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12-0205 (BLCK)P.O. BOX 1504 78495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 7 F T4h t44Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: AUSTIN ALAN LIVING TRUST 80760 VISTA BONITA TRAIL LA QUINTA, CA 92253 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/20/12 Contractor: 1.1 Applicant: Architect or Engineer: BRADSHAW CONSTRUCTION I U 46248 ROUDEL LN MAR 21 2012 LA QUINTA, CA 92253 (760) 347-4246 CIrYOF Lic. No.: 848057 �In,rA !^ Pr. -------------=----------------------------------------------------------------------------- - - - - -— LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B License No.: 848057 ate:ntractor: 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 Code) 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).: (_) 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, thb 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, 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 contractors) licensed pursuant to the Contractors' State License Law.). (_ ) 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 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 71950202311 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and gree that, if I should become subject to the workers' comp e t' on provisions of Section 37 0 of the LaborCall forthwith ply w', h those pr isions. atf, a licant: WARNI G: F LURE TO SECURE WORKERS' COMPENSATION COVERA 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, indemnify 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 the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby author'I presentatives of this cou ty t enter upon the above-mentioned property for inspection erpQses. a8 te. ature (Applicant or Agent): Application Number:12=0.0.000___205 Property Address: 53866 ROSS AVE APN: 767-200-998-41 -330761- Application description: WALL/FENCE Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 40825 7 F T4h t44Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: AUSTIN ALAN LIVING TRUST 80760 VISTA BONITA TRAIL LA QUINTA, CA 92253 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/20/12 Contractor: 1.1 Applicant: Architect or Engineer: BRADSHAW CONSTRUCTION I U 46248 ROUDEL LN MAR 21 2012 LA QUINTA, CA 92253 (760) 347-4246 CIrYOF Lic. No.: 848057 �In,rA !^ Pr. -------------=----------------------------------------------------------------------------- - - - - -— LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B License No.: 848057 ate:ntractor: 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 Code) 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).: (_) 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, thb 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, 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 contractors) licensed pursuant to the Contractors' State License Law.). (_ ) 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 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 71950202311 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and gree that, if I should become subject to the workers' comp e t' on provisions of Section 37 0 of the LaborCall forthwith ply w', h those pr isions. atf, a licant: WARNI G: F LURE TO SECURE WORKERS' COMPENSATION COVERA 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, indemnify 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 the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby author'I presentatives of this cou ty t enter upon the above-mentioned property for inspection erpQses. a8 te. ature (Applicant or Agent): Application Number .. . . . . 12-00000205 Permit WALL/FENCE PERMIT Additional desc . Permit Fee . . . . 356.00 Plan Check Fee 00 Issue Date . . . . Valuation . . . . 40825 Expiration Date 9/16/12 Qty Unit Charge Per Extension BASE FEE 252.00 16.00 6.5000 THOU BLDG 25,001-50,000 .104.00 ---------------------------------------------------------------------------- Special Notes and Comments 1,345 L.F. 6' GARDEN WALL,. 