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12-0848 (BLCK)P.U. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 12-00000848 `- Property Address: 48801 SAN LUCAS ST APN: 658-310-001- - Application description: WALL/FENCE Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 2133 Applicant: Architect or Tit!t4..40" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT L ------------------ - U SEF 2 4 2012 OF LA LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business ap&yrofessionals Code, and my License is in full force and effect. yeense lass: B License No.: 786919 ✓/ Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Codel or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1 _ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT Owner: PAGE TOBY C C/O CANTOR & FITZGERALD 3811 TUTLE CREEK DR NO 16 DALLAS, TX 75219 Contractor: GOLDEN CONSTRUCTION INC, PAUL 73710 FRED WARING DR STE 101 PALM DESERT, CA 92260 (760)776-4215 Lic. No.: 786919 VOICE (760) 777 O12 FAX (760) 777-7 INSPECTIONS (760) 777-7153 Date: 9/21/12 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 7190501532 1 certify that, in the performance f the work for which this permit is issued, I shall not employ any person in any manner so to ecome subject to the workers' compensation laws of California, and agree that, if I s Id be me bject to the wort rs' compensation provisions of Section 370 of the Labor ode I a rthwith comply h eSe provisions. Date*' r Applicant: WARNING: FAILURE TO SECS RE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000)• IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that [h a information is correct. I agree to comply with all city and county ordinances and state laws relating to d' "I construction, and hereby authorize representatives of this cou to enter upon the above-mentioned ope for inspection purposes. Da Si nature (Applicant or Agent)- Application Number . . . . . 12-00000848 Permit . . . WALL/FENCE PERMIT Additional desc . Permit Fee . . . . 54.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 2133 Expiration Date . . 3/20/13 Qty Unit Charge Per Extension BASE FEE 45.00 1.00 9.0000 THOU BLDG 2,001-25,000 9.00 ---------------------------------------------------------------------------- Special Notes and Comments VARIOUS GARDEN WALLS AND RETAINING WALLS. RETAINING WALSS PER ENGINEERED DESIGN. 2010. CODES. ENGINEER: MICHAEL HACKER C56606 --------------------------------------------7------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 HOURLY PLAN CHECK 70.00 STRONG MOTION (SMI) - RES .50 Fee summary Charged Permit Fee Total 54.00 Plan Check Total .00 Other Fee Total. 71.50 Grand Total 125.50 LQPERMIT Paid Credited Due .00 .00 54.00 .00 .00 .00 .00 .00 71.50 .00 .00 125.50 Bin.# City of La Quinta B1110109 8i' Safety Divhfon P.O. Box 1504,78-49S Calle Tampico La.Qufnta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Perinit # 12'0 eA Project Address: Owner's Name�� A P. Number. Address:YI �� Legal Descripti • City, ST, Zip: Contractor.eater's s. Telephone: Ad MA Project Description: City, ST, Zip: Telephone: {A ? -!�_ State Lic. # : City Lic. #; Arch., Engr.,. Designer. Address: City, ST, Zip: � Telephone:w State Lic. #: Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: #Units: Name of Contact Person: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS UNE # Submittal Req'd Recd TRACMG PERMIT. FEES. Pl4n Sets 92 Plan Check submitted d I item Amount Strgctural Cates. Reviewed, ready for corrections Plan Check Deposit. . Truss C21cs• Called Contact Person �' ' Plan Check Balance. Tide 24 Calcs. Plans picked up r $ Construction Flood plain plan Plans resubmitted.. Mechanical Grading plan 2•4 Review, ready for correction ue Electrical Subcontactor List Called Contact Person y,Plumbing Grant Deed Pians picked up ML H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '^' Review, ready for correctionslissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit Issue Scbodl Fees Total Permit Fees ....