearing Load = 5,064 lbs ...resultant ecc. = 2.34 in Soil Pressure @ Toe = 620 psf OK Soil Pressure @ Heel = 880 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 705 psf ACI Factored @ Heel = 1,000 psf Footing Shear @ Toe = 7.0 psi OK Footing Shear @ Heel = 6.1 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,037.2 lbs less 100% Passive Force = - 2,636.7 lbs less 100% Friction Force = - 2,398.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors - --------------- Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W •1.600 Seismic, E 1.000 Rebar Size = # 6 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.820 Total Force @ Section lbs = 789.2 Moment.... Actual ft-#= 1,836.7 Moment..... Allowable = 2,238.5 Shear..... Actual psi = 12.2 Shear..... Allowable psi = 38.7 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 = 9.39 Masonry Data --.------- -..- fm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes _ Use Full Stresses = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data -------- -- - fc psi = Fy psi = Saxon Engineering Services, Inc. Title Wall "B" -Front Stem/Planter Wall Page: - SAXON*pT 1030 Calle Sombra, Ste. A2 Job # ; 1800-495.f Dsgnr. EJ Date: DEC 18,2007 J 1 \ San Clemente, CA 92673 Description.... �i-(949) 366-2180 E8GIHEIRIHG This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989.2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 j Footing Design Results Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 13.8 7.67 105.8 Seismic Stem Self Wt = 113.8 4.58 521.5 Total = 1,037.2~ O.T.M. = 2,978.1 Resisting/Overturning Ratio = 7.07 Vertical Loads used for Soil Pressure = 5,064.5 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load Axial Dead Load 6n Stem = Toe Heel Factored Pressure = 705 1,000 psf Mu': Upward = 2,071 0 ft-# Mu': Downward = 815 0 ft-# 1,317.8 Mu: Design = 1,256 2,332 ft-# Actual 1 -Way Shear = 7.02 6.07 psi 4,271.5 Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in 6.75 Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd R.M.= Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in 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 ft-# lbs ft ft-# Heel Active Pressure = 963.2 2.47 2,382.1 Soil Over Heel = 2,635.2 4.81 12,670.9 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 13.8 7.67 105.8 Seismic Stem Self Wt = 113.8 4.58 521.5 Total = 1,037.2~ O.T.M. = 2,978.1 Resisting/Overturning Ratio = 7.07 Vertical Loads used for Soil Pressure = 5,064.5 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load Axial Dead Load 6n Stem = 0.00 Soil Over Toe = 1.10 Surcharge Over Toe = Stem Weight(s) - 520.2 2.53 1,317.8 Earth @ Stem Transitions= Footing Weighs = 1,265.6 3.38 4,271.5 Key Weight = 375.0 2.63 984.4 Vert. Component = 268.5_ 6.75 1,812.1 Total = 5,064.5 lbs R.M.= 21,056.6 Saxon Engineering Services, Inc. Title Wall "C" -12'-8" Ht., 12'-2" Ret. Page: 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 17,2007 SAXON x*y,, San Clemente, CA 92673 Description.... (949) 366-2180 .�yENGIHEEflIHG This Wall in File: 1:11800 McGee Surveying\1800-495De11a P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration #: RP -1160955 2007008 Criteria Retained Height = 12.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. 'USED for Overturning Resistance. 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 Stem Weight Seismic Load l*Design Summary Wall Stability Ratios Overturning = 1.51 OK Sliding = 1.58 OK Total Bearing Load = 4,674 lbs ...resultant ecc. = 21.83 in Soil Pressure @ Toe = 1,614 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,521 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.6 psi OK Footing Shear @ Heel = 11.4 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,611.2 lbs less 100% Passive Force= - 3,796.9lbs less 100% Friction Force = - 1,897.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors ---.----- ..- -. --. --•---- - -.- Building Code UBC 1997 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 = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingliSoil Friction = 0.500 Soil height to ignore Footing Concrete Density for passive pressure = 0.00 in Lateral Load Applied to Stem - Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 6.33 ft Heel Width = 1.17 Total Footing Width Eccentricity = Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 33.00 in Key Distance from Toe = 3.25 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in [Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil Bar Lap/Emb at Back of Wall = -1.5 ft Poisson's Ratio = 0.300 Fp / W Weight Multiplier = 0.308 g Added seismic base force 392.4 lbs [.Stem Construction ` Top Stem 2nd 3rd Stem OK Stem OK Bar Lap/Emb Design Height Above FtE ft = 8.67 4.67 0.00 Wall Material Above "Ht" = Masonry Masonry Concrete Thickness = 8.00 12.00 12.00 Rebar Size = # 4 # 6 # 8 Rebar Spacing = 16.00 8.00 8.00 Rebar Placed at = Edge Edge Edge Design Data - ------ ---- --- _ ---.� fb/FB + fa/Fa = 0.580 0.524 0.516 Total Force @ Section lbs= 363.9 1,279.6 4,726.3 Moment.... Actual ft-#= 490.8 3,624.7 21,341.0 Moment..... Allowable ft-#= 845.7 6,915.5 41,338.2 Shear..... Actual psi = 5.1 11.7 38.0 Shear..... Allowable psi = 19.4 38.7 67.1 Wall Weight psf = 78.0 124.0 150.0 Rebar Depth 'd' in = 5.25 9.00 9.50 LAP SPLICE IF ABOVE in = 24.00 36.00 52.59 LAP SPLICE IF BELOW in = 24.00 31.39 HOOK EMBED INTO FTG in = 18.78 Masonry Data - - _ ... .._ .... _._ ... fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No Yes Modular Ratio'n' = 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 = 2,000.0 Fy psi = 60,000.0 Saxon Engineering Services, Inc. Title Wall "C" - 12'-8" Ht., 12'-2" Ret. Page: SAXON 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 17,2007 `•: San Clemente, CA 92673 Description.... a (949) 366-2180 �% EHGINEEHIHG ' This Wall in File: 1:\1800 McGee Surveying\1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007006 Footing Design Results 9.4 7.42 70.1 Toe Heel 0.00 Factored Pressure = 1,521 0 psf 3.17 Mu': Upward = 20,311 0 ft-# Mu': Downward = 5,830 265 ft-# 6.80 Mu: Design = 14,481 265 ft-# 7.16 Actual 1 -Way Shear = 19.57 11.45 psi 3.75 Allow l -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in 878.4 Toe: #4@ 6.25 in, #5@ 9.75 in, #6@ 13.75 in, #7@ 18.75 in, #8@ 24.75 in, #9@ 31. Heel Reinforcing = None Spec'd 4,674.1 lbs Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, rSummary of Overturning & Resisting Forces 8 Moments � .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,151.7 4.47 14,098.5 Soil Over Heel = 227.6 7.42 1,687.5 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = 106.9 9.92 1,059.9 Added Lateral Load = Load @ Stem Above Soil = 13.8 13.67 188.6 Seismic Stem Self Wt = 392.4 6.23 2,445.8 Total = 3,611.2 O.T.M. = 17,761.7 Resisting/Overturning Ratio = 1.51 Vertical Loads used for Soil Pressure = 4,674.1 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load = 9.4 7.42 70.1 Axial Dead Load on Stem = 0.00 Soil Over Toe = 3.17 Surcharge Over Toe = Stem Weight(s) = 1,508.5 6.80 10,251.1 Earth @ Stem Transitions= 128.3 7.16 919.3 Footing Weighl = 1,406.3 3.75 5,273.4 Key Weight = 515.6 3.88 1,998.0 Vert. Component = 878.4 7.50 6,587.9 Total = 4,674.1 lbs R.M.= 26,787.3 Saxon Engineering Services, Inc. Title Wall "131" 12'-8" Ht., 12'-2" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 �-=/ fNGiNEEf41NG - This Wall in File: 1:\1800 McGee Surveying11800_4951)ella P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Ftegistration p : RP -1160955 2007008 Criteria Retained Height = 12.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads � Surcharge Over Heel = 0,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingflSoil Friction = 0.500 Soil height to ignore Allowable = for passive pressure = 0.00 in Lateral Load Applied to Stem ■ Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft 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 Stem Weight Seismic Load ' Fp / Wp Weight Multiplier *Design Summary Wall Stability Ratios Overturning = 1.50 OK Sliding = 1.58 OK Total Bearing Load = 4,674 lbs ...resultant ecc. = 22.16 in Soil Pressure @ Toe = 1,637 psf OK Soil Pressure @ Heel = . 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,543 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.6 psi OK Footing Shear @ Heel = 11.4 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,611.2 lbs less 100% Passive Force= - 3,796.9lbs less 100% Friction Force = - 1,897.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors -..._.. . _.-_...... --.... . Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 6.33 ft Heel Width = 1.17 Total Footing Width = 7.50 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 33.00 in Key Distance from Toe = 3.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Fig CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil Concrete at Back of Wall = -1.5 It Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 392.4 lbs Stem Construction _ Design Height Above Ftc ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data--------------- fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-#= Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psi= Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = MasonryData fm Fs Solid Grouting Use Full Stresses Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data -- - - fc psi = Fy psi = ,p Stem 2nd _ _ 3rd Stem OK Stem OK Bar Lap/Emb 8.67 4.67 0.00 Masonry Masonry Concrete 8.00 12.00 12.00 # 6 # 6 # 8 16.00 8.00 8.00 Edge Edge Edge 0.439 0.524 0.516 363.9 1,279.6 4,726.3 490.8 3,624.7 21,341.0 1,119.3 6,915.5 41,338.2 5.3 11.7 38.0 19.4 38.7 67.1 78.0 124.0 150.0 5.25 9.00 9.50 36.00 36.00 52.59 36.00 31.39 18.78 psi - - 1,500..._ ...1 psi = 20,000 20 Yes. = No = 21.48 = 1.000 1 in= 7.60 1 = Medium Weight = ASD ,500 ,000 Yes Yes 21.48 .000 1.60 2,000.0 60.000.0 Saxon Engineering Services, Inc. Title Wall "D1" 12'-8" Ht., 12'-2" Ret. Page: S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 18,2007 r~ San Clemente, CA 92673 Description.... u' .ENGINEERING (949) 366-2180 This Wall in File: 1:11800 McGee Surveying11800_4950e11a P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results Surcharge Over Toe Adjacent Footing Load = Toe Heel 1,059.9 Factored Pressure - = 1,543 0 psf Mu': Upward = 20,605 0 ft-# 188.6 Mu': Downward = 5,830 265 ft-# 2,445.8 Mu: Design = 14,775 265 ft-# 17,761.7 Actual 1 -Way Shear = 19.62 11.45 psi 1.50 Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in 3.63 Toe: #4@ 6.25 in, #5@ 9.50 in, #6@ 13.50 in, #7@ 18.25 in, #8@ 24.25 in, #9@ 30. Heel Reinforcing = None Spedd 7.50 Heel: Not req'd, Mu < S' Fr Key Reinforcing = # 6 @ 16.00 in R.M.= 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 ft-# lbs ft ft-# Heel Active Pressure = 3,151.7 4.47 14,098.5 Soil Over Heel = 227.6 7.42 1,687.5 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe Adjacent Footing Load = 106.9 9.92 1,059.9 Added Lateral Load = 0.00 Load @ Stem Above Soil = 13.8 13.67 188.6 Seismic Stem Self Wt = 392.4 6.23 2,445.8 Total = 3,611.2 O.T.M. = 17,761.7 Resisting/Overturning Ratio 128.3 = 1.50 Vertical Loads used for Soil Pressure = 4,674.1 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load = 9.4 7.42 70.1 Axial Dead Load on Stem = 0.00 Soil Over Toe = 3.17 Surcharge Over Toe = Stem Weight(s) = 1,508.5 6.80 10,251.1 Earth @ Stem Transitions= 128.3 7.16 919.3 Footing Weight = 1,406.3 3.75 5,273.4 Key Weight = 515.6 3.63 1,869.1 Vert. Component = 878.4 7.50 6,587.9 Total = 4,674.1 lbs R.M.= 26,658.4 Saxon Engineering Services, Inc. Title Wall "D1" - 10'-8" Ht., 10'-2" Ret. Page: N 1030 Calle Sombra, Ste. A2 Job # : 1800-495 Dsgnr: EJ Date: DEC 18,2007 T 4 San Clemente, CA 92673 Description.... SAXO (949) 366-2180 j ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 10.17 ft Wall height above soil = 0.50 It Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIiSoil Friction = 0.500 Soil height to ignore = 150.00 pcf for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem Surcharge Over Heel = 0.0 Psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning 'Axial Load Applied to Stem ,j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in L,Stem Weight Seismic Load Fp / W Weight Multiplier Footing Dimensions & Strengths Toe Width = 6.33 It Heel Width = 1.17 Total Footing Width _ Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 24.00 in Key Distance from Toe = 3.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load V Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil 12.5 psi OK = at Back of Wall _1.5 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 312.6 lbs "Design Summary Stem Construction `- Wall Stability Ratios Design Height Above FtE ft= Overturning = 1.95 OK Wall Material Above "Ht" _ Sliding = 1.62 OK Thickness = Total Bearing Load = 3,972 lbs ...resultant ecc. = 12.47 in Soil Pressure @ Toe = 970 psf OK Soil Pressure @ Heel = 89 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 941 psf ACI Factored @ Heel = 87 psf Footing Shear @ Toe = 12.5 psi OK Footing Shear @ Heel = 8.5 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,662.6 lbs less 100% Passive Force= - 2,636.7lbs less 100% Friction Force = - 1,667.8 t Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors --._. _. _ . _ ._ ._ . _____ . Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ---- 3.33 fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = M son D to 490.8 Top Stem 2nd 1,500 Stem OK Stem OK _3rd Bar Lap/Emb 6.67 3.33 0.00 Masonry Masonry Concrete 8.00 12.00 12.00 # 4 # 6 # 6 16.00 16.00 8.00 Edge Edge Edge 0.580 0.639 0.507 363.9 1,094.8 3,395.3 490.8 2,841.9 13,027.9 845.7 4,450.7 25,695.0 5.1 9.6 26.7 19.4 38.7 67.1 78.0 124.0 150.0 5.25 9.00 9.63 24.00 36.00 31.39 24.00 31.39 14.09 a ry a I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No Yes Modular Ratio'n' = 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 = 2,000.0 Fy psi = 60,000.0 Saxon Engineering Services, Inc. Title Wall "D1" - 10'-8" Ht., 10'-2" Ret. Page: r N�T 1030 Calle Sombra, Ste. A2 Job # 1800-495 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... ENGINEERING (949) 366-2180 This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007,5 -Nov -2007,(c)1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results DESIGNER NOTES: Toe Heel Factored Pressure = 941 87 psf Mu': Upward = 14,034 1 ft-# Mu': Downward = 5,830 196 ft-# Mu: Design = 8,204 194 ft-# Actual 1 -Way Shear = 12.53 8.45 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in, Summary of Overturning 8 Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 2,282.3 3.81 8,687.9 Soil Over Heel = 190.2 7.42 1,410.2 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 107.5 7.94 852.8 Adjacent Footing Load = 10.1 7.42 75.2 Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 13.8 11.67 161.0 Soil Over Toe = 3.17 Surcharge Over Toe = Seismic Stem Self Wt = 312.6 5.41 1,691.3 Stem Weight(s) = 1,225.7 6.79 8,319.3 - - - - Earth @ Stem Transitions= 128.3 7.16 919.3 Total = 2,662.6 O.T.M. = 11,361.8 Footing Weight _ 1,406.3 3.75 5,273.4 Resisting/Overturning Ratio = 1.95 Key Weight = 375.0 3.63 1,359.4 Vertical Loads used for Soil Pressure = 3,971.6 lbs Vert. Component = 636.1 7.50 4,770.6__ Total = 3,971.6 lbs R.M.= 22,127.