250 L.F. COMBO WALL, 3' RETAINING & 6' GARDEN, 14 L.F. 7' GARDEN WALL AND (2) 31X 31X 8' COLUMNS ALL PER APPROVED ENGINEERED PLANS. 2010 CODES. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 2.00 HOURLY PLAN CHECK 175.00 Fee summary Charged Paid Credited ----------------- Due ---------------------------------------- Permit Fee Total 356.00 .00 .00 356.00 Plan Check,Total .00 :00 .00 .00 Other Fee Total 177.00 .00' .00 177.00 Grand'Total 533.00 .00 .00 533.00 LQPERMIT Bink ®�. Ui BuiwS 8c Sarety 1)&w&1' ... , P.O. Box:. 1504;;7B495.Calle:Tamp1cd La.Quihta, CA 92253 -:(760) 777-7012 Building Pennit:AMIcatlon and Tracking Sheet Permit # �i Project Addles: - — �S U `�'.. Owner's Name: . i4H -R u St-I [v. A P. Number. .. Address: S'3 -8 fJCJ v �O Legal Description: City. ST. Zip: aq U 1`N 64 CK�_ oZcaZ J Contractor Telephone: Address: 7 tO CM. Project Description: City, ST, Zip: U '' S 3 G X1-)2 e t. Telephone: i 3 IV S� 4 t %/? ► ' ca Im State Lia # : O City Lic #: esigner Arch- Engr., Designer., - Address: o• /Q o3 X ' ► rel u m i'i S City, ST. zip: PA vH Set^ C % a 5 kg y 4.41 . a. Telephone: �O - l S State Lia #: II Name of Contact Person: 6 s SCe`� Construction Type: _ 00 xupancy: Project type (circle one): New Aid'n Alter Repair Demo Sq. Ft.: # Stories: # Unita: Telephone # of Contact Person: V -. — y Estimated Value of Project APPLICANT: DO NOT WRITE BELOW THIS. UNE sR Sabmlttal Req'd Recd TRACENG PERWY FM. Plan SNs c Plan Check submitted �� Item Amoral Structaial Calm e2 Reviewed, ready for corrections Pian Ck& Dgwsit. . Truss Calcs• Called Contact Person Pian Cheek Balance Titre 24 Cates. Plans picked up Contraction Flood plain plan Plans resubmltted.. Mechaalcal Giading plan Z'! Review, ready for correctionsfimue EleetrL al Subcoatactor List Called Contact Person Plumbing Grant Deed Pians picked up SALL H.O.A. Approval Plana resubmitted Gradleg Eq HOUSE.- 3" Review; ready for correctionalissoe DevdGpu Impact Fee Plsnaing Approval Called Contact Person A.%P.P. Pub. Wks. Appr - Date of permit Issue School Fees Total Permit Fees d,4U 3Tiy YOUNG ENGINEERING SERVICES www.valuengr:com 71-780 San Jacinto Dr., Ste. E2; Rancho Mirage,. Ca:.92270. ph,(760) 834-8860 faz (760) 834-8861 Letter of Transmittal To: City of La Quinta Today's Date: 3-14-12 78-495 Calle Tampico City Due Date: 3-14-12 La Quinta, CA 92253 Project Address: 53-866 Ross Attn: Kay Plan Check #: 12-205 Submittal: ® 1St ❑ 4th ❑ 2nd ❑ 5th ❑ 3`d ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descrptions: Copies: Copies: ® 1 Structural Plans ❑ Revised Plans ® 1 Structural Calculations ❑ Revised Struct. Calcs ❑ Truss Calculations ❑ Revised Truss ❑ Soils Report ❑ Revised Soils Report ❑ Structural Comment List ❑ Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ® 2 Other: Expansion Joint Detail S/S1.1 Comments: Structural content is approvable; Engineer of Record to sign structural plan sheets. Structural Plan Review Time = Hrs. - " �,e�Q�--rte Si-e� �df E—=7 -7�7J L -r - This Material Sent for: ❑ Your Files ® Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ By: John W. Thompson Rancho Mirage Office: ® (760) 834-8860 0 lIJ Other: ElLI U L� MAR 2 0 2012 By r PRO= *W " AUSTIN RESIDENCE B.G. I= NO. 821.74 ADDED GENERAL DTL STRUCTURAL ENGINEERING � 3-,4-20,2 (EXPANSION JOINT DTQ BRIAN GOTTLIEB Y SEE ARCH DRAWINGS FOR CAULKING -, Ll NOTE, ENGINEER AND ARCHITECT MUST REVIEW THE L❑CATI❑N OF THE EXPANSI❑N J❑INT PRI❑R TO C❑NSTRUCTI❑N 1/2' VERT J❑INT FULL HEIGHT OF WALL & F❑❑TING CONCRETE BLOCK - GROUTED SOLID (1)-#5 VERT EA SIDE OF JOINT PREMOLD RUBBER JOINT STOP @ UNDERSIDE OF BOND EEAM - SEE. ARCH NOTE, PR❑VIDE CONTROL J❑INT @ 25'-0' ❑C (MAX) - SEE ARCH S-1 � GENERAL DETAIL �QROFESS/OA" m l m No. C330477N z �TF OF CA1.1FO!-�1 ADDED GENERAL DETAIL EXPANSI❑N J❑I-NT AUSTIN RESIDENCE JOB # 821.74 DATE, MARCH 14, 2012 F9 -MAS -8 I II mom Ili% II,� 'lli h lr� V`t,14-4- IR r ♦ r 1.•9Qov-�.