� 24 ,� 7M AHEITEC C O N S U L T I N G NOTES: DESIGNED FOR 90 MPH EXP. C WIND PER CBC 2010 & ASCE 7-05. fm=1500psi w/NO SPECIAL INSPECTION CONCRETE BLOCK SHALL CONFORM TO ASTM C 90. USE "TYPE S" MORTAR PER ASTM C 270. USE ASTM A615 GRADE 40 STEEL. MIN. GRADE 60 FOR #5 BARS AND UP. GROUT STRENGTH TO BE 2000psi MIN. PER ASTM C 476. FOOTING CONCRETE: 2500psi MIN. Q 28 DAYS. USE TYPE V CEMENT. PROVIDE 3" MIN. CONCRETE REBAR COVER FOR ANY FOOTING CAST AGAINST NATURAL SOIL. USE SELECT BACKFILL SOIL PER SOILS ENGR. PROVIDE A ASTM C-33 %" GRAVEL SUBDRAIN AS SHOWN. WATERPROOF BACKFILL SIDE OF WALL. PROVIDE PROPER SHORING DURING CONSTRUCTION. www.heItecInc.com PROJECT: 42-575 Melanie Place, Suite H Palm Desert, California 92211 760.340.9060 Fax:760.340.9070 SHEET: 1 CALC'D: M.D.H. W.O.: 121701 #4 HORIZ. ® 24" O.C. 12" C.M.U. W/ #4 ® 32" 0. C. ® EDGE, SOLID GROUT 0. PAGE RESIDENCE 48801 SAN LUCAS STREET LA QUINTA, CALIFORNIA OF: 2 CHK'D: D.H. DATE: 08128112 o Q jj 4r. dwg N01-Lonnal a3/ Old3a J11,3jVSVINino br NO SCALE DRAIN NOTE. 1 CF/FT OF CLEAN COARSE GRAVEL W/ OPTION A OR 8 A) 4° DIA. PERFORATED PVC PIPE W/ 1% GRADIENT TO DRAIN 8) OMIT HEAD JOINTS IN FIRST COURSE ��i T � OQFtOFESS/ONgI U� v- � N 606 n SEP 0 � 2012 � `req C' vi: TF OF CM- v L --r- \.L-=- HEAC 42575 Melanie Place, Suite P Palm Desert, CA 92211 760.340.9060 Fax:760.340.9070 Title Page Residence Page: Job # 121701 Dsgnr: mdh Date: AUG 29,2012 Description.... 4' Retaining Wall This Wall in File: c:luserslmhackeAdocumentslretainpro9lb Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP -1166355 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 1,154 psf OK Retained Height = 4.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads 1,154 psf OK Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 42.0 psf Used for Sliding & Overturning ACI Factored @ Toe = 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 75.0 psi Wall Stability Ratios Lateral Sliding Force = Overturning = 3.31 OK Sliding = 1.98 OK Total Bearing Load = 1,533 Ibs ...resultant ecc. = 4.42 in Soil Pressure @ Toe = 1,154 psf OK Soil Pressure @ Heel = 72 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,616 psf ACI Factored @ Heel = 100 psf Footing Shear @ Toe = 2.8 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 314.2 lbs less 100% Passive Force= - 239.7 lbs less 100% Friction Force = - 383.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Lateral Load = Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Lateral Load = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load I Top Stem 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 Stem Construction I Top Stem Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 12.00 Rebar Size = # 4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.297 Total Force @ Section lbs = 225.7 QRpFESS/pN Moment.... Actual ft-# = 316.0 �p D. q� h'-96 c1, Moment..... Allowable = 1,065.6 h�`t �p� Shear..... Actual psi = 2.1 Shear..... Allowable psi = 19.4 w Z NQ: 55606�� Wall Weight = 124.0 EXR. 1 1- 1 Rebar Depth 'd' in = 9.00 LAP SPLICE IF ABOVE in = 24.00 ,pT Cf V0 - 9TF LAP SPLICE IF BELOW in = OF CA��FC� HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi = 20,000 Yes 21.48 = 1.000 in= 11.60 = Medium Weight = ASD Half -Stress option used. psi = psi = HEIYEC 42575 Melanie Place, Suite P Palm Desert, CA 92211 760.340.9060 Fax:760.340.9070 Title Page Residence Page: Job # 121701 Dsgnr: mdh Date: AUG 29,2012 Description.... 4' Retaining Wall This Wall in File: c:luserslmhacker\documentslretainpro9lb Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP -1166355 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths Toe Width = 0.25 ft Heel Width = 2.25 Total Footing Width = 2.