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07-3012 (BLCK)
N M 1S� 144 :4o'!- poi z I Bin # City of • La Quinta . ,� \ IX . Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, 'CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # b� 38 Project Address: RA,"-_hv `A u -2 0" Owner's Name: ^� A. P. Number. 4!5#S Address: Legal Description: City, ST; Zip: Contractor: nw) ARA JAS r�ASOMV . Telephone: Address: 41 1,m4 . �,��( Project Description: City, ST, Zip: Telephone:_, 31s t 71 State L.*: Q- ;21 (o) 8o City Lic: #: Arch., Engr., Designer: II G SQA I ` Address: 43 -lo¢D Cin ,S— 4� 203 City, ST, Zip: 'PO� Telephone: State Lic. #: C Name of Contact Person: J,4)„f �AV_A,�>4S Construction Type: Occupancy: Project.type (circle one): New . Adc'n Alter Repair Demo Sq. Ft::# Stories:. Units: Telephone Telephone # of Contact Person: 5 -34p.$ Estimated Value of Project: APPLICANT:, DO NOT WRITE BELOW THIS LINE. # Submittal Req'd Rec'd TRACKING PERMKT FEES Plan Sets Plan Check submitted . Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Chea Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2nd Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval. Plans resubmitted Grading IN HOUSE:- 1rd Review, ready for correction4!,e Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees . i,5 Y 12IN I'►� • �t�f -tom L°' Y� �Gc P.O. BOX 1504 BUILDING SAFETY DEPARTMENT s 78-495 CALLS TAMPICO -7012G SOF TY9 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 1 To: Greg Butler,'Building & Safety Manager To PW: 11-26-07 From: PAUL GOBLE; SENIOR ENGINEER Due Dater ASAP Permit #: 07-3012 Status: oST REVIEW o _Building Plana, Approval (This is an approval to issue a'Building.Permit) -The' Public Works Department has reviewed the Building Plans for r:he following i project: w! Description: RETAINING WALL Address•or'General Location: 79721 MISSION DRIVE EAST Applicant,Contact:. JOHN BARAJAS 760-275-3408 ` The PUBLIC WORKS DEPARTMENT find -th t' ...these. Building Plans `do not require,' PUBLIC WORKS Department appro ...these Building Plans are approved by the PUBLIC. WORKS Department. ❑ ...these Building Plans require corrections. Please forward a copy of the a attached corrections to the applicant. When the. corrections are made ' please return.them to the PUBLIC WORKS: Department for review. PAUL GOBLE'SENIOR NGINEE Date ra Letter of Transmittal To: City of La Quinta Today's Date: 78-495 Calle Tampico '• City Due Date 3 p ,• La Quinta, Ca 92253 Project Address: Attn: Plan Check #: Submittal: 15c ❑ 4 t . V ❑ 3 `d ❑ Other: We are forwarding: 4 " • • , By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup' Includes: # Of. - Descriptions: Includes: # Of Descripions: ti Copies: Copies: Structural'Plans ❑ Revised Structural Plans Structural Calcs ❑ Revised Structural Calcs Truss Calcs ` ❑ Revised Truss Calcs ❑ '. Soils Report ❑ Revised Soils Report ❑` Correction List ❑ Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ +, y Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: 0,huL��j S Thank you! This Material Sent for: ' ❑ Your Files LrJ Per Your Request ❑ Your Review ❑ Approval + ❑ Checking ❑ At the request of: + Other: ❑ Palm Desert Office:. El #(76) 360-5770 ' Washington Office: ❑. # (760) 404-9556 C�u AVENUE VICINITY MAP NTS 2 E=52.2 A --14'52'02 R= 4.50' L 6.29' 74' 2>� T122- 41:Ls \OBfS \'` ,``�`\�♦`��♦ ley'!' y `� `�` �i -\ \ \ \ \` 49.7610 \ �'\ \ `\ \ `\ R=118.750 ., \. 49.51fL \ R=2Bi50' STREET)., ''� �` S17e 5522 58.26 1 79.2 �22T 49.510�C7OWUNE 1 d=09 50'S6D 50.9 FG -c NO2'4J 23'W ' 332.25 48 410 48.72FL ---, -.0- . �- , s� 49.0 FG R=24.50 N8974S sW 47.6 FG 48.3 FG 48.9 FG 52s.sT _ 49.5 FG 50.3 F -G _ _+ L=4:"174 `? 30' RET N00101004 758.02' 2.80' RET L56-T.22 RET J. RET �- I�_5 -� 54.21 TW 2.60' �RET 55.55 TW TW s56.89 TW 3.80' RET .54 TW 54.88 3.20'RET 54.88 TW TW 56.22 TW 57.56 TW 44.89 TF 54.21 54.88 TW 45.56 TF 46.23 TF 46.23 TF �k�s '"� (46.23) TF 44.89 T 45.56 TF 45.56 TF a II F 44.89 TF ' 31 30 29 .28 X5.3] [PE=45.7] [PE=46.2] [PE=46.6] [PE=47.1] Yd @U Q�� SCALE: 1 "= 40 FEET 0 20 40 80 120 160 Ki zoui L. IL 54 V -- NZ638' 1"W / 3a.o3' CJI 7 rZer-; II I/ 53 IN THE CITY OF LA OUINTA, CALIFORNIA SHEET NO: WALL PLAN FOR - lv + :..1 I) I 1v } Rl II ' I I• Ki zoui L. IL 54 V -- NZ638' 1"W / 3a.o3' CJI 7 rZer-; II I/ 53 IN THE CITY OF LA OUINTA, CALIFORNIA SHEET NO: WALL PLAN FOR - II i II I TRACT 29457 :..1 I) I RANCHO IA QUINTA C.C. OSHTS F II ' I I• SP 84=004 IN THE E 1/2 OF SECTION 32 TS R7 SBM .mn nrzroT flNCI RDUCUT 1.LL nmxm _. III I :i L1 B.G. Structural Engineering, Inca 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice (760) 568-5681 Fax Surcharge Loads Title • Rancho La Quinta Page: Job .# 800.2807 Dsgnr: BG Date: NOV 19,2007 Description.... . 4'-0" Retaining Wall w/ 4'-4" Garden Wall This Wall in File: s:1rp-data\800.2807 rancho la quinta.rp5 Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 www.reialnpro.com/support for latest release Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1142015 .2007000 Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem 111 Footing Type Line Load . Axial Dead Load _ .0.0 lbs Axial Live Load = Criteria Soil Data Axial Load Eccentricity _ Footing Dimensions & Strengths Retained Height = 4.00 It Allow Soil Bearing =.. 1,500.0 psf Toe Width 0.17 ft . Wall height above soil = 4.33 ft Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Heel Width _ Total Footing Width 3.83 4.00 " Slope Behind Wall _ 0.00: 1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 14.00 in Height of Soil over Toe = . 8.00 in Passive Pressure = 250.0 psf/ft Allowable = 1,500 psf "Water height over heel = 0.0 ft Soil Density = 110.00 pcf _ Key Width _ Key Depth 12.00 in 0.00 in 0 psf FootingIlSoil Friction : _ 0.300 Key Distance from Toe = 0.17 ft Wind on Stem = 23.4 psf Soil height to ignore for passive pressure = 12.00 in fc = 2,500 psi Fy = 60,000 psi Vertical component of active less 100% Passive Force = - 295.1 lbs Footing Concrete Density = 150.00 pcf lateral soil pressure options: 0.0 lbs OK ,...for 1.5: 1 Stability'. _ Min. As % = 0.0018 NOT USED for Soil Pressure. Building Code UBC 1997 Cover @ Top = . 2.00 in @ Btm.= 3.00 in NOTUSED for Slidin Resistance 1.600 Earth, H 1.600 Wind, W 9 NOT USED for Overturning Resistance. Surcharge Loads 2nd Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem 111 Footing Type Line Load . Axial Dead Load _ .0.0 lbs Axial Live Load = 0.0 Ibs Poisson's Ratio Axial Load Eccentricity _ 0.0 in. 8.00 *Design Summary = Wall Stability Ratios # 5 Overturning = 3.32 OK Sliding = 2.15 OK Total Bearing Load _ 2,666 lbs ... resultant ecc. __ 8.18 in ,Soil Pressure @ Toe _ 1,348 psf OK Soil Pressure @ Heel = . 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,599 psf ACI Factored @ Heel _ 0 psf Footing Shear @ Toe = . 1.6 psi OK Footing Shear @ Heel _ 2.7 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force . = 509.7 lbs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 799.8 lbs Added Force Req'd = 0.0 lbs OK ,...for 1.5: 1 Stability'. _ 0.0. lbs OK Load Factors 5.25 Building Code UBC 1997 Dead Load 1.200 Live Load - 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = - 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Adjacent Footing Load Top Stem 2nd Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load . Base Above/Below Soil = 0.0 ft at Back of Wall Masonry Poisson's Ratio 0.300 Stem Construction fm Top Stem 2nd 1,500 Fs psi = 24,000 Stem OK Stem OK Design Height Above Ftc, ft= 2.33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 6.00 8.00 Rebar Size = # 5 # 5 Rebar Spacing = 24.00 8.00 Rebar Placed at = Center Edge Design Data ASD Concrete Data fb/FB + fa/Fa = 0.703 0.799 Total Force @ Section lbs = 150.2 373.6 Moment.... Actual ft-#= 416.2 996.8 Moment..... Allowable ft-# = 592.3 1,247.8 . Shear..... Actual psi = 5.1 6.9 Shear..... Allowable psi = 38.7 19.4 Wall Weight psf = 58.0 78.0 Rebar Depth 'd' in= 2.75 5.25 LAP SPLICE IF ABOVE in= 30.00 30.00 LAP SPLICE IF BELOW in= 30.00 HOOK EMBED INTO FTG in = 10.50 Masonry Data Psi = 1,500 1,500 Fs psi = 24,000 24,000- 4,000Solid SolidGrouting = Yes Yes Special Inspection = Yes No _ Modular Ratio"'n' = 21.48 21.48. Short Term Factor - 1.000 1.000 Equiv. Solid Thick. in = 5.60 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi = ly B.G. Structural Engineering, Inc. Title > Rancho La Quinta Page: 43-100 Cook Street, Suite 203 Job # 800.2807 Dsgnr. .BG Date: .NOV 19,2007 Palm Desert„CA. 92211 Description.... (760) 568-3553 Voice 4'-0" Retaining Wall w/ 4'-4" Garden Wall (760) 568-5681 Fax This Wall in File: s:\rp-data\800.2807 rancho la quinta.rp5 Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 www•retainpro•com/supportfor latest release ..Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1142015 2007000 Footing Design Results Toe Heel Factored Pressure' = 1,599 0 psf Mu': Upward = 87 0 ft-# Mu': Downward = 17 0 ft-# Mu: Design _ 70 1,595 ft-# Actual 1 -Way Shear = 1.64 2.66 psi Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = -None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd. Key: Not req'd, Mu < S * Fr Isummary of Overturning & Resisting Forces & Moments .....OVERTURNING..... -....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# ' Heel Active Pressure = 467.2 1.72 804.5. Soil Over Heel _. 1,393.2 2.42 3,367.1 Toe Active Pressure _ -58.8 0,61 -35.9 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 = 101. 4 ' 7.33 743.5.. Soil Over Toe = 1.2,2 0.08. 