^;c'�,000�000,..oan� �f.a, MinsIMP!, - :��'Qt•�^�rn�'^�11• x,:0'_1. Alllie. fit v i r r t r • Nil Fo- I NJ Lq I I I'' A,00 1wvo B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax Austin Residence RECEIVED �I 3Y: SA Design Group, Inc. PO BOX 10690 Palm Desert, Ca. 92255 Job Number: 821.74 March 2, 2012 CITY OVA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE .S 110 1 201t BY VALID ONLY IF SIGNED IN RED PROJECT SHEET No. AUSTIN RESIDENCE 13. G. im NO. 821.74 ffol STRUCTURAL ENGINEERING DNEER BRIAN O 12 WALL "G" BRIAN GOTTLIEB � 6' CONC BLK W/ #4 8 24' OC VERT & #4 e 24' OC HORIZ - SOLID GROUT ALL CELLS 6' CONC BLK W/ #5 E 24' OC VERT & #4 2 24' OC HORIZ - SOLID GROUT ALL CELLS --, 2'-6' MIN LAP #5 0 24' CC #4 CONT es)FESsio, GO? <i Z C m m CLI •i_ n��n�� W a * EXP 6-30-12 �clvo- TgTFOFCAL -d FG FG SPECIAL INSPECTION REQUIRED BY APPROVED SPECIAL INSPECTOR FOR MASONRY APPLICATION WEEP HOLES TO BE (PROVIDED E SITE WALLS BY OMITTING HEAD JOINT IN FIRST COURSE E 32' OC #5 2 24' OC • e I ! 1 f i 2'-S' 21-10, AUSTIN RESIDENCE WALL 'G' JOB # 821.74 DATE, MARCH 2, 2012 (U #4 @ IS' CC no-a"Lr>I2 WALL ''G' Smty KTZ B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice 760 568 5681 FAX Title Austin Residence Page: Job # 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall G - 5'-6" Property Line Garden Wall ( ) This Wall in File: s:\rp-data\horton 821-74.rp5 RetainPro 10 (c) 1987-2011, Build 10.12.1.25 License: KW-06059942 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To : B.G. Structural Engineering, Inc. Criteria Retained Height = 1.83 ft Wall height above soil = 5.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 16.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning - 2.32 OK Sliding - 4.83 OK Total Bearing Load = 1,394 Ibs ...resultant ecc. = 8.69 in Soil Pressure @ Toe = 1,340 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,608 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 1.3 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 262.0 Ibs less 100% Passive Force = - 709.2 Ibs less 100% Friction Force = - 557.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors --- Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 17.4 psf Stem Construction 1 Design Height Above Ftc ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing - Rebar Placed at - Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable ft-#= Shear..... Actual psi= Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 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 Top Stem_ Stem OK 3.33 Masonry 6.00 # 4 24.00 Center 2nd _ Stem OK 0.00 Masonry 6.00 # 5 24.00 Center 0.282 0.801 69.7 154.5 139.4 474.5 494.7 592.3 2.1 4.7 38.7 38.7 58.0 58.0 2.75 2.75 24.00 45.00 24.00 10.50 psi= 1,500 1,500 psI= 24,000 24,000 = Yes Yes - n/a No = 21.48 21.48 - 1.000 1.000 n = 5.60 5.60 = Medium Weight = ASD psi = psi = B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice (760) 568-5681 FAX Title : Austin Residence Page: Job # : 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall G - 5'-6" Property Line Garden Wall This Wall in File: sArp-datalhorton 821-74.rp5 Rota inPro 10 (c) 1987-2011, Build 10.12.1.26 License: KW-06059942 Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08 License To : B.G. Structural Engineering, Inc. Footing Dimensions & Strengths Toe Width = 0.17 ft Heel Width = 2.67 Total Footing Width = 2.83 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.17 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,608 0 psf Mu': Upward = 12 0 ft-# Mu': Downward = 3 4 ft-# Mu: Design = 9 4 ft-# Actual 1-Way Shear = 1.31 1.60 psi Allow 1-Way Shear = 75.00 75 00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 0.00 in 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 Stimmary of Overturning & Resisting Forces & Moments Y .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft_# Heel Active Pressure = 166.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 95.7 1.03 170.9 5.83 558.2 Total 262.0 O.T.M. 729.2 Resisting/Overturning Ratio = 2.32 Vertical Loads used for Soil Pressure = 1,393.6 Ibs DESIGNER NOTES. Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weighl = Key Weight = Vert. Component = 436.9 1.75 764.8 436.9 0.08 425.3 0.42 531.4 1.42 0.67 177.4 753.0 Total = 1,393.6 Ibs R.M.