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Saxon Engineering Services, Inc. Title Wall "W" - 8'-8" Ht., 8'-2" Ret. Page: SAXON t AX o At 1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 J N San Clemente, CA 92673 Description.... (949)366-2180 \4% ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 I Criteria Retained Height = 8.17 It Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding 8 Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load ■ *Design Summary Wall Stability Ratios Overturning = 2.64 OK Sliding = 1.55 OK Total Bearing Load = 3,203 lbs ...resultant ecc. = 4.73 in Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingiiSoil Friction = 0.500 Soil height to ignore = 15.00 in for passive pressure. = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 6.33 ft Heel Width = 1.17 Total Footing Width _ = 7.50 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 12.00 in Key Distance from Toe = 3.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load 562 psf OK Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil 5.8 psi OK at Back of Wall = -1.5 ft Poisson's Ratio = 0.300 Fp / W Weight Multiplier = 0.308 g Added seismic base force 188.1 lbs Soil Pressure @ Toe = 562 psf OK Soil Pressure @ Heel = 293 psf OK Allowable ' = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 552 psf ACI Factored @ Heel = 287 psf Footing Shear @ Toe = 5.8 psi OK Footing Shear @ Heel = 5.8 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,808.1 lbs less 100% Passive Force = - 1,418.0lbs less 100% Friction Force = - 1,385.3 lbs Added Force Req'd = 0.0 lbs OK ..,.for 1.5 : 1 Stability = 0.0 lbs OK Load Factors -- - --.------.--._- - --.- Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [Stem Construction Yes Yes Design Height Above Ftc ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data -- ----- fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable ft-# _ Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data _- ----- -- .- fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data - ---- fc psi = Fy psi = Top Stem Stem OK 4.00 Masonry 8.00 # 4 16.00 Edge 0.648 481.5 773.7 1,193.2 7.0 38.7 78.0 5.25 24.00 24.00 2nd Stem OK 0.00 Masonry 12.00 # 6 8.00 Edge 0.654 1,471.3 4,520.0 6,915.5 13.6 38.7 124.0 9.00 36.00 9.39 1,500 1,500 20,000 20,000 Yes, Yes Yes Yes 21.48 21.48 1.000 1.000 7.60 11.60 Medium Weight ASD Saxon Engineering Services, Inc. Title Wall "D1" - 8'-8" Ht., 8'-2" Ret. Page: (� 0 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 J San Clemente, CA 92673 Description.... vs- (949) 366-2180 ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.comfsupport for latest release Canti levered,Retaining Wall Design Code: 1997 USC Registration p : RP -1160955 2007008 Footing Design Results Surcharge Over Toe = Adjacent Footing Load = 106.9 5.96 637.2 Added Lateral Load = Load @ Stem Above Soil = 13.8 9.67 133.4 Seismic Stem Self Wt = 188.1 5.09 956.7 Total = 1,808.1 O.T.M. = 6,572.1 Resisting/Overturning Ratio = 2.64 Vertical Loads used for Soil Pressure = 3.203.4 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = St W h 10.9 7.42 81.1 0.00 3.17 em e t(s) = Toe Heel 5,814.9 Earth @ Stem Transitions= Factored Pressure = 552 287 psf Footing Weighl = 1,406.3 Mu': Upward = 10,267 26 ft-# 187.5 3.63 Mu': Downward = 6,300 233 ft-# 7.50 3,246.0 Mu: Design = 3,968 207 ft-# 17,323.2 Actual 1 -Way Shear = 5.83 5.76 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: Not Req'd = Mu<S'Fr Summaryof Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,552.9 3.14 4,876.1 Soil Over Heel = 152.8 7.42 1,132.9 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = 106.9 5.96 637.2 Added Lateral Load = Load @ Stem Above Soil = 13.8 9.67 133.4 Seismic Stem Self Wt = 188.1 5.09 956.7 Total = 1,808.1 O.T.M. = 6,572.1 Resisting/Overturning Ratio = 2.64 Vertical Loads used for Soil Pressure = 3.203.4 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = St W h 10.9 7.42 81.1 0.00 3.17 em e t(s) = 860.3 6.76 5,814.9 Earth @ Stem Transitions= 152.9 7.16 1,095.3 Footing Weighl = 1,406.3 3.75 5,273.4 Key Weight = 187.5 3.63 679.7 Vert. Component = 432.8 7.50 3,246.0 Total = 3,203.4 lbs R.M.= 17,323.2 Saxon Engineering Services, Inc. Title Wall "D1"-6'-8" Ht., 6'-2" Ret. Page: SAXON 1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... 3v (949) 366-2180 �� ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP•1160955 2007008 Criteria Retained Height = 6.17 It Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in Surcharge Loads 0 I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 Psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem 0 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Fp / W Weight Multiplier Footing Dimensions & Strengths Toe Width = 6.33 ft Heel Width = 1.17 Total Footing Width 8.95 in Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 6.00 in Key Distance from Toe = 3.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil Footing Shear @ Toe = at Back of Wall = -1..5 ft Poisson's Ratio = 0.300 = 0.308 g , Added seismic base force 147.3 lbs -Design Summary ' I Stem Construction Wall Stability Ratios Design Height Above Ftc ft = Overturning = 3.97 OK Wall Material Above "Ht" _ Sliding = 1.83 OK Thickness = Total Bearing Load = 2,673 lbs ...resultant ecc. = 1.57 in Soil Pressure .@ Toe = 319 psf OK Soil Pressure @ Heel = 394 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 330 psf ACI Factored @ Heel = 407 psf Footing Shear @ Toe = 2.3 psi OK Footing Shear @ Heel = 3.6 psi OK Allowable. = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,175.3 lbs less 100% Passive Force = - 949.2 lbs less 100% Friction Force = - 1,202.31bs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors ------- = Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = Rebar Spacing = Rebar Placed at = Design Data - ------ fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-#= Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data ...... ---..- - _. fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data ------- - fc psi = Fy psi = Top Stem 2nd ---------- ...-- - - • -- Stem OK OK Stem OK 3.33 0.00 Masonry Masonry 8.00 12.00 # 4 # 6 16.00 16.00 Edge Edge 0.340 0.801 252.1 924.2 287.4 2,185.7 845.7 2,727.1 3.4 8.0 19.4 19.4 78.0 124.0 5.25 9.00 24.00 36.00 24.00 9.39 1,500 1,500 20,000 20,000 Yes Yes No No 21.48 21.48 1.000 1.000 7.60 11.60 Medium Weight ASD Saxon Engineering Services, Inc. Title Wall "D1"-6'-8" Ht., 6'-2" Ret. Page: SAXON 1030 Calle Sombra, Ste. A2 Job # : 1800495.( Dsgnr: EJ Date: DEC 18,2007 ia(k San Clemente, CA 926.73 Description.... g.. ENGINEERING (949) 366-2180 This Wall in File: I:\1800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results 4.03 422.0 13.8 7.67 Toe Heel 4.20 619.1 Factored Pressure = 330 407 psf 104.1 7.16 Mu': Upward = 7,636 40 ft-# 5,273.4 93.8 Mu': Downward = 6,300 165 ft-# 7.50 2,013.4 Mu: Design = 1,336 125 ft-# Actual 1 -Way Shear = 2.28 3.58 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = - # 4 @ 16.00 in Toe: Not req'd, Mu .< S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: Not Req'd = Mu<S`Fr L Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ' .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 963.2 2.47 2,382.1 Soil Over Heel = 115.4 7.42 855.4 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt Total 104.6 4.03 422.0 13.8 7.67 105.8 147.3 4.20 619.1 = 1,175.3 O.T.M. = 3,497.8 Resisting/Overturning Ratio = 3.97 Vertical Loads used for Soil Pressure = 2,673.2 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 11.9 7.42 88.1 0.00 3.17 673.4 6.77 4,555.7 104.1 7.16 745.7 1,406.3 3.75 5,273.4 93.8 3.63 339.8 _268.5 7.50 2,013.4 2,673.2 lbs R.M.