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HomeMy WebLinkAbout25 SEAWATCH - CALCS,;r RETAINING WALL CALCULATIONS Lots 46-g4 Phases 8-15 Tract 15811 Newport Coast/Pacific e CountyRidge of Orange, CA Prepared for SHEA HOMES 603 S. VALENCIA AVENUE BREA, CA 92823 (714) 985-1300 Prepared by HUNSAKER & ASSOCIATES IRVINE, INC. PLANNING • ENGINEERING • SURVEYING THREE HUGHES, IRVINE, CA 92618-2021 (949) 583-1010 OFFICES: IRVINE, LOS ANGELES, RIVERSIDE/ SAN BERNARDINO, SAN DIEGO Prepared Under the Supervision o . 0 Alireza (Allen) Nasher, R.C.E. 59132, 6130107 Ex .r p Date: March 31, 2006 W.O. 0061-15811X RETAINING WALL SPECIFICATIONS CONCRETE. ETE_ PORTLAND CEMENT PER ASTM C 150 CONCRETE AGGREGATE PER ASTM C 33 f 'c = 2500 PSI AT 28 DAYS, CEMENT TYPE PER SOILS ENGINEER'S RECOMMENDATION REINF. STEEL: DEFORMED BILLET STEEL BARS PER ASTM A 615 AS FOLLOWS: #4 OR SMALLER GRADE 40 #5 OR LARGER GRADE 60 CON--_ETE . BLOCK: f'm = 7500 PSI AT 28 DAYS GRADE "N" HOLLOW UNIT BLOCK PER ASTM C 90, BLOCK TYPE, COLOR AND /OR ARCHITECTURAL FINISH PER LANDSCAPE PLANS "NO SPECIAL INSPECTION" MO--_R_TAR. TYPE "S" PER ASTM C 270 1 PART CEMENT 1/2 PART LIME PUTTY 4 112 PARTS SAND GROUT. CONFORMING TO ASTM C 476 1 PART CEMENT 3 PARTS SAND 2 PARTS PEA GRAVEL f 'c = 2000 PSI GROUT SHALL BE OF FLUID CONSISTENCY NOTES 1. GROUT ALL CELLS SOLID W/REINF. & PORTION RETAINING. 2. ALL FOOTINGS SHALL BE POURED ON UNDISTURBED GROUND OR UNDISTURBED ENGINEERED COMPACTED FILL. 3. WALL SHALL BE LAID TRUE AND PLUMB. 4. PROVISIONS SHALL BE MADE FOR ADJOINING CONSTRUCTION. 5. ALL SPLICES SHALL BE 48 BAR DIAMETERS. 6. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE 1997 UNIFORM BUILDING CODE, A.C.I. STANDARDS 381-95 AND 2001 CALIFORNIA BUILDING CODE. 7. ALL BARS SHALL BE BENT COLD, 8. CONTRACTOR SHALL VERIFY COMPATIBILITY OF DESIGN WITH EXISTING CONDITIONS PRIOR TO PLACEMENT OF FOOTING STEEL. 9. BACKFILL SHALL BE PER SOILS ENGINEER'S RECOMMENDATIONS. 10. SUBDRAIN SHALL BE 4" PERFORATED PVC SCHEDULE 40 PIPE PLACE 1.0 E LF OF 1/4 TO 1 1/2" GRAVEL OR CRUSHED ROCK AROUND PIPE WRAPPED IN FILTER FABRIC. OUTLET SUBDRAIN VIA 4" PVC SCHEDULE 40 SOLID WALL PIPE TO THE DRAIN PIPE INSTALLED ON R/W OR BACK OF THE CATCH BASINS. 11. WATERPROOF BACK OF ALL THE RETAINING WALLS WITH MULTICOAT SLATEX BELOW GRADE WATERPROOFING SYSTEM PRODUCTS PER MANUFACTURER'S BY MULTICOAT SPECIFICATIONS. 12. BACKFILLING SHALL NOT BE PERMITTED UNTIL AT LEAST 7 DAYS AFTER THE WALLS ARE BUILT. 13. CONTROL JOINTS SHALL BE PLACED AT ALL ANGLE POINTS, BC, EC AND AT A MAXIMUM 32' 0. C. 14. OUTLET OF ANY SURFACE DRAINAGE PIPE INTO THE SUBDRAIN SYSTEM IS ABSOLUTELY PROHIBITED. 15. ANY RETAINING WALLS, FENCES CONSTRUCTED AT TOP OF SLOPE SHALL NOT BE TIED TO THE RETAINING WALLS OR FENCE AT LEVEL GRADE DUE TO THE DIFFERENTIAL SETTLEMENTS. 16. RETAINING WALLS ARE NOT DESIGNED FOR SURCHARGE OF ANY EQUIPMENT OR VEHICLES. SUCH LOADING SHALL BE KEPT BACK A MINIMUM DISTANCE EQUAL TO THE RETAINING WALL HEIGHT. v-/, 4- S 2TICAL STEEL 0 FOOTING, Typ. x N 11 0Hrc VIAMETERS WITH CONTINUOUS STEEL IN FOOTING, TIE WITH #2 TIE WIRE (TYP. BOTH SIDES OF STEP) STEPPED FOOTING DET' ,�Lr AIL • # 1 N.T.S. NOTE. TIE WITH #2 TIE WIRE AT ALL LAPS STEPPED FOOTING DETAIL AIL ALT. �2 N.T.s. PER TYPICAL SECTION ?TICAL STEEL BARS HORIZ. G N END PLAN PER F`"o F. G. ® BACK OF WALL EXTEND #4 CONT PER MIN. 24 " RET. WALL DETAIL (TYP.) F. G. ® FACE OF WALL ---, T.F. PER WALL PLAN HORIZON TAL REINFORCEMENT LAYniir N. T. S. -- - - - `; f� Jfl .......... . 1 #4 CONT. (TYp.) © 32" 0. C. #4Q 32" 0. C. CENTERED IN CELL EXTEND MIN. 24" INTO 8" BLOCK 2—#4 CONT. W/ #2 TIE WIRE 2" CLR. "A" BAR 2—#4 CONT. Wl—.-_ #2 TIE WIRE BAR— S) CLR.- I, 1 12" a C/AP SIZE d TYPE PER LANDSCAPE ARCH. 4 J C� S'Q Q INF: ALL�79REINF, dr PRETAIN/NG m BACKFILL: 909 COMPACTION o a zW Lu T W. AS SHOWN ON THE WALL PLAN C; W� c WATERPROOFING PER N o NOTE 7 1 OF SPEC,— v m :MIN. 7 2" WIDE SAND p /� .PERKL Vi E.>30 v� SOlLS ENGR. APPROVAL, Q 0 co .d.a•Q• W SUBDRAIN PER � NOTE 10 OF SPEC. #4 CONT. @ 18" Or C. #4 @ 16" 0, C. 12" 12„ RETAINING WALLS W/LEVEL ' THR®UGH ;�s tACKFILL 1— FOR WALL HT. 4'-0" & LN. T. S. CONFIGURATION AS "B" BAR. OWER, HOOK THE "A" BAR INTO FTG. IN THE SAME G/,, Hunsaker & Associates, Irvine, Inc. Three Hughes Title ; Phases 8.15, Tr. 15811 Irvine, Ca. 92618-2021 Job # : 61.15811X Dsgnr: Allen N. Date; Page: • PH: (949) 583.1010 Description.... APR 11, 006 FX: (949) 583.0759 2.0' RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL Retain Prn hnne a+vww.retainpro.com/support for latest release Registration # : RP-1140505 gnnnnn� This Wall in File: Cantilevered Retaining Wall Design Criteria Retained Height = 2.00 ft Wall height above soli. _ _ ..5.