= 1,695.2 "Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. PROJECT — SHEET ft AUSTIN -RESIDENCE �j J0° HO• 821.74 rrEw DATE STRUCTURAL ENGINEERING EER BRIAN O 12 WALL "H" BRIAN GOTTLIEB W r� #4 2 18' OC WALL 'H' Sc tea N.T.S. SPECIAL INSPECTION REQUIRED BY APPROVED SPECIAL INSPECTOR FOR MASONRY APPLICATION 6' CONC BLK W/ #4 2 24' OC VERT & #4 2 24' OC HORIZ - SOLID GROUT ALL CELLS WEEP HOLES TO BE (PROVIDED 2 SITE WALLS BY OMITTING HEAD JOINT IN FIRST COURSE 2 32' OC 8' CONC BLK W/ #5 8 24' OC VERT & #4 2 24' OC HORIZ - SOLID GROUT ALL CELLS --�, 2'-6' MIN LAP #5224'CC #5 2 24. OC #4 CONT i 2'-2' I I 10' AUSTIN RESIDENCE WALL 'H' JOB # 821.74 DATEi MARCH 2, 2012 2%" 2' #4 CONT 9C33047'C'Nr QROFESSIOlF OF CAOFCR B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice (7601568-5681 FAX Title :Austin Residence Page: Job # : 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall H - 5'-6" Property Line Garden Wall -Retaining This Wall in File: s:\rp-data\horton 821-74.rp5 RetainPro 10 (c) 1987-2011, Build 10.12.1.25 License: KW-06059942 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To : B.G. Structural Engineering, Inc. Criteria Retained Height = 4.33 ft Wall height above soil = 3.00 ft Slope Behind Wall = 0,00 : 1 Height of Soil over Toe = 22.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.69 OK Sliding = 2.55 OK Total Bearing Load = 1,152 Ibs ...resultant ecc. = 8.07 in Soil Pressure @ Toe = 928 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,114 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 1.3 psi OK Footing Shear @ Heel = 0.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 597.1 Ibs less 100% Passive Force = - 1,063.4 Ibs less 100% Friction Force = - 460.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to Top - 0.00 ft ...Height to Bottom - 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 17.4 psf Stem Construction Design Height Above Ftg ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs Moment.... Actual ft-# Moment..... Allowable ft-# Shear..... Actual psi Shear..... Allowable psi Wall Weight psf Rebar Depth 'd' in LAP SPLICE IF ABOVE in LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Adjacent Footing Load Adjacent Footing Load = 0.0lbs 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 _Top Stem 2nd Stem OK Stem OK = 3.67 0.00 Masonry Masonry 6.00 8.00 # 4 # 5 = 24.00 24.00 Center Edge 0.231 = 59.8 114.4 = 494.7 = 1.8 = 38.7 58.0 = 2.75 24.00 = 24.00 = 10.50 0.526 380.3 777.9 1,477.5 6.0 38.7 78.0 5.25 30.00 psi= 1,500 1,500 psi= 24,000 24,000 = Yes Yes - n/a No = 21.48 21.48 = 1.000 1.000 i n = 5.60 7.60 = Medium Weight = ASD psi = psi = B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice (7601 568-5681 FAX Title : Austin Residence Page: Job # 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall H - 5'-6" Property Line Garden Wall - Retaining This Wall in File: s:1rp-datalho►ton 821-74.rp5 RetainPro 10 (c) 1987-2011, Buifd 10.12.1.25 License : KW-06059942 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To : B.G. Structural Engineering, Inc. Footing Dimensions & Strengths Toe Width = 2.17 ft Heel Width = 0.83 Total Footing Width = 3.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,114 0 psf Mu': Upward = 15 0 ft-# Mu': Downward = 6 11 ft-# Mu: Design = 9 11 ft-# Actual 1-Way Shear = 1.26 0.88 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 0.00 in 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 Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 544.9 1.86 1,013.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 52.2 7.08 369.6 Total 597.1 O.T.M. 1,383.1 Resisting/Overturning Ratio = 1.69 Vertical Loads used for Soil Pressure = 1,152.4 Ibs DESIGNER NOTES. Soil Over Heel = 79.2 2.92 231.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load on Stem = Soil Over Toe = 79.2 1.08 Surcharge Over Toe = Stem Weight(s) = 498.5 2.46 1,228.8 Earth @ Stem Transitions= 12.1 2.75 33.3 Footing Weighi = 562.5 1.50 843.8 Key Weight = 2.50 Vert. Component = Total = 1,152.4 Ibs R.M.