= 13,871.5 Saxon Engineering Services, Inc. Title Wall -D1 "A'-8- Ht., 4'-2" Ret. Page: (� ®�I i 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr. EJ Date: DEC 18,2007 J San Clemente, CA 92673 Description.... EH CIH EE HI NG (949) 366-2180 • This Wall in File: 1:11800 McGee Surveying11800_495Della P (tetain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 vwvw.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP•1160955 2007008 Criteria Retained Height = 4.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 It Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning CAxial Load Applied to Stem j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load *Design Summary -� Wall Stability Ratios Overturning = 7.25 OK Sliding = 2.11 OK Total Bearing Load = 1,889 lbs ...resultant ecc. = 7.44 in Soil Pressure @ Toe = 127 psf OK Soil Pressure @ Heel = 377 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 143 psf ACI Factored @ Heel = 424 psf Footing Shear @ Toe = 0.4 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 617.9 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 879.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors --------.-.-----.-.. Building Code UBC 1997 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 = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore = - 12.00 in for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 It Fp / W Weight Multiplier = 0.308 g ...__...__....._..._ ._.__...__...._-.- Footing Dimensions & Strengths Toe Width = 6.33 ft .Heel Width = 1.17 Total Footing Width - = 7.50 Footing Thickness = - 12.00 in 'Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 ft Eccentricity = 8.95 in Wall to Ftg CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil =1.5 ft at Back of Wall Rebar Size Poisson's Ratio = 0.300 Added seismic base force 79.7 lbs (Stem Construction ---A Top Stem Stem OK Design Height Above FtE ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data - --- -- -- - - - __.-- - fb/FB + fa/Fa = 0.778 Total Force @ Section lbs = 477.2 Moment.... Actual ft-# = 772.9 Moment..... Allowable = 993.0 Shear.....Actual psi = 7.0 Shear..... Allowable psi = 19.4 Wall Weight - = 78.0 Rebar Depth 'd' • in = 5.25 LAP SPLICE IF ABOVE in= 30.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 7.83 Masonry Data -•-----..-.----. _- - - fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Use Full Stresses _ 'No Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ------------- - fc psi = Fy psi = Saxon Engineering Services, Inc. Title Wall "D1"-4'-8" Ht., 4'-2" Ret. Page: SAXO1030 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 <, 1 1'v San Clemente, CA 92673 Description.... (949)366-2180 This Wall in File: I:\1800 McGee Surveying\1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.corn/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results 96.0 2.02 194.5 Added Lateral Load = Axial Dead Load on Stem = Toe Heel 13.8 5.42 74.8 Factored Pressure = 143 424 psf Total = 617.9 O.T.M. Mu': Upward = 4,728 126 ft-# - 7.25 Vertical Loads used for Soil Pressure = Mu': Downward = 5,191 269 ft-# Mu: Design = 463 143 ft-# 4,218.8 Key Weight . - _ Actual 1 -Way Shear = 0.40 3.22 psi Vert. Component _ 130.4 Allow 1 -Way Shear . = 67.08 67.08 psi Other Acceptable Sizes & Spacings R.M.= Toe Reinforcing = # 4 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: No key defined Summary of Overturning & Resisting. Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item --- ----- lbs .- -- ft --...------------------ ft-# ------..... lbs ft ft-# ..--------------------- Heel Active Pressure = 467.8 1.72 806.1 Soil Over Heel = 230.9 7.25 1,673.5 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe Adjacent Footing Load. = 96.0 2.02 194.5 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = 13.8 5.42 74.8 Seismic Stem Self Wt = 79.7 3.34 Total = 617.9 O.T.M. ---265.7 = 1,321.3 Resisting/Overturning Ratio Stem Weight(s) - - 7.25 Vertical Loads used for Soil Pressure = 1,889.0 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load = 38.5 7.25 278.8 Axial Dead Load on Stem = 0.00 Soil Over Toe = 3.17 Surcharge Over Toe = Stem Weight(s) - 364.3 6.66 2,427.2 Earth @ Stem Transitions= Footing Weighl = 1,125.0 3.75 4,218.8 Key Weight . - _ Vert. Component _ 130.4 7.50 977.7 Total = 1,889.0 lbs R.M.= 9,576.0 Saxon Engineering Services, Inc. Title Wall "D1"-2'-8" Ht., 2'-2" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 2.17 ft Wall height above soil = 0.50 It Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingiiSoil Friction = 0.500 Soil height to ignore 67.1 psi for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft Used for Sliding & Overturning Used to Bottom = 0.00 ft Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in tStem Weight Seismic Load Fp / Wp Weight Multiplier ['Design Summary Wall Stability Ratios Overturning = 19.46 OK Sliding = 4.57 OK Total Bearing Load = 1,502 lbs ...resultant ecc. = 6.86 in Soil Pressure @ Toe = 109 psf OK Soil Pressure @ Heel = 292 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 126 psf ACI Factored @ Heel = 339 psf Footing Shear @ Toe = 3.2 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 251.3 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 726.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction Footing Dimensions & Strengths Toe Width = 6.33 ft Heel Width= 1.17 Total Footing Width = _ 7.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 815.0 lbs Footing Width = 2.00 It Eccentricity = 8.95 in Wall to Fig CL Dist = 2.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall -1.5 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 45.5 lbs Design Height Above Ftc ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data - --- --- fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-#= Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FT Masonry Data - fm Fs Solid Grouting Use Full Stresses Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data - -- --- fc psi = Fy psi = p Stem Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.182 144.2 153.9 845.7 1.7 19.4 78.0 5.25 24.00 G in = 6.26 psi = 1,500 psi = 20,000 Yes No = 21.48 = 1.000 in = 7.60 = Medium Weight = ASD Saxon Engineering Services, Inc. Title Wall "D1"-2'-8" Ht., 2'-2" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 ��' F9GIflEfflIHG , This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989=2007 www.retainpro.com/support for latest release . Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 i Footing Design Results Toe Heel Factored Pressure = 126 339 psf Mu': Upward = 0 99 ft-# Mu': Downward = 0 144 ft-# Mu: Design = 149 45 ft-# Actual 1 -Way Shear = 3.23 1.28 psi Allow 1 -way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: No key defined Summary of Overturning & Resisting Forces & Moments 0 .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force. Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 175.9 1.06 185.8 Soil Over Heel = 120.1 7.25 870.9 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 55.5 0.58 32.1 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil= 13.8 3.42 47.2 Soil Over Toe = 3.17 Surcharge Over Toe = Seismic Stem Self Wt = 45.5 2.34 106.3 Stem Weight(s) - 208.3 6.66 1,387.7 -------- Earth @ Stem Transitions= Total = 251.3 O.T.M. = 351.8 Footing Weight = 1,125.0 3.75 4,218.8 Resisting/Overturning Ratio = 19.46 Key Weight = Vertical Loads used for Soil Pressure = 1,502.4 lbs Vert. Component = _ _49.0 7.50 367.6_ Total = 1,502.4 lbs R.M.= 6,844.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Saxon Engineering Services, Inc. Title Wall "132" 8' Max. Ht. Page: S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800-495-( Dsgnr. EJ Date: FEB 7,2008 San Clemente, CA 92673 Description.... (949)366-2180 ��y ENGINEERING This Wall in File: 1:11800 McGee Surveyingt1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 7.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 18.7 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingiiSoil Friction = 0.500 Soil height to ignore = 150.00 pcf for passive pressure = 0.00 in Surcharge Loads 0 Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning - Axidal Load Applied to Stem S Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load _ Fp / W Weight Multiplier Footing Dimensions & Strengths Toe Width = 5.17 ft Heel Width = 2.33 Total Footing Width = 7.50 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 12.00 in Key Distance from Toe = 3.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.00 at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 170.0 lbs . [*Design Summary :. Stem Construction ■ Top Stem 2nd Allowable = 3,000 psf Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft = 3.33 0.00 Overturning = 4.51 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 2.20 OK Thickness = 800 12.00 Total Bearing Load = 3,995 lbs ...resultant ecc. = 5.30 in Soil Pressure @ Toe = 345 psf OK Soil Pressure @ Heel = 721 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 359 psf ACI Factored @ Heel = 751 psf Footing Shear @ Toe = 6.8 psi OK Footing Shear @ Heel = 8.4 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,465.6 lbs less 100% Passive Force= - 1,418.0 lbs less 100% Friction Force = - 1,810.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors = Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data - - -------------- --- - fb/FB + fa/Fa = 0.545 0.704 Total Force @ Section lbs= 393.3 1,159.3 Moment.... Actual ft-#= 650.3 3,134.3 Moment..... Allowable ft-#= 1,193.2 4,450.7 Shear..... Actual psi = 5.4 10.1 Shear..... 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= 24.00 36.00 LAP SPLICE IF BELOW in= 24.00 HOOK EMBED INTO FTG in = 9.39 Masonry Data _. _ . ___.... _ _ . _ _ ... ........ .. I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = Yes Yes Modular Ratio'n' = 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 = Saxon Engineering Services, Inc. Title Wall "D2" 8' Max. Ht. Page: (� O * T 1030 Calle Sombra, Ste. A2 Job # 1800-495-( Dsgnr: EJ Date: FEB 7,2008 J l� San Clemente, CA 92673 Description.... (949) 366-2160 �j- ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results 4 Toe Heel Factored Pressure = 359 751 psf Mu': Upward = 6,659 1,070 ft-# Mu': Downward = 4,274 2,311 ft-# Mu: Design = 2,385 1,241 ft-# Actual 1 -Way Shear = 6.78 8.41 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,339.8 2.92 3,907.9 Soil Over Heel = 1,097.3 6.84 7,499.7 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 9.4 9.00 84.2 Soil Over Toe = 2.59 Surcharge Over Toe = Seismic Stem Self Wt = 170.0 4.79 814.0 Stem Weight(s) - 777.2 5.59 4,345.9 -- -- - -- -- Earth @ Stem Transitions = 152.9 6.00 917.9 Total = 1,465.6 O.T.M. = 4,774.8 Footing Weight _ - 1,406.3 3.75 5,273.4 Resisting/Overturning Ratio = 4.51 Key Weight = 187,5 3.63 679.7 Vertical Loads used for Soil Pressure = 3,994.5 lbs Vert. Component = 373.4 7.50 2,80_0.7 Total = 3,994.5 lbs R.M.= — 21,517.3 Vertical component of active'pressure used for soil pressure DESIGNER NOTES: Saxon Engineering Services, Inc. Title Wall "D2" 7.67' Ht., 3.67' Ret. Page: a \ SAXON 1030 Calle Sombra, Ste. A2 Job # 1800-495-( Dsgnr: EJ Date: FEB 8,2008 San Clemente, CA 92673 Description.... t (949)366-2180 `�' EHGIHEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height - 3.67 ft Wall height above soil = 4.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. _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 Ste m Weight Seismic Load Y' Fp / Wp Weight Multiplier f Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore 12.00 in for passive pressure = 0.00 in [Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 5.17 ft Heel Width = 2.33 Total Footing Width = _ 7.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load A 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 = Masonry = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 130.8 lbs *Design Summa g Summary j Stem Construction ■ Top Stem , - 2nd _ Allowable = 3,000 psf Stem OK Bar Lap/Emb Wall Stability Ratios Design Height Above FtE ft= 4.00 0.00 Overturning = 6.58 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 2.78 OK Thickness = 8.00 8.00 Total Bearing Load = 2,501 lbs ...resultant ecc. = 7.02 in Soil Pressure @ Toe = 177 psf OK Soil Pressure @ Heel = 490 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 204 psf ACI Factored @ Heel = 563 psf Footing Shear @ Toe = 3.0 psi OK Footing Shear @ Heel = 3.6 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 583.5 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 1,197.4lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors -.-. --..-------.. Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 8.00 Rebar Placed at = Center Edge Design Data -------_ - .. _- . _..--- ----- fb/FB + fa/Fa = 0.616 0.512 Total Force @ Section lbs = 163.9 472.6 Moment.... Actual ft-#= 300.7 1,415.3 Moment..... Allowable ft-# = 488.6 2,762.5 Shear..... Actual psi = 2.5 6.4 Shear..... Allowable psi = 19.4 38.7 Wall Weight psf = 78.0 78.0 Rebar Depth 'd' in= 3.75 5.25 LAP SPLICE IF ABOVE in= 24.00 36.00 LAP SPLICE IF BELOW in= 24.00 HOOK EMBED INTO FTG in = 9.39 Masonry Data fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No Yes Modular Ratio'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ---- -_ __._ ._ _ ... ...__.--.-_-- fc psi = Fy psi = Saxon Engineering Services, Inc. Title Wall "D2"7.67' Ht., 3.67' Ret. Page: S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800495-( Dsgnr: EJ Date: FEB 8,2008 x San Clemente, CA 92673 Description.... 'r -j ENGINEERING (949) 366-2180 - This Wall in File: 1:11800 McGee SurveyingA1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007006 Footing Design Results Toe Heel Factored Pressure = 204 563 psf Mu': Upward = 4,113 1,080 ft-# Mu': Downward = 3,503 1,396 ft-# Mu: Design = 610 315 ft-# Actual 1 -Way Shear = 3.01 3.56 psi Allow 1 -Way Shear = .67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: No key defined Summary of Overturning & Resisting Forces & Moments 0 .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 381.7 1.56 594.1 Soil Over Heel = 671.5 6.67 4,477.7 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 'Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 110.4 6.67 736.4 Soil Over Toe = 2.59 Surcharge Over Toe = Seismic Stem Self Wt = 130.8 4.84 632.6 Stem Weight(s) - 598.3 5.50 3,292.4 Earth @ Stem Transitions_ Total = 583.5 O.T.M. = 1,943.3 Footing Weight _ - 1,125.0 3.75 4,218.8 Resisting/Overturning Ratio = 6.58 Key Weight = Vertical Loads used for Soil Pressure = 2,501.1 Component lbs Vert. = 106.4 7.50 797.8 Total = 2,501.1 lbs R.M.= 12,786.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Saxon Engineering Services, Inc. S A 0 N 1030 Calle Sombra, Ste. A2 z" San Clemente, CA 92673 ti (949) 366-2180 �j. ENGINEERING Title Wall "E"-8'-8" Ht., 8'-2" Ret. Page: Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 Description.... This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 8.