1.0 Surcharge Over Toe — r Stem Weight(s) _ 523.9 0.45 236.1 Earth @ Stem Transitions= 30.6, 0.75 - 23.0 Total = 509.7 O.T.M. = 1,512.1 Footing Weigh( = 703.0 2.00 1,400.0 Resisting/Overturning Ratio = - 3.32 Key Weight = 0.67 Vertical Loads used for Soil Pressure = 2,666.0 lbs Vert. Component = Total = 2,663.0 lbs R.M.= 5,027.2 Vertical component of active pressure NOT used for soil pressure DESIGNER "NOTES: 6 B.G. Structural Engineering Inc. Title Rancho La Quinta Pager 43-100 Cook Street, Suite 203 Job # 800.2807 Dsgnr: BG Date: NOV 19,2007 Palm Desert, CA. 92211 Description.... V-0" Retaining Wall w/ 4'-4" Garden Wall (760) 568-3553 Voice (760) 568-5681 Fax This Wall in File: s:1rp-dat31800.2807 rancho la quinta.rp5 ` Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1142015 2007000 Criteria' . Soil Data Footing Cimensions & Strengths Retained Height = .5.00 ft Allow Soil Bearing = 1,500.0 psf' Toe Width _ 0.17 ft Equivalent Fluid Pressure Method. . Heel Width 4.58 Wall height above soil = 4.33 ft Heel Active Pressure _ 35.0 psf/ft Total Footing Width 4.75 Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 psf/ft = Footing Thickness 14.00 in Height of Soil over Toe _ 8.00 in Passive Pressure 250.0, psf/ft Water. height over heel _ ' 0.0 ft' • Soil Density 110.00 _ pcf Key Width _ .. Key Depth 12.00 in 0.00 in " FootingllSoil Friction. _ 0.300 Key Distance =rom Toe = 0.17 ft Wind on. Stem _. 23.4 psf Soil height to ignore F for passive pressure = . 12.00 in fc = 2,.00 psi Fy . = 60,000 psi Vertical component of active. Footing Concrete Density = 150.00 pcf lateral soil pressureoptions: Min. As ,% = 0.0018 NOT USED for Soil Pressure. Cover @.Top = 2.00 in @ Btm.= 3.00 in NOT USED for•Sliding. Resistance: ., . NOT USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem Adjacent Footing.Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footng Load = 0.0 lbs NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe _ 0.0 psf . Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding ,& Overturning • Wall to Ftg CL Dist = 0.00 ft - Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load _ . 0.0 lbs at Back of Wall Axial Live Load A.0 lbs Poisson's Rata = 0.300 - Axial Load Eccentricity. _, 0.0 in. *Design Summary Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2.33 0.00 _ Overturning 3.81 OK Wall Material Above "Ht" = Masonry Masonry t Sliding.. = 1.96 OK Thickness = 6.00 8.00 ' Rebar Size = # 5 # 5 Total Bearing Load = 3,634 _lbs. Rebar Spacing = 16.00 8.00 ...resultant ecc: = 8.33 in Rebar Placed at = Center Edge Design Data Soil Pressure @ Toe _, 1,436 psf OK fb/FB + fa/Fa - 0.891 0.583 _ Soil Pressure @ Heel = 94 psf OK Total Force @Section lbs = 226.1 531.1 Allowable = 1,500 psf Moment.... Actual ft-#= 601.4 1,454.1 Soil Pressure Less Than Allowable. ACI Factored @ Toe = • 1,700 psf Moment ..... Allowable ftp= 675.1 2,495.7 ACI Factored @ Heel _ 112 psf Shear..... Actual psi = 7.9 9.8 Footing Shear @ Toe = 1.8 psi OK Shear..... Allowable psi = 38.7. 38.7 Footing Shear, @ Heel = 2.9 psi OK Wall Weight psf = 58.0 78.0 Allowable . :' = 85:0 psi Rebar Depth 'd' in= 2.75. 5.25 SlidginCalcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 30.00 30.00 LAP SPLICE IF BELOW in= 30.00 Lateral Sliding Force = 708.1 lbs, HOOK EMBED INTO FTG in =" 10.50 less 100% Passive Force = 295.1 lbs Masonry Data less 100% Friction Force _ - 1,090.3 lbs fm psi= 1,500 1,500 Added Force Req'd = . 0.0 lbs OK Fs psi = 24,000 24,000 :..for 1.5; 1 Stability: _ 0:0 lbs OK Solid Grouting = Yes Yes Load Factors " Special Inspection = Yes Yes . Building Code UBC 1997 Modular Ratio'n' = 21.48. 21.48 Dead Load 1.200 Short Term Factor = 1.000 1.000 Live Load 1.600 Equiv. Solid Thick. in= 5.60 7.60 Earth, H. 1.600 Masonry Block Type = Medium Weight Wind, W, 1.300 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data fc psi= Fy psi = ``. B.G. Structural.Engineering, Inc. Title Rancho La Quinta • . - Page: 43-100 Cook Street, Suite 203. Job # 800.2807 Dsgnr: BG Date: .NOV 19,2007 Palm Desert, CA. 92211 .. Description.:.. (760) 568-3553 Voice 5'-0" Retaining Wall w/ 4'-t" Garden Wall (760) 568-5681 Fax This Wallin File: s:1rp-da:a1800.2807 rancho la quinta.rp5 " Retain Pro.2007 , 1 -Jan -2007, (c) 1989-2007 www.retafnpro.com/supportforlatestrelease ',=Cantilevered Retaining Wall Design Code: 1997 UBC Registration #': RP -1142015 2007000 Footing Design Results. y Toe Heel Factored Pressure. _ 1,700 112 psf ' Mu': Upward 93 0 ft-# Mu': Downward = 17 0 ft-# Mu: Design . _ 76 2,327 ft-# Actual 1 -Way Shear = . 1.78 2.94 psi ' Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spedd Toe: Not req'd, Mu < S * Fr - Heel Reinforcing = None Spedd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spedd Key: Not req'd, Mu < S * Fr Summa of Overturning,& Resisting Forces & Moments OVERTURNING..... .-..RESISTING ..... Force Distance Moment Force Distance Moment. Item lbs ft ft-# lbs ft ft-# Heel Active Pressure _ 665.5 2.06 1,367.9 Soil Over Heel = 2,15&.0 2.79. 6,013.6 Toe Active Pressure ' _ 758.8 0.61 -35.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load _, r Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 <' Load.@ Stem Above Soil = 161.4 8.33 * 844.9 Soil Over Toe = 12,2 0.08 1.0 Surcharge Over Toe = Stem Weight(s) = 58 ...9 0.44 260.3 Total _ 708.1' O.T.W Earth @ Stem Transitions= 45.0 = 2,176.9 Footing Weighl 0.75 36.7 = .8313 2.38 1,974.2 Resisting/Overtu'rning Ratio _ 3.81 Key Weight = 0.67 Vertical Loads used for Soil Pressure = 3,634.3 lbs Vert. Component = Total = 3,6343 lbs R.M.= 8,285.8 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES:, ... r PROJECT i' SHEET No. 8.Grim � JOB Vo. STRUCTURAL ENGINEERING: AM ENMEER BRIAN GOTTLIEB • B.G. Structural Engineering, Inc. - Top Stem. Title Rancho La Quinta Page: • 43-100 Cook Street, Suite 203 ` 2.48 OK ; Job # 800.2807 Dsgnr: BG Date: NOV 11,2007 Palm Desert, CA. 92211 ...resultant ecc. = Description.... Soil Pressure @ Toe = 1,354 psf OK (760) 568-3553 Voice 0 psf OK 2'-4" Retaining Wall w/ V-0" Garden Wall 1,500 psf . (760) 568-5681 Fax Allowable This Wall in File: s:\rp-data1E00.2807.rancho la quinta.rp5 Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 ' www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1142015 2007000 1.7 psi OK Footing Shear @ Heel . = 2.3 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Criteria 295.9 lbs less 100% Passive Force = 295.1 lbs FFooting Dimensions & Strengths. 551.7 lbs Soil Data 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Retained Height = 2.33 ft Allow Soil Bearing = 1,500.0 psf Toe Width 0.17 It 1.200 Equivalent Fluid Pressure Method Heel Width 3.33 Wall height above soil = 6.00 ft Heel Active Pressure 35.0 psf/ft _ Total Footing W'-dth 3.50 Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 35:0 psf/ft Footing Thickness = 14.00 in Height of Soil over Toe = 8.00 in Passive Pressure = 250.0 psf/ft Key Width - 12.00 in Water height over. heel = 0.0 ft Soil Density = 110.00 pcf _ Key Depth 0.00 in 1.00 Footin 911 Soil Friction = 0.300 - Key Distance from Toe - 0.17 It Wind on Stem = r 23.4 psf Soil height to ignore for passive pressure = 12.00 in fc = 2,500 psi Fy 60,000 psi Vertical component of active Footing Concrets Density _ 150.00 pcf lateral soil pressure options: Min. As % = 0.0018 NOT USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. NOT USED for Overturning Resistance: Surcharge Loads Lateral Load Applied to Stem -Surcharge Over Heel •- 0.0 psf Lateral Load = 0.0 #/ft NOT Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf .,,Height to Bottom = 0.00 It NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load - 0.0 lbs Axial Live Load - 0.0 lbs Axial Load Eccentricity = 0.0 in *Design Summary Top Stem. Wall Stability Ratios Design Height Above Ftc Overturning _ 2.48 OK ; Sliding = 2.86 OK Total Bearing Load_ • .: = 1,839 lbs. ...resultant ecc. = 10.13 in Soil Pressure @ Toe = 1,354 psf OK . Soil Pressure @ Heel ' = 0 psf OK Allowable = 1,500 psf . Soil Pressure Less Than Allowable ACI Factored @ Toe . _. 1,625 psf . ACI Factored @ Heel = 0 psf -' Footing Shear @ Toe = 1.7 psi OK Footing Shear @ Heel . = 2.3 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 295.9 lbs less 100% Passive Force = 295.1 lbs less 100% Friction Force = 551.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors 2.75 Building Code UBC 1997 Dead Load_ 1.200 Live Load 1.600 Earth, H ' 1.600 Wind, W ... 1.300 . Seismic, E 1.000 • . Stem Constructions Top Stem. OK Design Height Above Ftc ft= Stem 2.33 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data Stem OK fb/FB + fa/Fa = 0.71 Total Force @ Section lbs = 140.4 Moment.... Actual ft-#= 421.6 Moment..... Allowable ft-# = 592.3 Shear..... Actual psi = 4.8 Shear..... Allowable psi = 38.7 Wall Weight psf = 58.0 Rebar Depth 'd' in= 2.75 LAP SPLICE IF ABOVE in = 30.0 LAP SPLICE IF BELOW in = 30.0 HOOK EMBED INTO FTG in = Masonry Data • 10.50 fm psi= 1,50 Fs psi = 24,00 Solid Grouting = Ye Special Inspection = Ye Modular Ratio'n' = 21.4 Short Term Factor = 1.00 Equiv. Solid Thick. in= 5.6 Masonry Block Type = Medium Masonry Design Method = ASD Concrete Data fc psi = Fy psi = Adjacent Footing Load 2 0 0 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/Be ow Soil, = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 2nd Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge 0.827 227.9 . 821.1 . 993.0 4.0 19.4 78.0 5.25 30.00 • 10.50 1,500 0' 24,000• Yes Yes ' Yes No 8 21.48 0 1.000 0 7.60 Weight B.G. Structural Engineering, Inc. Title Rancho La Quinta Page; 43-100 Cook Street, Suite 203 Job # 800.2807 Dsgnr: B3 Date: NOV 11,2007. . Palm Desert, CA. 92211 Description.... (760) 568-3553 Voice 2'-4" Retaining Wall wl 6'-0" Garden Wall - (760) 568-5681 Fax This Wall in File: s:1rp-data1300.2807 rancho la quinta.rp5 Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 www.retainpro.com./suPportforlatestrelease . Cantilevered Retaining Wall Design' " Code:. 1997 UBC Registration # : RP -1142015 2007000 Footing Design -Results Toe Heel Factored Pressure = —.1,625 .. 0 psf Mu': Upward = 87 858 ft Mu": Downward . _ 'A 7 - 2,079 ft-# Mu: Design 70 .1,221 ft-# Actual 1 -Way Shear + " 1.65 . _ 2.33 psi ` Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing _. None Spec'd Toe: Not req'd, Mu < S " Fr Heel Reinforcing None Spec'd Heel: Not req'd, Mu < S ' Fr. . Key Reinforcing. _ None Spec'd Key: Not req'd, Mu < S ' Fr - Summa of Overturnin Resistinci Forces & Moments .....OVERTURNING..... .... .RESISTING..... . Force Distance Moment Force Distance Moment Item lbs ft ft -# lbs It ft-# Heel Active Pressure _ - 214.3 1.17... 250.0 Soil Over Heel _ 684.3 2.17 IA82.7 Toe Active Pressure = -58.8' . 0.61 -35.9 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 =` *' . 140.4. 6.50 912.6 Soil Over Toe = 12.2 0.08 1.0 Surcharge Over Toe = Stem Weight(s) = 529.9 0.45.., 236.1 " 'O.T.M. Earth @ Stem Transitions= 0.0 • 0.75 0.0 Total ; ,' - .; . 295.9 = 1,126.6 Footing Weight = 812.5 . 1.75 1,071.9 Resisting/Overturning Ratio ' • _ 2.48Key Weight = 0.67 Vert. Component Vertical Loads used for Soil Pressure = 1,839.0 lbs = Total = 1,839.0 lbs R.M.= 2,791.7. Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES:' ' B.G. Structural Engineering,"lnc. Title Rancho La Quinta Page: 43-100 Cook Street, Suite 203 Job # ; 800.2807 Dsgnr: BG Date: NOV 11,2007 . Palm Desert, CA. 92211 Description.... 3'-4" Retaining Wall w/ 6'-0" Garden Wall (760) 568-3553 Voice . (760) 568-5681 Fax This Wall in File: sArp-data1300.2807. rancho la quinta.rp5 Retain Pro 2007, 1 -Jan -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design. Code: 1997 UBC Registration # : RP -1142015 2007000 Criteria -� Footing Dimensions & Strengths Soil Data Retained Height = 3.33 ft Allow Soil Bearing = 1,500.0 psf Toe Width 0.17 ft 3.83 Equivalent Fluid Pressure Method Heel Width Wall height above soil = 6.00 ft Heel Active Pressure 35.0 psf/ft Total Footing Width - 4.00 . Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 14.00 in Height of Soil over Toe = - _8,00 in : Passive Pressure = 250.0 psf/ft - Key Width 12.00 in ht over.heel = 0.0 ft Water height Soil Density = 110.00 pcf - Key Depth 0.00 in FootingIlSoil Friction = 0.300, Key Distance from Toe = 0.17 ft Wind on Stem _ 23.4 psf Soil height to ignore for passive pressure = 12.00 in fc = 2;5G0 psi Fy = 60,000 psi Vertical component of active Footing Concrete Density 150.00 pcf lateral soil pressure options: Min. As % = 0.0018 NOT USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance: NOT USED for Overturning Resistance. �urcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe. = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity _ 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load - 0.0 lbs at Back of Wall . Axial Live Load = 0.0 lbs Poisson's Rati•3 _ 0.300 Axial Load Eccentricity ' = 0.0 in *Design Summary 'Stem Construction Top Stem 2nd Stem Ok Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.33 0.00 Overturning = 2.89 OK Wall Material Above "Ht" = Masonry Masonry Sliding = : 2.38 OK Thickness = 6.