= 2,336.9 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. -rao.lecr - - - - — -- -- - sNmr No. AUSTIN RESIDENCE E3 4 G. JOB "a 821.74 WALL »I» STRUCTURAL ENGINEERING DATE BRIAN2012 GOTTLIEB 6' CONC BLK W/ #4 2 24' OC VERT & #4 2 24' OC HORIZ — SOLID GROUT ALL CELLS --, 6' CONC BLK W/ #5 2 4 24' OC VERT & #4 2 24' OC HORIZ — SOLID GROUT ALL CELLS FG 1 �I'. #5 a 24' CC n (2)—#4 CONT WALL 'I' Senla N.T.S. SPECIAL INSPECTION REQUIRED BY APPROVED SPECIAL INSPECTOR FOR MASONRY APPLICATION WEEP HOLES TO BE PROVIDED 2 SITE WALLS BY OMITTING HEAD JOINT IN FIRST COURSE 2 32' OC FG AUSTIN RESIDENCE WALL 'I' JOB .# 821.74 DATEI MARCH 2, 2012 x a E (3)—#4 CONT (l)—#4 CONT K QVLOFESSIO+V GO Ace NoPC3307 6-0-132 2* z " TFOFCAO- - B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice FAX Title Austin Residence Page: Job # 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall 1- 6'-0" Garden Wall (760) 568-5681 This Wall in File: s:\rp-data\horton 821-74.rp5 RetainPro 10 (c) 1987-2011, Build 10.12.1.25 License: KW-06059942 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To : B.G. Structural Engineering, Inc. Criteria Retained Height = 1.33 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 16.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.84 OK Sliding = 5.01 OK Total Bearing Load = 997 Ibs ...resultant ecc. = 7.08 in Soil Pressure @ Toe = 1,152 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,382 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear @ Heel = 2.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 221.2 Ibs less 100% Passive Force = - 709.2 Ibs less 100% Friction Force = - 398.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in F�ateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom - 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 17.4 psf Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Thickness - Rebar Size = Rebar Spacing = Reber Placed at - Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data - fc Fy 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 Top Stem 2nd Stem OK Stem OK 2.67 0.00 Masonry Masonry 6.00 6.00 # 4 # 5 24.00 24.00 Center Center 0.382 0.787 81.1 135.5 189.2 466.2 494.7 592.3 2.5 4.1 38.7 38.7 58.0 58.0 2.75 2.75 24.00 30.00 24.00 10.50 psi= 1,500 1,500 psi = 24,000 24,000 - Yes Yes = n/a No = 21.48 21.48 - 1.000 1.000 in= 5.60 5.60 = Medium Weight = ASD psi = psi = B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice 17601568-5681 FAX Title Austin Residence Page: Job # : 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall I- V-0" Garden Wall This Wall in File: s:lrp-datMhorton 821-74.rp5 RetainPro 10 (c) 1987-2011, Build 10.12.1.25 License: KW-06059942 Cantilevered Retaining Wall Design erode: CBC 2010,AC1 318-08,AC1 530-08 License To : B.G. Structural Engineering, Inc. Footing Dimensions & Strengths Toe Width = 0.92 ft Heel Width = 1.42 Total Footing Width = 2.33 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.83 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,382 0 psf Mu': Upward = 11 0 ft-# Mu': Downward = 3 3 ft-# Mu: Design = 7 3 ft-# Actual 1-Way Shear = 3.70 2.19 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 0.00 in 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 Overturnina & Resistinci Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# lbs ft ft-# Heel Active Pressure = 116.8 0.86 100.5 Soil Over Heel = 134.4 1.88 252.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 104.4 5.58 582.9 ' Axial Live Load on Stem = - Soil Over Toe = 134.4 0.46 Surcharge Over Toe = Total 221.2 O.T.M. 683.4 Stem Weight(s) = 425.3 1.17 496.3 Earth @ Stem Transitions= Footing Weighi = 437.6 1.17 510.6 Resisting/Overturning Ratio = 1.84 Key Weight = 1.33 Vertical Loads used for Soil Pressure = 997.3 Ibs Vert. Component = Total = 997.3 Ibs R.M.= 1,259.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES. PROJECT SHEET Na AUSTIN RESIDENCEB. G. X8 No. 821.74 ffm WALL °K" STRUCTURAL ENGINEERING °� AN 3-2-2012 BRIAN GOTTLIEB I I `I I V I I 1 CAP — SEE ARCH I � A STONE VENEER I I — SEE ARCH IJ I E SPECIAL INSPECTION REQUIRED BY APPROVED I I SPECIAL INSPECTOR FOR MASONRY APPLICATION 8' CONC BLK W/ #4 a 24' OC VERT & #4 2 I I 24' OC HORIZ— SOLID V 1 I GROUT ALL CELLS I I 'I WEEP HOLES TO BE I PROVIDED 2 SITE WALLS BY I OMITTING HEAD JOINT IN FIRST COURSE 2 32' OC STONE VENEER — SEE ARCH 14 I 1 1 1 I I Y 8' CONC BLK W/ #5 2 I II 8' OC VERT & #4 2 j� IE 24' OC HORIZ — SOLID GROUT ALL CELLS I I j ! IA 00 � I FG i I FG N i #5 2 8 OC (2)-#4 CUNT WALL 'K' Scala KTS. 4 4' d d 1'-5' Imo. 4 � a4 A �. 3'-6' AUSTIN RESIDENCE WALL 'K' JOB # 821.74 DATEi MARCH 2, 2012 (3)-#4 CONT CUNT Q�OFESSION h�4wo .G 0 cDLU m m N0. C33047 " * EXP 6-30-12 owl- FOFGA� F 5 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 568-3553 Voice (7601568-5681 FAX Title ; Austin Residence Page: Job # 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall K - 7'-0" Garden Wall This Wall in File: sArp-dataftrton 821-74.rp5 RetainPro 10 (c) 1987.2011, Build 10.12.1.25 License : KW-06059942 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To: B.G. Structural Engineering, Inc. Criteria Retained Height = 1.00 ft Wall height above soil = 7.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft j 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 = 1.77 OK Sliding = 3.18 OK Total Bearing Load 1,436 Ibs ...resultant ecc. = 11.31 in Soil Pressure @ Toe = 1,185 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,422 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 3.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 340.6 Ibs less 100% Passive Force = - 507.8 Ibs less 100% Friction Force = - 574.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors -- - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 36.0 psf Stem Construction ' _ Design Height Above Fte ft= Wall Material Above "Ht" _ Thickness - Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data - fm Fs Solid Grouting Use Half Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data - - fc Fy p Stem Adjacent Footing Load Adjacent Footing Load 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 OK 2.67 Masonry 8.00 # 5 24.00 Center 2nd Stem OK 0.00 Masonry 8.00 # 5 8.00 Center 0.517 0.812 191.9 269.5 511.4 1,139.8 988.8 1,404.1 4.3 6.0 38.7 38.7 78.0 78.0 3.75 3.75 30.00 45.00 30.00 10.50 psi = 1,500 1,500 psi = 24,000 24,000 = Yes Yes = n/a No = 21.48 21.48 = 1.000 1.000 in = 7.60 7.60 = Medium Weight = ASD psi = psi = B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 (760) 56"553 Voice (760) 568-5681 FAX Title Austin Residence Page: Job # : 821.74 Dsgnr: BG Date: 28 FEB 2012 Description.... Wall K - 7'-0" Garden Wall This Wall in File: s:lrp-datalhorton 821-74.rp5 RetainPro 10 (c) 1987.2011, Build 10.12.1.25 License: KW-06059942 Cantilevered Retaining Wall Design :ode: CBC 201 O,ACI 318-08,ACI 530-08 License To : B.G. Structural Engineering, Inc. Footing Dimensions & Strengths Toe Width = 1.42 ft Heel Width = 2.08 Total Footing Width = 3.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 1.33 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,422 0 psf Mu': Upward = 19 0 ft-# Mu': Downward = 5 5 ft-# Mu: Design = 14 5 ft-# Actual 1-Way Shear = 6.22 3.15 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 0.00 in 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 Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 88.6 0.75 66.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 252.0 5.75 1,449.0 Total 340.6 O.T.M. 1,515.4 Resist! nglOverturn1ng Ratio = 1.77 Vertical Loads used for Soil Pressure = 1,436.1 Ibs DESIGNER NOTES: Soil Over Heel = 155.8 2•79 435.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 155.8 0.71 Surcharge Over Toe = Stem Weight(s) = 624.0 1.75 1,092.0 Earth @ Stem Transitions= Footing Weight = 656.3 1.75 1,148.4 Key Weight = 1.83 Vert. Component = Total = 1,436.1 Ibs R.M.= 2,675.5 * Axial live load NOT included in resistance, but is included for soil total displayed or used for overturning pressure calculation. PBo= SHEET No. AUSTIN RESIDENCE 13. G JOB Na 821.74 ffm°�M " NOmm STRUCTURAL ENGINEERING H PILASTER 3-2-2012 BRIAN GOTTLIEB (1)-#4 CONT PILASTER "M" Scala KT.