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.92 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,616 100 psf Mu': Upward = 189 454 ft-# Mu': Downward = 47 929 ft-# Mu: Design = 142 475 ft-# Actual 1 -Way Shear = 2.81 3.80 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Adjacent Footing Load = Key Reinforcing = None Spec'd Adjacent Footing Load = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 375.0 1.67 625.0 Soil Over Heel = 550.0 1.88 1,031.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 41.7 0.56 -23.1 Surcharge Over Heel = Surcharge Over Toe = -19.1 0.83 -15.9 Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ' Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 18.3 0.13 2.3 Surcharge Over Toe = 10.5 0.13 1.3 Stem Weight(s) = 578.7 0.75 434.0 Earth @ Stem Transitions= Total = 314.2 O.T.M. = 585.9 Footing Weighl = 375.0 1.25 468.8 Resisting/Overturning Ratio = 3.31 Key Weight = 1.42 Vertical Loads used for Soil Pressure = 1,532.5 lbs Vert. Component = Total = 1,532.5 lbs R.M.= 1,937.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES jFtOFESS/pNq D. yq� w :� NU. b%061/' �t \T CIl- C A F OF ��FO HEITEC WWW heitecinc.com PROJECT: PAGE RESIDENCE 42-575 Melanie Place, Suite H 48801 SAN LUCAS STREET Palm Desert,Callfomla 92211 LA QUINTA, CALIFORNIA C O N S U L T I N G 760.340.9060 Fax:760.340.9070 SHEET: 2 OF: 2 CALC'D: M.D.H. CHK'D: D.H. W.O.: 121701 DATE: 08/28/12 NOTES: DESIGNED FOR 90 MPH EXP. C WIND PER CBC 2010 & ASCE 7-05. Pm=1500psi w/NO SPECIAL INSPECTION CONCRETE BLOCK SHALL CONFORM TO ASTM C 90. USE `TYPE S' MORTAR PER ASTM C 270. USE ASTM A615 GRADE 40 STEEL. MIN. GRADE 60 FOR #5 BARS AND UP. GROUT STRENGTH TO BE 2000psi MIN. PER ASTM C 476. FOOTING CONCRETE: 2500psi MIN. Q 28 DAYS. USE TYPE V CEMENT. PROVIDE 3' MIN. CONCRETE REBAR COVER FOR ANY FOOTING CAST AGAINST NATURAL SOIL. USE SELECT BACKFILL SOIL PER SOILS ENGR. PROVIDE A ASTM C-33 3/a GRAVEL SUBDRAIN AS SHOWN. WATERPROOF BACKFILL SIDE OF WALL. PROVIDE PROPER SHORING DURING CONSTRUCTION. EXIST. 6" SLUMP WALL & 8" C. M. U. W/ #5 ® 32" 0. C. ® EDGE, SOLID GROUT EMBED 6" INTO EXIST. CONC. FOOTING (DRILL & EPDXY) #5 @ 32" 0. C. �z 5.25" i to f4 CONT O I N W 1'-9" 1'-3- 3'-0" MIN. RETAINING WALL w/ EX. FOOTING NOTE. SPECIAL INSPECTION REQ'D FOR EPDXY DRAIN NOTE.• 1 CF/FT OF CLEAN COARSE GRAVEL W/ OPTION A OR 8 A) 4" DIA. PERFORATED PVC PIPE W/ 1% GRADIENT TO DRAIN QROFESS/py B) OMIT HEAD JOINTS IN FIRST COURSE �``O P�� D. V� m 560 R' E 'P.'12 1- 2 it ST9TF i v l\- 4r. dwg HEITEC 42575 Melanie Place, Suite P Palm Desert, CA 92211 760.340.9060 Fax:760.340.9070 Title Page Residence Page: Job # 121701 Dsgnr: mdh Date: AUG 29,2012 Description.... 4' Retaining Wall adjacent to existing wall This Wall in File: c:\userslmhackeAdocuments\retainpro914 Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration#: RP -1166355 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria 687 psf OK Retained Height = 4.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads 687 psf OK Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 42.0 psf Used for Sliding & Overturning ACI Factored @ Toe = 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 75.0 psi Wall Stability Ratios Lateral Sliding Force = Overturning = 4.41 OK Sliding = 1.97 OK Total Bearing Load = 1,516 lbs ...resultant ecc. = 2.16 in Soil Pressure @ Toe = 687 psf OK Soil Pressure @ Heel = 323 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 962 psf ACI Factored @ Heel = 453 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 314.2 lbs less 100% Passive Force= - 239.7 lbs less 100% Friction Force = - 379.