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 15.0 psf Surcharge Loads Surcharge Over Heel - Used To Resist Sliding & Overturn0 Surcharge Over Toe = Used for Sliding & Overturning gsf 0,0 psf Axlal Load Applied to Stem �t Axial Dead Load = Axial Live Load 0.0 Ibs = Axial Load Ec_centricity = 0.0 Ibs 0.0 In *Design Summary -� Wall Stability Ratios Overturning = Sliding = 2.50 OK 1.76 OK Total Bearing Load = 1, ...resultant ecc. 060 060 Ibs - in Soil Pressure @ Toe = Soil Pressure @ Heel = 761 psf OK Allowable _ Soil Pressure Less Than 10 psf OK psf Allo ACI Factored @ Toe = apt ACI Factored @ Heel = 913 psf Footing Shear @ Toe = 12 psf Footing Shear @ Heel = 5.psi OK Allowable psi OK 5.0 .0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force _ less 50 % Passive Force = _ less 100% Friction Force 290..5 Ibs Ibs = _ 37708 0.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load UBC 1997 Live Load 1.200 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.300 1.000 So�Snll ----� Alloaring = 1,500.0 sf Equivalent Fluid Pressure Method p Heel Active Pressure - 40.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 360.0 psf/ft Soil Density = 120.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore 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 Stem Construcfiion TopStem Design Height Above Ftc ft= Stem OK Wall Material Above "Ht„ 00 Thickness = Masonry Rebar Size = 6. Rebar Spacing _ # 4 4 Rebar Placed at 32.00 Design Data = Center fb/FB + fa/Fa Total Force @ Section Ibs = 0.699 82.5 82.5 Moment.... Actual ft-# = 226.9 Moment..... Allowable ft-#= 324.8 Shear..... Actual psi = Shear..... Allowable 3. Wall Weight psi 25 psf = Rebar Depth 'd' 42.8 LAP SPLICE IF ABOVE in = 2 .75 LAP SPLICE IF BELOW 20.0000 HOOK EMBED INTO FTG in = 20.00 Masonry Data fm psi = Fs 1,500 psi = Solid Grouting 20,000 = Special Inspection No = Modular Ratio 'n' _ No Short Term Factor _ 25.78 - Equiv. Solid Thick 1.1.330 in in Masonry Block T = - Me Yp Medium . 390 Weight Concrete Data fc Fy psi - psi = Code: 1997 LIBC Footing Dimens not s & Strengths Toe Width = Heel Width 1.00 ft = Total Footing Width = ___1 75 Footing Thickness - 2.75 - 12.00 in Key Width = Key Depth _ 0.00 in Key Distance from Toe _ 0.00 in - 0.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Min. As % 150.00 pcf = Cover @ Top = 3.00 in @ 0.0018 Btm.= 3.00 in Adjacent Footing Load AdJace 11 Footing Load = Footing Width 60 Ibs = Eccentricity = 0.00 ft Wall to Fig CL Dist 0.00 in = Footing Type 0.00 ft Base Above/Below Soil Line Load at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.732 162.5 445.2 608.4 2.8 19.4 78.0 5.25 20.00 6.00 1,500 20,000 Yes No 25.78 1.000 7.60 Hunsaker & Associates, Irvine, Inc. Three Hughes Title : Phases 8-15, Tr. 15811 _0" Irvine, Ca. 92618-2021 Job # : 61-15811X Dsgnr: Allen N. Date: Page: • PH: (949) 583-1010 Description.... APR 11,2006 FX: (949) 583.0759 2.0' RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL Retain Pro 2005 , 1-November-2005, (c) 1989- vv2005 This Wall in File; C:IRP20051Daww.retainpro.com/support for la#est release Re #: RP-1140505 2005002 Cn_K.RP5 gistrationantilevered Retaining Wall Design Footing Design Results Factored Pressure _ Toe 913 Heel — Mu': Upward Mu': Downward _ 534 12 psf 116 ft-# Mu: Design - 123 366 ft-# Actual 1-Way Shear Allow 1-Way Shear = .58 5.00 2.00 psi .96 psi Toe Reinforcing85.00 = None Spec'd 85.00 psi Heel Reinforcin Key Reinforcing None None Spec'd of Item Heel Active Pressure Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; No key defined Ing & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Force*- RESTS DistaING nce Distance 180.0 1.00 180.0 Ibs ft Soil Over Heel 0.33 Sloped S260.0o'1 O 2.21 82.5 5.75 474.4 Total 262.5 O.T.M. Resisting/Overturning Ratio m 2.50 654.4 - Vertical Loads used for Soil Pressure = 1,059.5 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: i ver Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe Stem Weight(s) - Earth @ Stem Transitions= 387.0 1.28 Footing Weighl Key Weight - = 412.5 1.38 Vert. Component Total = 1,059.5 Ibs R.M.= Corlp' 400'7 lion Moment ft-# 574.2 496.8 567.2 1 638 11 on Hunsaker & Associates, Irvine, Inc. Three Hughes Irvine, Ca. 92618-2021 PH: (949) 583-1010 FX: (949) 583-0759 "M111F] rro zu05 , 1-November-2005, (c) 1989-2 www.retainpro.com/support for latest release Registration #! RP-1140505 2006002 Criteria Title Phases 8-15, Tr. 15811 4,00&' ^jJob # : 61.15811X Dsgnr:Allen N. Date: ApR Description..., 2.7' RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL This Wall in File: Cantilevered Retaining Wall Design Retained Height = 2.67 ft Wall height above soil = 5.50 ft Slope Behind Wall = 0.00: 1 Height of soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 15.0 psf Surcharge Loads Surcharge Over Heel - Used To Resist Sliding & Overturning 0.0 psf Surcharge Over Toe - 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load 0.0 Ibs - Axial Load Eccentricity = 0.0 Ibs 0.0 In *Design Su mm ary Wall Stability Ratios Overturning = Sliding = 2.52 OK 1.65 OK Total Bearing Load = ...resultant ecc. 1,304 Ibs = 5.51 in Soil Pressure @ Toe = Soil Pressure @ Heel 868 psf OK Allowable - 25 psf OK 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = 1,041 psf Footing Shear @ Toe = 30 psf 6.7 psi OK Footing Shear @ Heel = psi OK Allowable _ 5.0 psi Sliding Cafes (Vertical Component NOT Used) Lateral Sliding Force = less 50 % Passive Force = - less 100% Friction Force 1 22.5 Ibs 22.Ibs = - 456.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.00 Earth, H 1.600 Wind, W Seismic, E 1.300 1.00 Soil Data Allow Soil Bearing = 1,500,0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure = 40.0 psf/ft Passive Pressure = 0.0 psf/ft = 360.0 psf/ft Soil Density FootingilSoil Friction = 120.00 pcf Soil height to ignore = 0.350 for passive pressure = 0.00 In Lateral Load Applied to Stem Lateral Load = 0.0 wi,t ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Top Stem Design Height Above Ftcft = Stem OK Wall Material Above "Ht" = 67 Masonry Thickness Rebar Size = 6. Rebar Spacing _ # 4 4 Rebar Placed at - 2.00 Design Data - Center fb/FB + fa/Fa = Total Force @ Section Ibs = 0.699 82.5 Moment.... Actual ft-#= 2269 Moment..... Allowable ft-#= 324.8 Shear..... Actual psi = 3.7 Shear..... Allowable psi = 25.8 Wall Weight psf = 42.0 Rebar Depth 'd' in = 2.75 LAP SPLICE IF ABOVE in = 20.00 LAP SPLICE IF BELOW in = 20.00 HOOK EMBED INTO FTG in = Masonry Data I'm psi = Fs 1,500 psi = Solid Grouting = 20,000 Special Inspection No - Modular Ratio 'n' No _ Short Term Factor - .78 1.330 1.330 Equiv. Solid Thick. Masonry Block Type = Medium 90 Weight Concrete Data fc _ Fy psi psi = RP5 Code: 1A97 1 Mr, Footing Dimensions & Strengths Toe Width = Heel Width 1.00 ft = Total Footing Width = __ 1.92 2 Footing Thickness - - 12.00 in Key Width = Key Depth 12.00in = Key Distance from Toe = 2.00 in 1.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Min. As % 150.00 pcf = Cover @Top = 3.00in @ 0.0018 Btm,= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ti Footing Width = Eccentricity = 0.00 ft Wall to Ftg CL Dist = 0.00 in Footing Type 0.00 ft Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.634 225.1 574.0 905.4 3.9 19.4 78.0 5.25 20.00 6.00 1,500 20,000 Yes No 25.78 1.000 7.60 Hunsaker & Associates, Irvine, Inc. Three Hughes ® Irvine, Ca. 92618.2021 PH: (949) 583.1010 FX: (949) 583-0759 Retain Pro 2005 , 1-November-2005, (c) 1989-2005 wwwxetainpro.com/su Title ; Phases 8-15, Tr. 15811 C7 Job # 61-15811X Dsgnr: Allen N. P Description.... Date: AR 11,2006 2.T RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL This Wall in File: C:IRP200mnan u mne Registration #: RP-114 9o5 foriatest release Cantilevered Retaining g Wall Design Footing Design Results Factored Pressure _ Toe 1,04:1 Heel - Mu': Upward _ Mu'. Downward _ 617 30 psf. . 196 ft-# 123 Mu: Design = 49 ft-# Actual 1-Way Shear = 6.75 Allow 1-Way Shear = 373 390 . psi 90 psi Toe Reinforcing = None Spec'd 85,00 psi Other Acceptable Sizes &Spacings Heel Reinforcing = None Spec'd Key Reinforcing = None S ec'd p Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Summa of Overturnin & Resisting Forces & Moments OVERTURNING..... Item Force Distance Moment ------.____ Ibs Heel Active Pressure ft ft-# — 269.4 1 22 r'-.4 .. Force "RESISTING..... Distance Ibs ft T329.5 oe Active Pressure — Soil Over Heel Surcharge Over Toe = 0.33 l = 401 6 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 82.5 6.42 529.7 Total 351.9 O.T.M. _�— Resisting/Overturning Ratio 52 859.2 1 Vertical Loads used for Soil Pressure = 2.lb, 303.8 s Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load _ Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions_ 439.3 1.29 Footing Weigh Key Weight = 438.0 1.46 Vert. Component 25.0 1.50 Total = 1,303.8 Ibs R.M.= Moment ft-# 920.9 566.4 639.5 37.5 2,164.3 Hunsaker & Associates, Irvine, Inc. Three Hughes Irvine, Ca. 92618-2021 PH: (949) 583.1010 FX:(949)583.0759 ro.com/support for latest'release # : RP -I lAnRnr Criteria Title Phases 8.15, Tr. 15811 J Job # 61-15811X Dsgnr: Allen N. Date: Description.... APR 11 2006 3.3' RET. WALL W/LEVEL 13ACKFILL & 5.5' BLOCK WALL This Wall in File: C:IRP20os1nan l( onn Cantilevered Retaining Wail Design Retained Height = 3.33 ft Wall height above soil - 5.50 ft Slope Behind Wall = 0.00: 1 Height of soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 15.0 psf Surcharge Loads Surcharge Over Heel - Used To Resist Sliding & Overturning 0.0 psf Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem---L Axial Dead Load = Axial Live Load 0.0 Ibs - Axial Load Eccentricity = 0.0 Ibs 0.0 In *Design Summary -----i Wall Stability Ratios Overturning = Sliding = 1..60 OK OK Total Bearing Load = 1,580 Ibs ...resultant ecc. = 5.91 in Soil Pressure @ Toe = Soil Pressure @ Heel = 1,005 psf OK Allowable - 21 psf OK 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,206 psf ACI Factored @ Heel - 25 sf Footing Shear @ Toe = 8.2 psi OK Footing Shear @ Heel = 5.0 psi OK Allowable _ - 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 457.5 Ibs less 50 % Passive Force = - less 100% Friction Force = 180.6 Ibs - 553.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure = 40.0 psf/ft Passive Pressure = 0.0 psf/ft = 360.0 psf/ft Soil Density FootingliSoll Friction = 120.00 pcf Soil height to Ignore = 0.350 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 Stem Construction Top stem Design Height Above Ftc ft Stem OK Wall Material Above "Ht" = 33 Masonry Thickness = 6.00 Rebar Size # 4 Rebar Spacing = 2.00 Rebar Placed at - Design Data - Center fb/FB + fa/Fa = 0.699 Total Force @ Section Ibs = 82.5 Moment.... Actual ft-# = 226.9 Moment..... Allowable ft-#= 324.8 Shear..... Actual psi = 3.7 Shear..... Allowable psi = 25,8 Wall Weight psf = 42.0 Reber Depth 'd' in = 2.75 LAP SPLICE IF ABOVE in = 20.00 LAP SPLICE IF BELOW In = 20.00 HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs 1,500 psi = Solid Grouting 20,000 = Special Inspection No - Modular Ratio 'n' = No 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. In = 3.90 Masonry Block Type = Medium Weight Concrete Data fc F psi = y psi = Code: 1997 I IRr. Footing Dimensions & St nre gths� Toe Width = Heel Width 1.00 ft = Total Footing Width = __ 2.08 3.08 Footing Thickness = 12.00In Key Width = Key Depth 12.00 in = Key Distance from Toe = 5.00 in 1.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Min. As % 150.00 pcf - Cover @ Top = 3.00 in @ 0.0018 Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.707 304.3 747.8 1,058.0 5.4 19.4 78.0 5.25 30.00 6.00 1,500 24,000 Yes No 25.78 1.000 7.60 Www.retainnrn nr Hunsaker & Associates, Irvine, Inc. Three Hughes Irvine, Ca. 92618-2021 PH: (949) 583.1010 FX: (949) 583-0759 Title Phases 8-15, Tr. 15811 Job # 61-15811X Dsgnr: Allen N. Date: AP1406 Description.... R 3.3' RET. WALL W/LEVEL BACKFILL & 5.5, BLOCK WALL for latest se 2oo5002 Cantilevered Retaining Wall Design soo2 Footing Design Results Factored Pressure Toe 1,719 li_ e_ell Mu': Upward Mu': Downward = - 719 psf 283 ft-# Mu: Design = 97 598 ft-# Actual 1-Wa Shear y = 8.18 540 Allow 1-Way Shear = 85.00 5.04 psi .04 psi 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = Key Reinforcing = None Spec'd None Spec'd S ummar of Overturninn & Resistin F Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = This Wall in File: Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr s orces of vi Force OVERTURNING is Distance Moment Ibs ft ft-# 375.0 1.44 541.2 0.33 82.5 7.08 584.1 Total 457.5 O.T.M. _ 1,125.3 Resisting/Overturning Ratio = 2.47 Vertical Loads used for Soil Pressure = 1,580.0 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: RP5 Cnrin• Ioa7IIn^ " Force RESIDi ante Ibs ft Soil Over Heel = 564.8 SI d 2.37 ope Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe Stem Weights) - Earth @ Stem Transitions= 490.7 1.29 Footing Weighs Key Weight - 462.0 1.54 Vert. Component 62.5 1.50 Total = 1,580.0 Ibs R.M.= Moment ft-# 1,340.4 635.1 711.5 93.8 2,780.7 Hunsaker & Associates, Irvine, Inc. Title Phases 8-15, Tr. 15811 Three Hughes Page: Job # 61-15811X Dsgnr: Allen N. Date: APR ,2 06 Irvine, Ca. 92618-2021 Description.... 11 PH: (949) 583-1010 4.0' RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL on FX: (949) 583-0759 Retain Pro 2005 , 1-November-2005, (c) 1989-2005 This Wall In File: C:1RP200MDan_K.RP5 w'ww.retainpro.com/supportfor latest release Cantilevered Retaining Registration # RP-1140505 2005002 g Wall Design Code: 1997 UBC Criteria Retained Height I= 4.00 ft Wall height above soil = 5.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 In Water height over heel = 0.0 ft Wind on Stem - 15.0 psf 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�Ap��lied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load _ Axial Load Eccentricity = 0.0 Ibs 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.50 OK Sliding = 1.60 OK Total Bearing Load = 1,941 Ibs ...resultant ecc. = 6.33 in Soil Pressure @ Toe = 1,136 psf OK Soil Pressure @ Heel = 29 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,364 psf ACI Factored @ Heel = 35 psf Footing Shear @ Toe = 9.6 psi OK Footing Shear @ Heel = 6.3 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 582.5 Ibs less 50 % Passive Force = - 250.0 Ibs less 100% Friction Force = - 679.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 360.0 psf/ft Soil Density = 120.00 pcf FootingIlSoil Fribtlon = 0.350 Soil height to ignore 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 Stem Construction Top Stem Design Height Above Ftc ft = Stem OK 4.00 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 32.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.699 Total Force @ Section Ibs = 82.5 Moment.... Actual ft-# = 226.9 Moment..... Allowable ft-# = 324.8 Shear..... Actual psi = 3.7 Shear..... Allowable psi = 25.8 Wall Weight psf = 42.0 Rebar Depth 'd' In = 2.75 LAP SPLICE IF ABOVE in = 20.00 LAP SPLICE IF BELOW in = 20.00 HOOK EMBED INTO FTG in = Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 3.90 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 2.33 Total Footing Width = 3.33 Footing Thickness - 12.00 in Key Width = 12.00 in Key Depth = 8.00 in Key Distance from Toe = 1.00 ft f c = 2,500 psi Fy = Footing Concrete Density = 40,000 psi 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio - 0.300 2nd Stem OK 0.00 Masonry 8.00 # 5 8.00 Edge 0.747 402.5 983.5 1,317.2 7.5 19.4 78.0 5.25 30.00 6.00 1,500 24,000 Yes No 25.78 1.000 7.60 Hunsaker & Associates, Irvine, Inc. Three Hughes Irvine, Ca. 92618-2021 PH: (949) 583.1010 FX: (949) 583-0759 Title : Phases 8-15, Tr. 15811 Job # • 61-15811X Dsgnr: Allen N. Date: AR11,20 6-,?,,,� Description.... P• 4.0' RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL ii rro GuUb , 1-November-2005, (c) 1989-2005 This Walt in File: *wwaeRegiW tl0h o,com/support for latest release Cantilevered Retaining Wall Design Registration # : RP-1140505 2005002 Footing Design Results Factored Pressure Mu': Upward = Toe 1,324 Heel 35 psf Mu': Downward Mu: Design _ 823 = 266 ft-# 1,800 ft-# Actual 1-Way Shear y 00 = 9,65 Allow 1-Way Shear .65 = 85.00 6.35 psi .35 psi 85.00 psi Toe Reinforcing Heel Reinforcing = = None Spec'd Key Reinforcing = None Spec'd None Spec'd of Item Heel Active ressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr corlp- 1QQ7 IIDe, ing & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment RESISTING..... Ibs ft ft-# Force Distance 500.0 1,67 Ibs ft 833.3 Soil Over Heel 0.33 Slo ed S ' 798.4 2.50 82.5 7.75 639.4 58 Total ---- 2,5 O.T.M. = 1,472.7 Resisting/Overturning Ratio = 2.50 Vertical Loads used for Soil Pressure = 1,940.9 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: p oil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe _ Stem Wetght(s) Earth @ Stem Transitions= 543.0 1.30 Footing Weight Key Weight = 499.5 1.67 Vert. Component = 100.0 1.50 Total = 1,940.9 Ibs R.M.= Moment ft-# 991 4.7 704.8 831.7 150.0 ----- 3 681 1— Hunsaker & Associates, Irvine, Inc. Three Hughes Title ; Phases 8-15, Tr. 15811 561 Irvine, Ca. 92618.2021 Job # : 61-15811X Dsgnr: Alien N. Page: PH., ,re PH: (949) 583-1010 Description.... Date: APR FX: (949) 583-0759 4.7' RET. WALL W/LEVEL BACKFILL & 5.5' BLOCK WALL www.retalnpro.com/su i'J Ioo`J-L Registration #: RP-1140505 for latest release 2005002 Criteria This Wall in File: C: Cantilevered Retaining Wall Design Retained Height - 4.67 ft Wall height above soil = 5.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 15.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 In *Design Summary Wall Stability Ratios Overturning = Sliding = 2.50 OK 1.59 OK Total Bearing Load = 2,354 Ibs ...resultant ecc. = 6.89 in Soil Pressure @ Toe = Soil Pressure @ Heel = 1,290 psf OK Allowable - 25 psf OK 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = 1,478 psf Footing Shear @ Toe = 28 psf 10.7 psi OK Footing Shear @ Heel = 7•psi OK Allowable _ - 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 725.5 Ibs less 50 % Passive Force = - less 100% Friction Force 330.6 Ibs = - 823.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure = 40.0 psf/ft Passive Pressure = 0.0 psf/ft = 360.0 psf/ft Soil Density FootingllSoll Friction = 120.00 pcf Soil height to ignore = 0.350 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 Stem Construction -j Top Stem Design Height Height Above Ftc ft Stem OK Wall Material Above "Ht" .67 Thickness = Masonry Rebar Size = 6.00 # Rebar Spacing _ 4 3 Rebar Placed at _ Design Data - .00 Center fb/FB + fa/Fa = 0.699 Total Force @ Section Ibs = 82.8 Moment.... Actual ft-#= 2269 Moment..... Allowable ft-#= 324.8 Shear..... Actual psi = 3.7 Shear..... Allowable psi = 25.8 Wall Weight psf= 42.0 Rebar Depth 'd' In = 2.75 LAP SPLICE IF ABOVE in = 20.00 LAP SPLICE IF BELOW in = 20.00 HOOK EMBED INTO FTG = in Masonry Data I'm psi= Fs 1,500 psi = Solid Grouting = 20,000 Special Inspection = No Modular Ration' = No 25.78 Short Term Factor = 1.330 Equiv. Solid Thick, in = 3.90 Masonry Block Type = Medium Weight Concrete Data fc Fy psi - psi = Code: 1997 UBC Footing Dimensions & Strength Toe Width = Heel Width 1.00 ft = Total Footing Width = 2.58 3.58 Footing Thickness = 12.00 in Key Width = Key Depth 12.00 In = Key Distance from Toe 11.00 in = 1.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Min. As % 150.00 pcf = Cover @ Top = 3.00 in @ 0.0018 Btm.= 3.00 in Adjacent Footing Load Adjacent FootinLoad � U-0 l � Footing Width = Eccentricity 0.00 ft - Wall to Fig CL Dist = 0.00 in 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd 3rd Stem OK Stem OK 2.00 0.00 Masonry Masonry 8.00 12.00 # 4 # 4 16.00 16.00 Edge Edge 0,634 0.622 225.1 518.7 574.0 1,291.1 905.4 2,074.4 3.9 5.2 19.4 19.4 78.0 124.0 5.25 9.00 20.00 20.00 20.00 6.00 1,500 1,500 20,000 20,000 Yes Yes No No 25.78 25.78 1.000 1.000 7.60 11.60 Hunsaker & Associates, Irvine, Inc. Three Hughes Irvine, Ca. 92618-2021 PH: (949) 583-1010 FX: (949) 583-0759 Retain Pro 2005 , 1-November-200a10Ao_onnc Title ; Phases 8.15, Tr. 15811 Job # 61-15811X Dsgnr: Allen N. Date: APR11,2006Page• Description..., 4.7' RET. WALL W/LEVEL BACKFILL & 5.5, BLOCK WALL This Wall In File: for latest release Cantilevered Retaining Wall Design 2005002 Footing Design Results Factored Pressure _ Toe 1,478 Heel 28 Mu': Upward Mu': Downward = 1 ,141 psf 461 ft-# Mu: Design = = 82 874 1,966 ft-# Actual 1-Wa Shear Y = 10.74 7.81 psi psi Allow 1-Way Shear Toe Reinforcing = 85.00 = .81 85.00 psi Heel Reinforcing None Spec'd = None Spec'd Key Reinforcing = None Spec'd U mary of Overturning & Resistin F Item Heel Active evc Pressure sure = Toe Active Pressure _ Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr RP5 Code: 1997 UBC orces & Moments OVERTURNING..... Force Distance Moment RESISTING..... Ibs ft ft_# Force Distance 643;0 1,89 Ibs ft 1,215.2 Soil Over Heel - 0.33 SI - 885.4 2.79 82.5 8.42 694.7 Total 725.5 O.T.M. = g Resisting/Overturning Ratio = 2.$0 Vertical Loads used for Soil Pressure = 2,354.0 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: oped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions= 687.3 1.37 Footing Weighl 106.8 1.83 Key Weight = 537.0 1.79 Vert. Component 137.5 1.50 Total Ibs R.M.= Moment ft-# 2,470.4 938.4 195.8 961.2 206.3 go Title ; Phases 8-15, Tr. 15811 Crp Job # 61-15811X Dsgnr: Alien N. Date: APR 11,20 6 Description.... 5.3' RET. WALL W/LEVEL BACKFILL & 5.5 BLOCK WALL r<etam Pro 2005 , 1-November-2005, (c) 1989-2005 This Wall in File: C:1RP2nmmn. www.retainpro.com/support for latest release Registration # : RP-1140505 2005002 Cantilevered Retaining Wall Design Hunsaker & Associates, Irvine, Inc. Three Hughes Irvine, Ca. 92618-2021 PH: (949) 583-1010 FX: (949) 583-0759 Criteria -- -� Retained Height - 5.33 ft Wall height above soil - 5.50 ft Slope Behind Wall - 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 15.0 psf Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe - 0.0 psf Used for Sliding & Overturning ial Load Applied to Stem Axial Dead Load _ Axial Live Load _ 0.0 Ibs Axial Load 0.0 Ibs d E Y = 0.0 in *Design Summary Wall Stability Ratios Overturning = Sliding = 2.48 OK 1.63 OK Total Bearing Load = 808 2,Ibs ...resultant ecc. = 808 in Soil Pressure @ Toe = Soil Pressure @ Heel = 1,456 psf OK Allowable - 10 psf OK 1,500 psf Soil Pressure Less Than ACI Factored @ Toe = Allowable ACI Factored @ Heel = 1,681 psf Footing Shear @ Toe = 12 psf 12.6 psi OK Footing Shear @ Heel = Allowable _ psi OK 5.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force _ less 50 % Passive Force = - less 100% Friction Force Ibs 883.6 Ibs .9 = - 982982.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load UBC 1997 Live Load 1.200 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.300 1.000 Soil Data --� Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure = 40.0 psf/ft Passive Pressure = 0.0 psf/ft = 360.0 psf/ft Soil Density FootingIlSoil Friction = 120.00 pcf Soil height to ignore = 0.350 for passive pressure = 0.00 in Lateral Loa Applied plied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction To_ Design Height Above Ftg ft = Stem OK Wall Material Above "Ht = 33 Masonry Masonry Thickness Rebar Size = 6.0 Rebar Spacing _ # 4 4 Rebar Placed at 32.00 _ Design Data Center fb/FB + fa/Fa _ Total Force @ Section Ibs = 0.699 82.5 Moment.... Actual ft-# = 226.9 Moment..... Allowable ft-#= 324.8 Shear..... Actual psi = 3.7 Shear..... Allowable psi = 25.8 Wall Weight psf = 42.0 Rebar Depth 'd' in = 2.75 LAP SPLICE IF ABOVE in = 20.00 LAP SPLICE IF BELOW In = 20.00 HOOK EMBED INTO FTG in = Masonry Data I'm psi= Fs 1,500 psi = Solid Grouting 20,000 = Special Inspection No - Modular Ratio 'n' = No 25.78 Short Term Factor - 1.330 Equiv. Solid Thick. in = Masonry Block Type = Medium 3.90 Weight Concrete Data fc Fy psi - psi = Code: 1997 UBC Footing Dimensions & Strengths Toe Width = Heel Width 1.00 ft = Total Footing Width = __ 2.83 Footing Thickness - 3.83 - 12.00 In Key Width - Key Depth 12.00 in = Key Distance from Toe 15.00 in - 1.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Min. As % 150,00 pcf = Cover @ Top = 3.00 in @ 0.0018 Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load �p p Ibg Footing Width = Eccentricity 0.00 ft = Wall to Ftg CL Dist 0.00 in = Footing Type 0.00 ft Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd 3rd Stem OK Stem OK 2.67 0.00 Masonry Masonry 8.00 12.00 # 4 # 5 16.00 16.00 Edge Edge 0,632 0.654 224.0 650.7 571.8 1,676.1 905.4 2,5610 3.9 6.6 19.4 19.4 78.0 124.0 5.25 9.00 20.00 30.00 20.00 6.00 1,500 1,500 20,000 24,000 Yes Yes No No 25.78 25.78 1.000 1.000 7.60 11.60 Hunsaker & Associates, Irvine, Inc, Three Hughes Title ;Phases 8-15, Tr. 15811 Job # : 61-15811X Dsgnr: Allen N. Date: APPagR:11,200 r, Irvine, Ca. 92618-2021 PH: (949) 583-1010 Description.... - go FX: (949) 583-0759 5.3' RET. WALL W/LEVEL BACKFILL & 5.5 BLOCK WALL Retain Pro 2005 , 1-November-2oo5, (c) 1989-2005 This Wall in File: C:IRP20051Dan_K.RP5 "tww.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Regtstratlon # : RP•1140505 2005002 Code: 1997 UBC Footing besign Results Factored Pressure _ Toe H- eel Factored Mu': Upward 1,12 psf 1,172 679 ft-#t-# Mu': Downward = 141 2,050 ft-# Mu: Design = 1,031 1,370 ft-# Actual 1-Way Shear = 12.58 9.63 psi Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd ec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec d Heel: Not req'd, Mu < S * Fr Key Reinforcing = None S p � Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Item Force Distance Moment .....RESISTING..... Ibs ft ft_# Force Distance Moment Heel Active Pressure = 801.4 2.11 Ibs ft ft-# Toe Active Pressure - 1,690.9 Soil Over Heel - 0.33 - 1,170.5 292 3 Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 82.5 9.08 -749.1 Total 388 9 O.T.M. = 0442.p Resisting/Overturning Ratio - - 2.48 Vertical Loads used for Soil Pressure = 2,808.4 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Sloped Soil Over Heel 411.9 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions= 769.6 1.38 1,062.0 Footing Weight 106.4 1.83 195.1 Key Weight = 574.5 1.92 1,100.2 Vert. Component 187.5 1.50 281.3 Total Ibs R.M.= 6005 4005 4 CAP SIZE & TYPE PER LANDSCAPE ARCH. #4 © 24 " 0. C. (TYP. ) 24 " SQ. PILASTER RETAINING WALL BEYOND PER DETAIL HEREON 3" 1 '7 1/2' i I EGR70U7TALL CELLS SOLID BACKFILL: 907. COMPACTION 4 -#5 BARS BENDS IN FTG. 3" T W. AS SHOWN ON THE WALL PLAN WATERPROOFING PER N NOTE 1 1 OF SPEC. `_ o v MIN. 12" WIDE SAND BACKFILL 30 W S.E.>30 & I PER SOILS ENGR. APPROVAL oo' SUBDRAIN PER NOTE 10 0 F SPEC. a.. d a n' J ' a• I J #4 CONT. „ 18 3 0. C. — ' #4 @ 16 " 0. C. 1 -7 112" 12' 5'-3" SQ. i ! RETA I N,Nn Pl / ® C rro . `A— uHLnr/LL N.T.S. I 1 Hunsaker@ Associates, Irvine, Inc Title : Phases 8-15, Tr. 15811 Page: E���� Three Hughes 6 Irvine, Ca. 92618-2021 Job # • 61-15811X Dsgnr: Allen N. Date: JUN 1,2006 • PH: (949) 583-1010 Description.... FX: (949) 583-0759 4.7' RETAINING PILASTER W/LEVEL BACKFILL ro.com/support for latest'release # : RP-1140505 2005002 Criteria This Wall in File: Cantilevered Retaining Wall Design Retained Height = 4.67 ft Wall height above soil - 6.00 ft Slope Behind Wall - 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 76.4 psf Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = Sliding = 1.OK .62 OK Total Bearing Load = 4,596 Ibs -resultant ecc. = 10.33 in Soil Pressure @ Toe - Soil Pressure @ Heel = 1,737 psf OK Allowable - 14 psf_ OK 2,550 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = 2,084 psf Footing Shear @ Toe = 17 psf 6.7 psi OK Footing Shear @ Heel _ psi OK Allowable 5.2 Sliding Calcs (Vertical Component Lateral Sliding Force NOT Used) = less 50 % Passive Force = - less 100% Friction Force 1,179.2lbs 302.5 Ibs = - 1,608.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code UBC 1997 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Soil Data _-- _-� Allow Soil Bearing = 2,550.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure = 40.0 psf/ft Passive Pressure = 0.0 psf/ft = 360.0 psf/ft Soil Density FootingilSoil Friction = 120.00 pcf Soil height to ignore = 0.350 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 Stem Construction Top Design Height Above Ftg ft St Wall Material Above "Ht" = Co Thickness _ Rebar Size Rebar Spacing = Rebar Placed at - Design Data fb/FB + fa/Fa _ Total Force @ Section Ibs = 1 Moment.... Actual ft-#= 5, Moment..... Allowable = 22,9 Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = 2 Rebar Depth 'd' in = 2 LAP SPLICE IF ABOVE in = 2 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data I'm Fs psi = Solid Grout ng psi = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. - Masonry Block Type = Medium Weight Concrete Data fc psi = 2,50 ern OK 0.00 24.00 # 5 16.00 Edge 0.247 293.8 657.1 26.6 5.4 75.0 40.0 2.19 3.40 6.00 0 0 .0 .0 Cnrla- ioo,7 lion Footing Dimensions & Strengths Toe Width = Heel Width 1.63 ft = Total Footing Width __- 3.63 - Footing Thickness - 5.25 - 16.00 in Key Width = Key Depth 12.00 in = Key Distance from Toe = 6.00 in 1.63 ft fc = 2,500 psi Fy = Footing Concrete Density = 40,000 psi Min. As % 150.00 pcf = Cover @ Top = 3.00in @ 0.0018 Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = Eccentricity = 0.00 ft Wall to Ftg CL Dist = 0.00 in Footing Type 0.00 ft Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0,300 Hunsaker @Associates, Irvine, Inc Three Hughes Irvine, Ca. 92618.2021 ® PH: (949) 583-1010 FX: (949) 583-0759 1989-2 www.retainpro.com/support for latest re ease Registration # : RP-1140506 2nnFnno Footing Design Results Title : Phases 8.15, Tr. 15811 , Job # : 61.15811X Dsgnr: Allen N. Date: Page: Description.... JUN 1,2006 4.7' RETAINING PILASTER W/LEVEL BACKFILL This Wall In File: Cantilevered Retaining Wall Design Factored Pressure _ Toe 2,084 Heel Mu': Upward Mu': Downward = _ 2,317 17 psf ft-# Mu: Design = 153 26.73 204 1,205 ft-# Actual 1-Way Shear y = 6.73 Allow 1-Way Shear = 85.00 6.23 psi .23 psi 85.00 psi Toe Reinforcing Heel Reinforcing = None S ec'd p = Key Reinforcing None Spec'd = None Spec'd uverturning & Resistin F Item Heel Active ressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Code: 1997 UBC a orces R nnoments .....OVERTURNING..... Force Distance Moment RESISTING..... Ibs ft ft-# Force Distance Ibs ft 720.8 2.00 1,442.4 Soil Over Heel 0.44 Slo d S ' 910.7 4.44 458.4 9.00 4,127.1 Total -_'--1,179.2--O.T.M. 5,569.5 Resisting/Overturning Ratio _ - 2.46 Vertical Loads used for Soil Pressure = 4,596.5 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: pe oil Over Heel = Surcharge Over Heel - Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe 0.00 Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions_ 2,560.8 2.63 Footing Weight Key Weight = 1,050.0 2.63 Vert. Component 75•0 2.13 Total = 4,596.5 Ibs R.M.= Moment ft-# 4,041.o 6,722.1 2,756.3 159.4 13,678.7