& FG CONC CAP - SEE ARCH FG a _ I . • _ de . d SECTION VIEW AUSTIN RESIDENCE PILASTER 'M' JOB # 821.74 DATEi MARCH 2, 2012 i .11C to—tot 22'xl'-10' MASONRY PILASTER W/ (4)-#5 VERT W/ #3 TIES 2 8' OC GROUT SOLID 22'xl'-10' MASONRY PILASTER W/ (4)-#5 VERT W/ #3 TIES 2 8' OC GROUT SOLID (4)-#5 VERT W/ 30' MIN LAP (6)-#5 EA WAY r (l)-#4 CONT -� * 1 EXP 6-30-12 ' T-c -1v � \ F OF CAl-T- PROJECT Austin Residence 'TEM Pilaster "M" Seismic Coefficient 2010 CBC B.G. STRUCTURAL - ENGINEERING Fp max = 1.6 Sds I Wp = 1.6 x 1.0 x 1.0 Wp = 1.6 Wp Fp min = 0.3 Sds Wp = 0.3 x 1.0 Wp = 0.3 Wp Fp = 0.4 ap Sds Wp (1 + 2 z/h) / (Rp/lp) = 0.4 x 1.0 xl.O Wp (1 + 2 (1) / (2.5/1) = 0.48 Wp / 1.4 = 0.343 Wp(ASD) SHEET NO. JOB NO. 821.74 DATE Feb. 2012 ENGINEER BG Austin Residence 821.74 PILASTER DESIGN - 2010 CBC Allowable SBP = 1500 psf Active press. = 35 pcf Pilaster number: M W =` 1.833 ft. H = 6.67 ft- c = 1.33 ft. t = 1.25 ft. b= 4ft. Density = 135 pcf Seismic Coeff. = 0.343 Veneer Tickness = 1 Add'I Vert. Wgt. = 250 Add'I Lat. Force =; 0 H lat. = 0 Retaining Hgt. _: 0 Weights: Stability: Soil Bearing: Pilaster = 4519 lbs. Footing = 3000 lbs. Ptotal = 7519 lbs. OTM = 8157.705 ft. RM = 13837 F.S. = 1.70 > 1.5 O.K. X = 0.755 e = 1.245 In/Out = OUT SBP = 1659 psf O.K. Stem Moment: Mmax = 6199'Ibs. USE: (4)-#5 Vert. Special Inspection: N Mm = 16763 ft-lbs Ms = 21545 ft-lbs (H) (c) Pilaster M in Veneer Retain Hgt. (t) MASONRY SECTION DESIGN Section M f, = 1500 psi Special Inspection ? N (Y/N) Fb = 250 psi Fs = 24000 psi ER, = 1125000 psi ES = 29000000 psi n = 25.8 Masonry Capacity Steel Capacity k = 0.257 MR, = 16763.5 ft-lb Mg = 21545.1 ft-lb Allowable Moment M.11. = 16763.5 ft-lb b= 19 d= 19 bar size = #5 area per bar = 0.31 # of bars = 2 P = 0.001717 np = 0.044 As = 0.62 j = 0.914 in in in` in Austin Residence 821.74 PILASTER DESIGN - 2010 CBC Allowable SBP = 1500 psf Active press. = 35 pcf Pilaster number:; N W=i 2.83ft. H=; 8ft. c= -1 t - 1.25 ft. b = 5.5 ft. Density = 135 pcf Seismic Coeff. = 0.343 i Veneer Tickness = 3 Add'I Vert. Wgt. _ 250 Add'I Lat. Force =. 0 H lat. _• 0 Retaining Hgt. _ _ 0 Weights: Stability: Soil Bearing: Pilaster = 13577 lbs. Footing = 5672 lbs. Ptotal = 19249 lbs. OTM = 26809.9 ft. RM = 49815 F.S. = 1.86 > 1.5 O.K. X = 1.195 e = 1.555 In/Out = OUT SBP = 1952 psf O.K. Stem Moment: Mmax = 20956 'Ibs. USE: (8)-#5 Vert. Special Inspection: N Mm = 57875 ft-lbs Ms— 53820 ft-lbs (H) (c) Pilaster M in Veneer Retain Hgt. (t) MASONRY SECTION DESIGN Section N fR, = 1500 psi Special Inspection ? N (Y/N) Fb = 250 psi Fs = 24000 psi ER, = 1125000 psi Eg = 29000000 psi n = 25.8 Masonry Capacity Steel Capacity k = 0.200 Mn, = 57875.5 ft-lb Ms = 53819.7 ft-lb Allowable Moment Maiiow = 53819.7 ft-lb b= 31 d= 31 bar size = #5 area per bar = 0.31 # of bars = 3 P = 0.000968 nP = 0.025 As = 0.93 j = 0.933 in in in` in PROJECT SHEET No. AUSTIN RESIDENCE B. 0Jg NO. 821.74 "E" °ATE 3-2-2012 PILASTER "N" STRUCTURAL ENGINEERING I DaHEER BRIAN GOTTLIEB cmV/ab-ftvw W/03 T=t rOC - smn G=ff ALL M e —=M= PLAN VIEW r CAP — sm Nml 2mm VEIEE'R -smN= I I V/ 03 T= 0 V CC — zxm O�lF PILASTER 'N' ScnlN N.T.S. GATE STAKWM •fir -.I � CM C PRE FMnM • I • ' PLATE VE"iA0'W-W . CO-04 VE W V/ #3 TIM ! Er DC .. AUSTIN RESIDENCE PILASTER 'N' JOB # 821.74 DATEi MARCH 2, 2012 r WE — sr OIFERt ep�oFFssrp�, G02- *w 4:NoPC33047 X6-0-1E32 ycl) �TgTFOFCAV�0" / PROJECT SHEET NO. Austin Residence B.G. STRUCTURAL JOB NO. 821.74 ITEM OAS Entry Gate ENGINEERING Feb. 2012 ENGINEER Z-I B.G. Structural Engineering, Inc. Title: Austin Residence Job # 821.74 43-100 Cook Street, Suite 203 Engineer: BG Palm Desert, CA. 92211 Project Desc.: 1-760-568-3553 Voice 1-760-586-5681 Fax Project Notes Steel Column Description : Gate Column General Information Printed: 28 FEM11 3:24 PM ,.. ,. f- i..F'tiF �? rw.':r7r„•y. i�4-2J�-Yewe�S.7 ..5, =iCllu i nI nMWN n w I L�r_ h -4.nr14n 1.4- . Steel Section Name: HSS6X6X3/8 Analysis Method : Allowable Stress Steel Stress Grade Fy : Steel Yield 46.0 ksi E: Elastic Bending Modulus 19,000.0 ksi Load Combination: 20091BC&ASCE7-05 Applied Loads Column self weight included: 226.10 Ibs ` Dead Load Factor AXIAL LOADS ... Axial Load at 