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Soil Data Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore Allowable for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft 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 Wp Weight Multiplier Stem Weight Seismic Load Fp / *Design Summary Wall Stability Ratios Overturning = 1.71 OK Sliding = 1.52 OK Total Bearing Load = 3,484 lbs ...resultant ecc. = 10.41 in Soil Pressure @ Toe = 2,051 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,400 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,063 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.7 psi OK Footing Shear @ Heel = 20.2 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,634.1 lbs less 100% Passive Force = - 949.2 lbs less 100% Friction Force = - 1,536.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors _ . _._...... -. . __....-_:.-_--.......___. Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 2.50 Total Footing Width _ = 4A0 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 1.50 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf . Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load A 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 Rebar Placed at = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 188.1 lbs -Stem Construction illism _ Design Height Above Ftc ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 24.00 fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data --- - fc psi = Fy psi = p Stem_ 2nd Stem OK Bar Lap/Emb 4.00 0.00 Masonry 8.00 # 4 16.00 Edge Masonry 12.00 # 6 8.00 Edge 0.792 0.581 397.8 1,365.7 670.0 4,018.2 845.7 6,915.5 5.5 12.5 19.4 38.7 78.0 124.0 5.25 9.00 24.00 36.00 24.00 9.39 1,500 1,500 20,000 20,000 Yes Yes No Yes 21.48 21.48 1.000 1.000 7.60 11.60 Medium Weight ASD Saxon Engineering Services, Inc. Title Wall "E"-8'-8" Ht., 8'-2" Ret. Page: O 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... G(949) 366-2180 �� fHGIHEERIH This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration #: RP -1160955 2007008 L Footing Design Results Toe Active Pressure = Toe Heel Surcharge Over Toe = Soil Over Toe = Factored Pressure = 2,063 0 psf Surcharge Over Toe = Added Lateral Load = Mu': Upward = 2,617 153 ft-# 13.8 9.42 130.0 Mu': Downward = 377 2,911 ft-# Total = 1,634.1 Mu: Design = 2,240 2,758 ft-# = 1.71 Vertical Loads used for Soil Actuall-Way Shear = 19.70 20.17 psi Vert. Component = --. _...---....------ 410.1. Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings R.M.= Toe Reinforcing = # 4 @ 16.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spedd Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,471.6 3.06 4,498.1 Soil Over Heel = 1,348.1 3.25 4,381.2 Toe Active Pressure = -39.4 0.50 -19.7 Surcharge Over Toe = Soil Over Toe = Adjacent Footing Load = Surcharge Over Toe = Added Lateral Load = Load @ Stem Above Soil = 13.8 9.42 130.0 Seismic Stem Self Wt = 188.1 4.84 909.7 Total = 1,634.1 O.T.M. _5,518.0 Resisting/Overturning Ratio 2.00 = 1.71 Vertical Loads used for Soil Pressure = 3,483.8 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 860:3 1.93 1,659.8 Earth @ Stem Transitions = 152.9 2.33 356.8 Footing Weigh = 600.0 2.00 1,200.0 Key Weight = 112.5 2.00 225.0 Vert. Component = --. _...---....------ 410.1. 4.00 1,640.5 Total = 3,483.8 lbs R.M.= 9,463.3 Saxon Engineering Services, Inc. Title Wall "F"-8'-0" Ht., 7'-6" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 �%' ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_49513ella P Retain Pro 2007 .5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 __ .-__ Criteri ' a Retained Height = 7.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads � Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning j Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load ; Fp / W Weight Multiplier --- - -- -- -- . Soil Data Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in I Lateral Load Applied to Stem r Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 it Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 4.17 Total Footing Width _ Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load- Stem Construction Adjacent Footing Load ' = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = Masonry at Back of Wall = 0.0 it Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 176.7 lbs *Design Summary Stem Construction Top Stem _ 2nd Allowable = 2,400 psf Stem OK Bar Lap/Emb Wall Stability Ratios Design Height Above Ftc ft = 4.00 0.00 Overturning = 2.74 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.80 OK Thickness = 8,00 12.00 Total Bearing Load = 4,604 lbs ...resultant ecc. = 7.72 in Soil Pressure @ Toe = 1,801 psf OK Soil Pressure @ Heel = 171 psf OK Allowable = 2,400 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,935 psi ACI Factored @ Heel = 184 psf Footing Shear @ Toe = 7.7 psi OK Footing Shear @ Heel = 15.8 .psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,415.5 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 2,126.0 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors 845.7 Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data-- fb/FB + fa/Fa = 0.518 0.462 Total Force @ Section lbs = 296.4 1,170.5 Moment.... Actual ft-#= 438.3 3,193.5 Moment..... Allowable ft-# = 845.7 6,915.5 Shear..... Actual psi = 4.0 10.6 Shear..... Allowable psi = 19.4 38.7 Wall Weight psf = 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 36.00 LAP SPLICE IF BELOW in= 24.00 HOOK EMBED INTO FTG in = 9.39 Masonry Data .._ -.. _ __._..... ........ _ I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No Yes Modular Ratio 'n' = 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 = Saxon Engineering Services, Inc. Title Wall "F"-8'-0" Ht., 7'-6" Ret. Page: SAXON *SIT 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 fir.. J O 1 ` San Clemente, CA 92673 Description.... (949)366-2180 ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_49513ella P Retain Pro 2007. 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = Total = Resisting/Overturning Ratio 13.8 8.75 120.8 176.7 4.54 803.0 1,415.5 O.T.M. = 4,486.5 = 2.74 Vertical Loads used for Soil Pressure = 4,604.5 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight = Key Weight = Vert. Component = Total = 0.00 0.25 808.0 Toe Heel 128.3 1.33 Factored Pressure = 1,935 184 psf 1,635.7 352.4 Mu' : Upward = 518 0 ft-# R.M.= 12,276.5 Mu': Downward = 69 0 ft-# Mu: Design = 449 4,107 ft-# Actual 1 -Way Shear = 7.71 15.84 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 5 @ 16.00 in Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key Reinforcing = # 6 @ 16.00 in Key: No key defined [__§ummaa of Overturning & Resisting Forces & Moments i .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 2,615.3 3.09 8,068.0 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = Total = Resisting/Overturning Ratio 13.8 8.75 120.8 176.7 4.54 803.0 1,415.5 O.T.M. = 4,486.5 = 2.74 Vertical Loads used for Soil Pressure = 4,604.5 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weight = Key Weight = Vert. Component = Total = 0.00 0.25 808.0 0.94 756.0 128.3 1.33 171.1 700.5 2.34 1,635.7 352.4 4.67 1,645.7 4,604.5 lbs R.M.= 12,276.5 Saxon Engineering Services, Inc. Title Wall "F" 6'-0" Ht., 5'-6" Ret. Page: SAXONT 1030 Calle Sombra, Ste. A2 Job # 1800-495.( Dsgnr: EJ Date: DEC 18,2007 J jv San Clemente, CA 92673 Description.... (949) 366-2180 ENGINEENING This Wall in File: 1:\1800 McGee Surveying\1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 wvwv.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height = 5.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 . 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. 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 Stem Weight Seismic Load *Design Summary Wall Stability Ratios Overturning = 4.40 OK Sliding = 2.53 OK Total Bearing Load = 3,494 lbs ...resultant ecc. = 3.67 in Soil Pressure @ Toe = 1,043 psf OK Soil Pressure @ Heel = 454 psf OK Allowable = 2,400 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,177 psf ACI Factored @ Heel = 512 psf Footing Shear @ Toe = 4.3 psi OK Footing Shear @ Heel = 7.3 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 816.1 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 1,644.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors LAP SPLICE IF ABOVE . Building Code UBC 1997 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 = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35:0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIiSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in Lateral Load Applied to Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions &Strengths Toe Width = 0.50 ft Heel Width = 4.17 Total Footing Width = 4.67 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in `Adjacent Footing Load ft= 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 78.0 at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Fp / W Weight Multiplier = 0.308 g Added seismic base force 102.3 lbs Stem Construction Design Height Above Ftc ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data - -- - 78.0 fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable- ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE . in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data Medium Weight fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data - - --- - - fc psi = Fy psi = ip Stem 2nd Stem OK Bar Lap/Emb 3.33 0.00 Masonry Masonry 8.00 8.00 # 4 # 6 16.00 8.00 Edge Edge 0.182 0.491 141.7 641.1 153.8 1,356.2 845.7 2,762.5 1.7 10.1 19.4 38.7 78.0 78.0 5.25 5.25 24.00 36.00 24.00 9.39 1,500 1,500 20,000 20,000 Yes Yes No Yes 21.48 21.48 1.000 1.000 7.60 7.60 Medium Weight ASD Saxon Engineering Services, Inc. A X 0 N 1030 Calle Sombra, Ste. A2 San Clemente, CA 92673 (949) 366-2180 `j ENGINEERING Title Wall "1'" 6'-0" Ht., 5'-6" Ret. Page: Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 Description.... This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results Toe Heel Factored Pressure = 1,177 512 psf Mu': Upward = 255 0 ft-# Mu': Downward = 55 0 ft-# Mu: Design = 200 1,679 ft-# Actual 1 -Way Shear = 4.28 7.32 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 5 @ 16.00 in Heel: Not req'd, Mu < S ` Fr Key Reinforcing = # 6 @ 16.00 in Key: No key defined Summary of Overturning & Resisting Forces & Moments 1 .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 2,119.5 2.92 6,185.5 Toe Active Pressure = -39.4 0.50 -193 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 13.8 6.75 93.2 Soil Over Toe = 0.25 Surcharge Over Toe = Seismic Stem Self Wt = 102.3 4.00 409.4 Stem Weight(s) = 468.0 0.83 390.0 - Earth @ Stem Transitions= Total = 816.1 O.T.M. 2,084.8 Footing Weight _ — 700.5 2.34 1,635.7 Resisting/Overturning Ratio = 4.40 Key Weight = Vertical Loads used for Soil Pressure = 3,494.1 lbs Vert. Component = _ 206.1 4.67 962.3 Total = 3,494.1 lbs R.M.= 9,173.5 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Saxon Engineering Services, Inc. Title Wall "F" 4'-0" Ht., T-6" Ret. Page: SAXON 1030 Calle Sombra, Ste. A2 Job # 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 _•_.; San Clemente, CA 92673 Description.... (949) 366-2180 �'j EHGlH'sERiHfi This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height - 3.50 It Wall height above soil = 0.50 ft Slope Behind Wall. = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft -Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads .Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning i Axial Load Applied to Stem 0 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load 1 'Design Summary1 Wall Stability Ratios Overturning = 8.05 OK Sliding = 4.04 OK Total Bearing Load = 2,460 lbs ...resultant ecc. = 1.14 in Soil Pressure @ Toe = 591 psi OK Soil Pressure @ Heel = 463 psf OK Allowable = 2,400 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 681 psf ACI Factored @ Heel = 533 psf Footing Shear @ Toe = 2.0 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 397.0 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 1,180.6lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors ------ --- _ . Building Code UBC 1997 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 = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in J_Lateral Load Applied to Stem ,1 Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 4.17 Total Footing Width 0.00 in Footing Thickness = 12.00.in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 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 Masonry at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Fp / W Weight Multiplier = 0.308 g Added seismic base force 68.2 lbs l_ - ---- I Stem ConstructionTop �, Stem --- --- ----- - --- - -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 = 0.517 Total Force @ Section lbs = 292.0 Moment.... Actual ft-# = 437.6 Moment..... Allowable = 845.7 Shear..... Actual psi = 3.9 Shear..... Allowable psi = 19.4 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 = 6.26 MasonryData -- -- .-- fm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Use Full Stresses = No Modular Ratio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ---- ----- - - - fc psi = Fy psi = Saxon Engineering Services, Inc. Title Wall 7" 4'-0" Ht., 3'-6" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # : 1800495.( Dsgnr: EJ Dale: DEC 18,2007 San Clemente, CA 92673 Description.... 4 (949) 366-2180 ��� ENGINEERING This Wall in File: 1:11800 McGee Surveying\1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 [_Footing Design Results Toe Heel Factored Pressure = 681 533 psf Mu': Upward = 150 0 ft-# Mu': Downward = 55 0 ft-# Mu: Design = 95 482 ft-# Actual 1 -Way Shear = 1.98 3.04 psi Allow 1 -Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 5 @ 16.00 in Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 6 @ 16.00 in Key: No key defined LSummary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 1,348.8 2.92 3,936.2 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = 13.8 4.75 65.6 Soil Over Toe = 0.25 Surcharge Over Toe = Seismic Stem Self Wt = 68.2 3.00 ,204.7 Stem Weight(s) = 312.0 0.83 260.0 - - - --- ---------- Earth @ Stem Transitions= Total = 397.0 O.T.M. = 782.1 Footing Weight = 700.5 2.34 1,635.7 Resisting/Overturning Ratio = 8.05 Key Weight = Vertical Loads used for Soil Pressure = 2,460.0 lbs Vert. Component = 98,8 4.67 461.2 Total = 2,460.0 lbs R.M.= 6,293.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: Saxon Engineering Services, Inc. Title Wall "G"-14'-8" Ht., 11'-8" Ret. Page: A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800-495.[ Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949)366-2180 ENGINEERING This Wall in File: 1:\1800 McGee Surveying\1800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height - 11.67 It Wall height above soil = 3.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore Footing Concrete Density = for passive pressure = 0.00 in j Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft 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 [Stern -Weight Seismic Load F / w Weight Multiplier Footing Dimensions & Strengths Toe Width = 1.75 ft Heel Width = 4_50 Total Footing Width = 6.25 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 18.00 in Key Distance from Toe = 1.75 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in L 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 2.01 OK Wall Material Above "Ht" at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 = 0.308 g Added seismic base force 426.6 lbs L "Design Summary [Stem COt1StrUCtlOn Total Bearing Load = 8,535 lbs ...resultant ecc. = 13.75 in Soil Pressure @ Toe = _JI. Top Stem _2nd_-- Allowable = 3,000 psf Stem OK StemOK Wall Stability Ratios Design Height Above Ftc ft = 12.00 8.67 Overturning = 2.01 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.73 OK Thickness = 8.00 8.00 Total Bearing Load = 8,535 lbs ...resultant ecc. = 13.75 in Soil Pressure @ Toe = 2,875 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,077 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 14.7 psi OK Footing Shear @ Heel = 32.3 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,377.0 lbs less 100% Passive Force = - 1,980.5 lbs less 100% Friction Force = - 3,860.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors -- ---- 488.6 Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Center Edge Design Data - ---- - ----_ ---- - fb/FB + fa/Fa = 0.326 0.748 Total Force @ Section lbs = 119.2 342.6 Moment.... Actual ft-#= 159.2 837.1 Moment..... Allowable ft-#= 488.6 1,119.3 Shear..... Actual psi = 1.8 4.3 Shear..... Allowable psi = 19.4 19.4 Wall Weight psf = 78.0 78.0 Rebar Depth 'd' in= 3.75 5.25 LAP SPLICE IF ABOVE in= 24.00 36.00 LAP SPLICE IF BELOW in= 24.00 36.00 HOOK EMBED INTO FTG in = Masonry Data -• - - .-- -. fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Use Full Stresses = No No Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - - - - -- fc psi = Fy psi = 3rd Stem OK 4.67 Masonry 12.00 # 6 8.00 Edge 0.526 1,151.1 3,638.0 6,915.5 10.0 38.7 124.0 9.00 36.00 31.39 1,500 20,000 Yes Yes 21.48 1.000 11.60 _ 4th Bar Lap/Emb 0.00 Concrete 12.00 # 8 8.00 Edge 0.401 4,365.3 16,577.3 41,338.2 34.6 67.1 150.0 9.50 52.59 18.78 2,000.0 60,000.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 82.8 14.42 1,194.0 426.6 6.93 2,954.8 Total = 3,377.0. O.T.M. = 16,698.2 Resisting/Overturning Ratio 2.01 Vertical Loads used for Soil Pressure = '8,534.7 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= Saxon Engineering Services, Inc. Title Wall "G"-14'-8" Ht., 11'-8" Ret. Page: 0.00 1030 Calle Sombra, Ste. A2 Job # : 1800-495.0 Dsgnr: EJ Date: DEC 18,2007 S A X 0 N San Clemente, CA 92673 Description.... Surcharge Over Toe = (949)366-2180 �� EHLIHEEflIHG Stem Weight(s) = This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5-Nov-2007, (c) 1989.2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP-1160955 2007008 284.2 Footing Weight = Footing Design Results 3.13 Toe Heel Factored Pressure = 3,077 0 psf Mu': Upward T 4,248 2,796 ft-# MY: Downward = 446 15,373 ft-# Mu: Design = 3,803 12,577 ft-#_ Actual 1-Way Shear = 14.68 32.33 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 6 @ 16.00 in Toe: Not req'd, Mu < S . Fr Heel Reinforcing = # 6 @ 16.00 in Heel: #4@ 8.00 in, #5@ 12.25 in, #6@ 17.50 in, #7@ 23.75 in, #8@ 31.25 in, #9@ 39 Key Reinforcing = # 6 @ 16.00 in 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 ft-# lbs ft ft-# Heel Active Pressure = 2,921.2 4.31 12,580.7 Soil Over Heel = 4,493.0 4.50 20,218.3 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 82.8 14.42 1,194.0 426.6 6.93 2,954.8 Total = 3,377.0. O.T.M. = 16,698.2 Resisting/Overturning Ratio 2.01 Vertical Loads used for Soil Pressure = '8,534.7 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= 0.00 Soil Over Toe = 0.88 Surcharge Over Toe = Stem Weight(s) = 1,664.5 2.20 3,667.1 Earth @ Stem Transitions= 110.0 2.58 284.2 Footing Weight = 1,171.9 3.13 3,662.1 Key Weight = 281.3 2.38 668.0 Vert..Component = 814.2 6.25 5,088.5 Total = 8,534.7 lbs R.M.= 33,588.1 Saxon Engineering Services, Inc. Title Wall "H"4'-0" Ht., 3'-6" Ret. Page: S A X 0 N 1030 Calle Sombra, Ste. A2 Job # : 1800495.( Dsgnr: EJ Date: DEC 18,2007 San Clemente, CA 92673 Description.... (949) 366-2180 ENGINEERING This Wall in File: 1:11800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Criteria Retained Height - 3.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 27.6 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. j Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Soil Data Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 375.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingiiSoil Friction = 0.500 Soil height to ignore 12.00 in for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft 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 Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.308 g j Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 2.00 Total Footing Width = 2.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load 989 psf OK 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 3.6 psi OK at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 *Design Summary 1 LStem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.45 OK Wall Material Above "Ht" = Masonry Sliding = 2.57 OK Thickness = 8.00 Total Bearing Load = 1,299 lbs ...resultant ecc. = 4.52 in Soil Pressure @ Toe = 989 psf OK Soil Pressure @ Heel = 50 psf OK Allowable = 2,400 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,097 psf ACI Factored @ Heel = 55 psf Footing Shear @ Toe = 3.6 psi OK Footing Shear @ Heel = 5.0 psi OK Allowable = 67.1 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 397.0 lbs less 100% Passive Force = - 421.9 lbs less 100% Friction Force = - 600.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Wall Weight Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Added seismic base force 68.2 lbs Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data ...-------- - - ---- - --------- - - fb/FB + fa/Fa = 0.517 Total Force @ Section lbs = 292.0 Moment.... Actual ft-#= 437.6 Moment..... Allowable = 845.7 Shear..... Actual psi = 3.9 Shear..... Allowable psi = 19.4 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 = 6.26 Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Use Full Stresses = No Modular Ratio'n' = 21.48 Short Term Factor = 1.000 Equiv, Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = Saxon Engineering Services, Inc. Title Wall "H"-4'-0" Ht., 3'-6" Ret. Page: SAXON1030 Calle Sombra, Ste. A2 Job # 1800-495.[ Dsgnr: EJ Date: DEC 18,2007 J ll�� San Clemente, CA 92673 Description.... (949)366-2180 `� EHGINEEflIHG This Wall in File: IA1800 McGee Surveying11800_495Della P Retain Pro 2007 , 5 -Nov -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1160955 2007008 Footing Design Results 0 Toe Heel Stem Weight(s) = 312.0 Factored Pressure = 1,097 55 psf - - - - - - Earth @ Stem Transitions_ Mu': Upward = 223 0 ft-# ' Total = 397.0 O.T.M. = 782.1 Mu': Downward = 55 0 ft-# Mu: Design = 169 482 ft-# 375.0 1.25 Actual 1 -Way Shear = 3.55 5.00 psi Key Weight = Allow 1 -way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Vert. Component = Toe Reinforcing = # 4 @ 18.00 in 2.50 Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 4 @ 18.00 in 1,299.1 lbs Heel: Not req'd, Mu < S ' Fr 1,916.8 Key Reinforcing = # 6 @ 16.00 in Key: No key defined iL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 513.3 1.83 941.1 Toe Active Pressure = -39.4 0.50 -19.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 13.8 4.75 65.6 Soil Over Toe = 0.25 DESIGNER NOTES 12 Surcharge Over Toe = Seismic Stem Self Wt = 68.2 3.00 204.7 Stem Weight(s) = 312.0 0.83 260.0 - - - - - - Earth @ Stem Transitions_ Total = 397.0 O.T.M. = 782.1 Footing Weight _ - 375.0 1.25 468.8 Resisting/Overturning Ratio = 2.45 Key Weight = Vertical Loads used for Soil Pressure = 1,299.1 lbs Vert. Component = 98.8 2.50 246.9 Total = 1,299.1 lbs R.M.= 1,916.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES 12