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load 2,481 lbs Rebar Spacing = 24.00 8.00 ...resultant ecc. = 9.81 in Rebar Placed at _ Center Edge ' Design Data Soil Pressure @Toe = 1,399 psf OK fb/FB + fa/Fa = 0.712 ossa Soil Pressure @ Heel ." _ 0 psf OK Total Force @ Section lbs = 140.4 327.0 Allowable _ 1,500 psf Moment.... Actual, ft-#- 421.6 1,103.4 Soil Pressure Less Than Allowable Moment..... Allowable ft-#= 592.3 1,247.8 • ACI Factored @ Toe = •1,679 psf ACI Factored @Heel _ 0 psf Shear..... Actual psi = 4.8 6.0 Footing Shear @Toe ° = 1.7 psi OK Shear.....Allowable .psi = 38.7 19.4 Footing Shear @ Heel = 2.3 psi OK Wall Weight 'd' psf = 58.0 78.0 '= 5.25 = Allowable 85.0 psi Rebar Depth in 2.75 _ Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in= 30.00 30.00 in= 30.00 Lateral Sliding Force _ 435.9 lbs HOOK EMBED INTO FTG in = 10.50 less 100% Passive Force = - 295.1 lbs Masonry Data less 100% Friction Force = - 744.3 lbs I'm psi= 1,500 1,500' Added Force Req'd =, 0.0 lbs OK Fs psi = 24,000 24,000 ...for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = Yes Yes Load Factors Special Inspection = Yes No Building Code UBC 1997 Modular Ration' 21.48 21.48 Dead Load 1.200 Short Term Factor - 1.000 1.000 Live Load 1.600 Equiv. Solid Thick. in= 5.60 7.60 Earth, H 1.600 Masonry Block Type = Medium Weight Wind, W1.300 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data fc psi = Fy psi = B.G. Structural tngineering, Inc.Title' Rancho La Quinta Page: 43-100 Cook Street, Suite 203 Job # 800.2807 Dsgnr: B Date: NOV 11,2007 Palm Desert, CA. 92211 ,. Description.... (760) 568-3553 Voice ' 3' -4" Retaining Wall w/ 6'-0" Garden Wall (760) 568-5681 Fax This Wallin File: s:lrp-data"800.2807 rancho la quinta.rp5 Retain Pro 2007 , 1 -Jan -2007, (c) 1989-2007 . www.retainpro•comisupport for latest release ° Cantilevered Retaining Wall Design Code: 1997 UBC Registration # : RP -1142015 2007000 Footing Design Results Toe Heel Factored Pressure = 1,679 0 psf Mu': Upward �- = 91 1,884 ft-# 'Mu': Downward. _ - 17 3,610 ft-# - Mu: Design = 74 1,726 ft-# Actual 1 -Way Shear = 1.74 2.29 psi Allow 1 -Way Shear _ 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spedd Heel: Not req'd, Mu < S * Fr Key Reinforcing =. None Spec'd Key: Not req'd, Mu < S * Fr " su mmary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment . . Item ; lbs It . ft-# lbs ft ft-# Heel Active Pressure _ 354.3 1.50 531.4 Soil Over Heel = 1,1609 2.42 2,805.6 • Toe Active Pressure = -58.8 0.61 -35.9 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 140.4 7:50 1,053.0 Soil Over Toe _ 12.2 0.08 1.0 Surcharge Over Toe = Stem Weight(s) = 60T9 0.45 275.1 '` 435.9 Earth @ Stem Transitions_ C1 = 1,548:5 0.75 0.0 . Total O.T.M.: Footing Weight = 700.0 2.00 '-.1,400.0 Resisting/Overturning Ratio = 2.89 Key Weight = 0.67 Vertical Loads used for Soil Pressure = '2,481.1. lbs Vert. Component = Total = 2,481.1 lbs R.M.= 4,481.8 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES:.