8.250 ft, D = 0.70 k BENDING LOADS ... Moment acting about X-X axis, E = 4.20 k-ft DESIGN SUMMARY Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height 8.250 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.25 ft, K = 2.1 Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling = 8.25 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. tsenaing & snear cnecK Kesuirs PASS Max. Axial+Bending Stress Ratio = 0.08626 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa : Axial 0.9261 k Bottom along Y-Y 0.0 k Pn I Omega: Allowable 89.098 k Ma-x : Applied 2.940 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega: Allowable 36.267 k-ft Along Y-Y-0.3221 in at for load combination : E Only Ma-y :Applied 0.0 k-ft Mn-y I Omega: Allowable 36.267 k-ft Along X-X 0.0 in at for load combination : PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are.. . Va : Applied 0.0 k Vn I Omega: Allowable 0.0 k Load Combination Results Load Combination 8.250ft above base Maximum Axial + Bend ing Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +D 0.010 PASS 0.00 ft 0.000 +D+0.70E+H 0.086 PASS 0.00 ft 0.000 +D+0,750Lr+0.750L+0.5250E+H 0.066 PASS 5.37 ft 0.000 +D+0.750L+0.750S+0.5250E+H 0.066 PASS 5.37 ft 0.000 +0.60D+0.70E+H 0.084 PASS 0.00 ft 0.000 Maximum_ Reactions - Unfactored X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top ❑ Only k k E Only k k D+E k k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in E Only 0.0000 in 0.000 ft -0.322 in D+E 0.0000 in 0.000 ft -0.318 in Steel Section Properties : HSS6X6X3/8 0.000 ft 8.250 ft 8.195 ft O.Oft above base PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base 0.926 k k 0.926 k S B,G, Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA, 92211 1-760-568-3553 Voice 1-760-586-5681 Fax Steel Column LU Description : Gate Column Steel Section Properties : HSS6X6X318 Depth 6.000 in I xx Web Thick = 0.000 in S xx Flange Width - 6.000 in R xx Flange Thick - 0.375 in Area = 7.580 in^2 I yy Weight - 27.406 plf S yy R yy Ycg = 0,000 in x Title: Austin Residence Job # 821.74 Engineer: BG Project Desc.: Project Notes Printed: 28 FEB 2012- 3:24PM ENERCALC, INC,19a2011, Build:6.12.01.12. Ver:6.12.01.12 = 39.50In^4 J - = 13.20 in^3 = 2.280 in 39,500 inA4 = 13.200 inA3 2.280 in Loads Loads are total entered valve. Arrows do nol refiea ahealuie dlracUon, B.G. Structural Engineering, Inc. Title: Austin Residence Job # 821.74 43-100 Cook Street, Suite 203 Engineer: BG Palm Desert, CA. 92211 Project Desc.: 1-760-568-3553 Voice 1-760-586-5681 Fax Project Notes Pole Footing Embedded in Soil Description : Gate Column Footing General Information Pole Footing Shape Footing Diameter ......... . . .. . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ............. . . .. . Max Passive ............... . . . Controlling Values Governing Load Combination : +D+0,70E+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Minimum Required Depth Footing Base Area Maximum Soil Pressure _Applied Loads Lateral Concentrated Load D : Dead Load Lr : Roof Live L : Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above ground surface Circular 30.0 in 250.0 pcf 1,500.0 psf 0.5880 k 2.940 k-ft 329.36 psf 330.57 psf 4.0 ft 4,909 ft^2 0.1426 ksf Prinled:28FEB 2eI2 3:41PM File: s:lEC6-DATAIhsa 821.74.ee8 INC. 1963-2011, Build:6.12.01.12, Ver:6.12.01.12 Calculations per IBC 20091807.3, CBC 2010, ASCE 7-05 0 Footing Diameter = 2'-6" Lateral Distributed Load Applied Moment Vertical Load k klft k-ft 0.70 k k ktft k-ft k k klft k-ft k k k1ft k-ft k k ktft k-ft k 0.840 k klft k-ft k k klft k-ft k TOP of Load above ground surface 5.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Load Combinatlon +D +D+0.70E+H +D+0.750 Lr+0.750L+0.5250 E+H +D+0.750 L+0.750 S+0. 5 250E+H +0.60D+0.70E+H Forces @Ground, Surface` •, f2equired Pn?$sure at 1J3 Depth Soil Increase Loads•- (k) Mbments -. (ft-k). -. Depth - (ft)- Actual - {psf] Allow -. {psf} Factor 0.000 0,000 0.13 0.0 0.0 1,000 0.588 2.940 4.00 329.4 330.6 1.000 0.441 2.205 3.63 294.3 296.1 1.000 0.441 2.205 3.63 294.3 296.1 1.000 0.588 2.940 4.00 329.4 330.6 1.000