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore The above lateral load for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load ' Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction ' Top Stem MMEA Load Factors Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data 1.600 fb/FB + fa/Fa = 0.412 Total Force @ Section lbs = 225.7 Moment.... Actual ft-# = 316.0 Moment..... Allowable = 766.6 Shear..... Actual psi = 3.6 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 = 7.00 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting psi = 1,500 psi = 20,000 Yes /QROFESS/plq\ ��o PSL D hqC� 2 U� 60 M m \T CIV1�- E OF CAl.�FO Modular Ratio 'n' 21.48 Load Factors Short Term Factor - 1.000 Building Code CBC 2010 Equiv. Solid Thick. in = 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Half -Stress option used. Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi = Seismic, E 1.000 Fy psi = /QROFESS/plq\ ��o PSL D hqC� 2 U� 60 M m \T CIV1�- E OF CAl.�FO `HEII'EC 42575 Melanie Place, Suite P Palm Desert, CA 92211 760.340.9060 Fax:760.340.9070 Title Page Residence Page: Job # 121701 Dsgnr: mdh Date: AUG 29,2012 Description.... 4' Retaining Wall adjacent to existing wall This Wall in File: c:luserslmhackerldocumentslretainpro9lb Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP -1166355 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 2.00 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.92 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Footing Design Results .....OVERTURNING..... Toe Heel Factored Pressure = 962 453 psf Mu': Upward = 610 605 ft-# Mu': Downward = 259 929 ft-# Mu: Design = 351 324 ft-# Actual 1 -Way Shear = 4.73 3.04 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 73.3 0.50 36.7 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 375.0 1.67 625.0 Soil Over Heel = 586.7 2.33 1,368.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -41.7 0.56 -23.1 Surcharge Over Heel = Surcharge Over Toe = -19.1 0.83 -15.9 Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 73.3 0.50 36.7 Surcharge Over Toe = 42.0 0.50 21.0 Stem Weight(s) = 364.0 1.33 485.4 Earth @ Stem Transitions = Total = 314.2 O.T.M. = 585.9 Footing Weighs = 450.0 1.50 675.0 Resisting/Overturning Ratio = 4.41 Key Weight = 1.42 Vertical Loads used for Soil Pressure = 1,516.0 lbs Vert. Component = Total = 1,516.0 lbs R.M.= 2,586.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: ,,,oFESS, D. hhy��c<2 " EXP. 1 1;1 1�1 sT9lF Q��\P C Ff A 71-780 San Jacinto Dr. Ste. E2, Rancho Mirage, Ca. 92270 ph. (760) 834-8860 fax (760) 834-8861 To: City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Attn: Kay Letter of Transmittal Today's Date: 9-10-12 City Due Date: ASAP Project Address: 48-801 San Lucas Plan Check #: 2nd 12-848 Comments: Structural content is approvable. ❑ Your Pickup Descriptions: Revised Struct. Plans Revised Struct. Calcs Revised Truss w/Ltr. Revised Soils Report Approved Structural Plans Approved Structural Calcs Approved Truss Calcs Approved Soils Report Other: Structural Plan Review Time =1.0 HRS _ . )(x This Material Sent for: Your Files ❑ Your Review r Checking y S�Q Z0,1r !❑ By: John W. Thompson Ra ' age Office : ® (760) 834-8860 Other: ❑ ® Per Your Request ❑ Approval ❑ At the request of: Submittal: ❑ 1st ❑ 4 t ® 2nd ❑ 5th ❑ 3`d ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) Includes: Descriptions: Includes: # Of Copies: ❑ Structural Plans ❑ ® 2 Structural Calculations ® 1 ❑ Truss Calcs ❑ ❑ Soils Report ❑ ❑ Structural P/C Comments ❑ ❑ Redlined Structural Plans ❑ ® 1 Redlined Structural Calcs ❑ ❑ Redlined Truss Calcs ❑ ❑ Redlined Soils Reports ❑ Comments: Structural content is approvable. ❑ Your Pickup Descriptions: Revised Struct. Plans Revised Struct. Calcs Revised Truss w/Ltr. Revised Soils Report Approved Structural Plans Approved Structural Calcs Approved Truss Calcs Approved Soils Report Other: Structural Plan Review Time =1.0 HRS _ . )(x This Material Sent for: Your Files ❑ Your Review r Checking y S�Q Z0,1r !❑ By: John W. Thompson Ra ' age Office : ® (760) 834-8860 Other: ❑ ® Per Your Request ❑ Approval ❑ At the request of: