The URL can be used to link to this page

BWFE2019-012778-495 CALLE TAMPICO T4h/ D �P Q" LA QUINTA; CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Permit Type/Subtype: WALL/FENCE/SPECIAL/ENGINEERED DESIGN Application Number: BWFE2019-0127 Property Address: 53246 ROSS AVE APN: 767680013 Application Description: ANDREWS / (2) ENTRY ARCHWAYS Property Zoning: Application Valuation: $3,000.00 Applicant: DQ MICHAEL EDWARDS JUL 15 2019 CITY OF LA QuINTA DESIGN & DEVELOPMENT DEPARTMENT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 {commencing with Section 70001 of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: Bf License No.: 559814 Date: Z r. 1 fj I Contractor: s r 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, 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.). (_) 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.). (_) I am exempt under Sec. B.&P.C. for this reason Da 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 Lender's Address: VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/25/2019 Owner: BLAKE ANDREWS 53246 ROSS AVE LA QUINTA, CA 92253 Contractor: ROSAASEN CORPORATION 30763 EAST SUNSET DRIVE SOUTH REDLANDS, CA 92373 (951)318-4007 Llc. No.: 559814 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: 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. L I have and will maintain workers' compensation insurance, as required by Sect�700 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: 53QIFCOMPENSATION INSURANCE FUND Policy Number:9038819 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 agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 9 Applicant:_ WARNING: FAILURE TO SECURE 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 Building Official 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 ofthis 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 authorize representatives of this city to enter upon the above - mentioned property for inspection purposes. Date: ___�� Signature (Applicant or Agent Date) W25h01S e Application Number: Property Address: APN: Application Description Property Zoning: Application Valuation: Applicant: MICHAEL EDWARDS BW FE2019-0127 53246 ROSS AVE 767680013 ANDREWS / (2) ENTRY ARCHWAYS $3,000.00 Owner: BLAKE ANDREWS 53246 ROSS AVE LA QUINTA, CA 92253 Contractor: ROSAASEN CORPORATION 30763 EAST SUNSET DRIVE SOUTH REDLANDS, CA 92373 (951)318-4007 Llc. No.: 559814 Detail: (2) 33LF TOTAL FRONT ENTRY GATE ARCHWAYS PER SPECIAL STRUCTURAL ENGINEERING [DAVID YORK ARCHITECT]. PER 2016 CALIFORNIA BUILDING CODES. DESCRIPTION ACCOUNT QTY AMOUNT HOURLY CHARGE - CITY BUILDING STAFF 101-0000-42600 0.25 $40.00 Total Paid for BLDG CITY STAFF - PER HOUR: $40.00 DESCRIPTION ACCOUNT CITY AMOUNT WALL/FENCE - FIRST 100 LF 101-0000-42404 0 $53.37 DESCRIPTION ACCOUNT CITY AMOUNT WALL/FENCE - FIRST 100 LF PC 101-0000-42600 0 $66.71 Total Paid for BLOCK WALL: $120.08 DESCRIPTION ACCOUNT CITY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 DESCRIPTION ACCOUNT CITY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $2.00 DESCRIPTION ACCOUNT CITY AMOUNT RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 Total Paid for RECORDS MANAGEMENT FEE: $10.00 DESCRIPTION ACCOUNT CITY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 IT # l,- WFE2-®1°( b 1 Z-7 Project Address: APN #: Applicant Name:a�� Address: City, ST, Zip: 1 Telephone: "N -31 L-1 Email: M i- ! F? �i11j Erg{ � ra) v� Contractor Name: Address: C , c City, St, Zip ► Telephone: Email: State Lic: �. fl City Bus Lic: ssFg1y I i� Architect/Engineer Name: Address: City, St, Zip Telephone: U Email: State Lic; City Bus Lic: Property Owner's Name:1�j'e Address:rj 3,1�2qG55 JtvP City, ST, Zip Telephone: Email: r�. Project Description: rh Valuation of Project $ New SFD Construction: Ca ditioned Space arage Patio/Porch `0 ire Sprinkl r0 onstruction �.� Grading: Bedrooms: I Stories: SF SF SF SF Occupancy: # Units: �S New Commercial / Tenant Improvements: Total Building SF Construction Type: Occupancy: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 In OFFICE USE ONLY # Submittal Required Received Plan Sets Structural Calcs Truss Calcs Title 24 Calcs Soils Report Grading Plan (PM10) Landscape Plan Subcontractor List Grant Deed HCA Approval School Fees Burrtec Debris Plan Planning approval Public Works approval i Fire approval City Business License Jack Lima From: blaketandrews@gmail.com Sent: Friday, June 28, 2019 1:23 PM To: Jack Lima Cc: Wifey Tricia Subject: Archways approval ** EXTERNAL: This message originated outside of the City of La Quinta. Please use proper judgement and caution when opening attachments, clicking links or responding to requests for information. ** Jack, I Blake Andrews approve the archways being built under permit pulled Bwfe2019-0127. At the residence of 53246 Ross Avenue la Quinta CA. Thanks so much and hope to meet you in person soon. Have a great summer! Thanks, Blake Andrews Sent from my Whone AGENT AUTHORIZATION FORM I, Tom Rosaasen, (Contractor) hereby authorize Gilbert Mawhinney to pull permits, discuss all related city and related construction matters on behalf of Rosaasen Corporation (Lic #559814). Sincerely, Tom Rosaasen Rosaasen Corporation (Lic #559814) 951.318.4007 Tom Rosaasen Date Please See Attached Certificate gate >2-' DAVID YORK, ARCHITECT (949) 887-8034 Date 6/20/20 STRUCTURAL CALCULATIONS FOR: ANDREWS RESIDENCE 53246 ROSS AVE LA QUINTA, CA ENTRY GATE WALL LATERAL LOADS 1 WALL CALCS WITH WIND 2-3 WALL CALCS WITH SEISMIC 4-5 HEADER DESIGN 6 Ul I Y OF LA QuIVITA-- BUILDING DIVISION REVIEWED FOR CODE G PLIANC DATE L l5L'y gy 5• F' - CtTy - r• DAVID YORK, ARCHITECT 403 CALLE CAMPANERO, SAN CLEMENTE, CA. 92673 Isr 'DAe-V ,Lc) ` o & -tom I A4�- C-T-1 vjw(o Z9 A, 1 Fete sip loet WL-J� F = 2k (�- cf A-,7 h = uG (Qrmt-� Pre5suG ��- • S � (��PoS�r � �J V Ito ( S) 0 CT— 5- l3 wt (I J 3z (-7 5-0) 50 0 DAVID YORK,.ARCHITECT 403 CALLE CAMPANERO SAN CLEMENTE, CA. 92673 (949)887-8034 YORKARCH@YAHOO.COM Title Bloc[ Line 6 Cantilevered Retaining WWI Description: ENTRY GATE WINO LOAD Crbrla Retained Height = 1.00 it Wall height above soil = 10.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Sal Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. �SurchaW Loads Surchar�gge Over Heel = Used 0.0 psf To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used tar Siiding & Overturning AMM Load Wled to Stem 1 Axial Dead Load 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load EccenhfCity - 0.0 in Da Wn Summary_ WallStability Ratios Overturning = 3.53 OK Sliding = 4.83 OK Total Searing Load = 3 058 Ibs ...resultant ecc. _ §.35 in Soil Pressure Toe - 1,028 psi OK Soil Pressure I Heel = 84 psf OK Allowable = 2,000 psf Sol Preen n Less Than Akwrable ACI Factored @ Toe = 1,234 psf ACI Factored @ Heel = 100 psf Footing Shear @ Toe = 8.8 psi OK Footing Shear @ Heel = 5.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 336.9 Ibs less 100% Passive Force = - 555.6 Ibs less 100% Friction Force = - 1,070.0 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability 0.0 Ibs OK Load Factors Project Title: Engineer: Project Descr: ProiectID: _ Prin*d: 21 JUN 20±9. 5:21PM Fie a C;4I1GM' UMV dOOC UME-flENERCA-11Ai{ADISO-1-EC5 - ENMALC, INC,1983P017, BWW-617-3.29, VOM17.10.31 Licerisee D• a YORK. Soil- Data Allow Soil Bearing = 2,000,0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 250.0 psf/ft Sal Density, Heel = 110.00 pcf Sal Density, Toe = 110,00 pcf Friction Coeff btwn Fig & Sal = 0.350 Sal height to ignore for passive pressure = 12.00 in Ullwal Load AWWd to Stem Lateral toad = 0.0 plf ...Height to Top = 6.10 ft ...Height to Bottom = 6.00 ft Wind on Exposed Stem = 32.3 psf Stem corotrucdon Design Height Above Fta Wall Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear.... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data I'm Fy Said Grouting Dead Load 1.200 Modular Ratio'n' Live Load 1.600 Short Term Factor Earth, H 1.600 Equiv. Said Thick. Wind, W 1.600 Masonry Block Type Seismic, E 1.000 Masonry Design Method Calculations per ACI 318-14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7.10 Ad�acsnt FoWnS Load - - Adjacent Footing Load = Footing Width = Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below, Soil at Bade of Wall - Poisson's Ratio = T�Sism Siam OK it = 0.00 Masonry in = 12.00 _ # 5 in = 16.00 Edge = 0.347 Ibs = 521.3 ft-i = 3,105.0 ft-I = 8,939.3 psi = 4.8 psi = 69.7 psf = 133.0 in = 9.00 in = 45.00 in = 7.00 in = 7.00 psi = 1,500 psi = 60,000 Yes 21.48 1.000 in = 11.60 3 LRFD 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 DAVID YORK, ARCHITECT 403 CALLE CAMPANERO SAN CLEMENTE, CA. 92673 (949)887-8034 YORKARCH@YAHOO,COM Title Block Line 6 candlevervd Rooming wall Description: ENTRY GATE WMAD LOAD FoWng DiRwislons & �w*ft ..� Toe Width - 2.25 It Heel Width = 3.25 Total Footing Width = 5.50 Footing Thickness = 16.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.66 ft f'c = 2,50lDpsi Fy = 60,000 psi Footing Concrete Density = 150.00 pof Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Prided 21 JUN 2019. 5:21PM rile=k-WgAdDDC1ME.1�ENERCA,1wAUSO1.EC6 EaERCAiC.INC. 19&3-zosr, &ft&17.&2g.VOM17.10.31 Footing DN* Rs ulft Factored Pressure = 1,234 100 ppssf Mu': Upward = 3,320 0 ft4b Mu': Downward = 1,163 1,163 ft4b Mu: Design = 2,157 1,163 ft4b Actual 1-Way Shear = 8.79 5.17 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Speed Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Summmy of OrNUNWRI & Rs oft Forces & Mornsnb - - - - -- Item ..- 04ERTURN100..,. Force Ibs Distance Moment ft ...RESISTING..... Force Distance Moment - ft-lb Ibs It Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 247.5 4.38 _ft4b 1,082.8 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -81.7 0.78 -63.5 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ' Axial Live Load on Stem = Load @ Stem Above Soil = 323.3 7.33 2,370.9 Soil Over Toe = 247.5 1.13 278.4 Surcharge Over Toe = Stem Weight(s) = 1,463.0 2.75 4,023.3 Total = 336.9 O.T.M. = 2,381.5 Earth @ Stem Transitions = Footing Weight = 1,100.0 2.75 3,025.0 Resisting/Overtuming Ratio = 3.53 Key Weight = 166 Vertical Loads used for Soil Pressure = 3,058.0 Ibs Vert, Component Total = 3,058.0 lbs R.M. = 8,409.5 Axial live load NOT included in total displaved, or used for overturning resistance, but is included for soil pressure Cal cut ation. DAVID YORK„ARCHITECT 403 CALLE CAMPANERO SnN CLEMENTE, CA. 92673 (949)887-8034 YORKARCH@YAHOO.COM TI le Black Line 6 Cantilevered Retaining Wail Description: ENTRY GATE SEISMIC LOAD Cltrfa Retained Height = 1.00 ft Wall height above soil = 10.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Sur harga Loads Surcharge Over Heel 0.0 psi Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtumi [Axial Load AppW to Sho Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity 0.0 in �sNpn .Summalr�r Walt Stability Ratios Overturning = 2.04 OK Sliding - 3.11 OK Total Bearing Load = 2,981 Ibs ...resultantecc. - 15.13 in Soil Pressure @ Toe= 1,457 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Sol Pm sm Lees Than Allowable ACI Factored @ Toe= 1,748 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.8 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 75.0 psi Sliding Catcs (Vertical Component NOT Used) Lateral Sliding Farce 513.E Ibs less 100% Passive Force = - 555.6 Ibs less 100% Friction Force = - 1,040.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer: Project Desa: UN DOW - 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 250.0 psf/ft Sal Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Sal height to ignore for passive pressure = 12.00 in L"W Load Applied to 9" Lateral Load = 500.0 ptf ...Height to Top = 7.00 ft ...Height to Bottom = 6.00 ft Wind on Exposed Stem = 0.0 psf Proiect ID: POND& 21 JUN Mg, 5:24PM Flo = C:1Liw3D&iAD0CUME-11ENERCA-iVWSO.1.EC6 ENERCALC.,.WI 1902017, Bud6.17.3.49, WA17.10.31 Calculations per ACI 318.14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjom t Foati" 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 St«n COMMecLion . stem__ Design Height Above Ft® sbmOK ft = 0.00 Wall Material Above'HC = Masonry Thickness in = 12.00 Rebar Size = # 5 Rebar Spacing in = 16.00 Rebar Placed at = Edge assign Data - fb1FB +fa/Fa - UN Total Force @ Section Ibs = 504.0 Moment.... Actual ft-I = 3,251.3 Moment .... .Allowable fta = 8,939.3 Shear..... Actual psi = 4.7 Shear..... Allowable psi = 69.7 Wall Weight psf = 133.0 Rebar Depth 'd' in = 9.00 Lap splice if above in = 45.00 Lap splice if below in = 7.00 Hook embed into footing in = 7.00 Masonry Data - f'm psi = 1,500 Fy psi = 60,000 Solid Grouting = Yes ModularRatio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 11.60 Masonry Block Type = 3 Masonry Design Method = LRFD Base Above/Below Sal at Bade of Wall = Poisson's Rafio = 0.0 ft 0.300 DAVID YORK, ARCHITECT Project Title: 403 CALLE CAMPANERO Engineer: Project ID: SAN CLEMENTE, CA. 92673 Project Descr. (949)887-8034 YORKARCH@YAHOO.COM Title Block L111@ 6 Nr&d:21 AW20% s:2" Candlevered Retaining Wall FNIC.WMZWWD0C"'E`1�E"ERCA-1 FAA°'SC�-+•EC6 ENERCALC, INC.1983-2017, 9Wd:6.17.3.29, Ver.6.17.10.31 Description : ENTRY GATE SEISMC LOAD 1 Fooitina Dimensions 3 Strengths j Footing D"n Resu b - f Toe Width = 2.25 it Heel Width = 3-00 Factored Pressure = 1,748 0 psf Total Footing Width = 5.25 Mu': Upward = 4,350 0 ftab Footing Thickness = 16.00 in Mu': Downward = 1,163 942 ftab Key Width = 0.00 in Mu: Design = 3,188 942 ft4b Key Depth = in Actual 1-Way Shear = 12.77 4.59 psi Key Distance from Toe . 1.66 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 16.00 in t'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 1 16.00 in Footing Concrete Density = 150.00 paf Key Reinforcing = None Spec'd Min. As % Cover @ Top 2.00 = 0.0018 @ Btm.= 3.00 in Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Ove tmi & Re" Forces & ramenri --OVERTURNIIL;Iv.... .....RESISTING..... Item Force Distance Moment Force Distance Moment Ibs ft ftab Ibs it ft-Ib Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 220.0 4.25 935.0 Surcharge over Heel = Sloped Sal Over Heel = Toe Active Pressure = -81.7 0.78 -63.5 Surcharge Over Heel - Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 500.0 7.83 3,916.7 * Axial Live Load on Stem - Load @ Stem Above Soil = Sal Over Toe = 247.5 1.13 278.4 Surcharge Over Toe - Stem Weight(s) = 1,463.0 2.75 4,023.3 Total = 513.6 O.T.M. = 3,9273 Earth @ Stem Transitions = Footing Weight = 1,050.0 2.63 2,756.3 Resisting/Overturning Ratio = 2.04 Key Weight - 1.66 Vertical Loads used for Soil Pressure = 2,980.5 Ibs Vert. Component Total = 2,980.5 lbs R.M. = 7,992.9 * Axial live load NOT in�yvd�d In tolal dispiayygedd arr used for overturning resistance, but is included for soil pnessure. cutatlon- DAVID YORK, ARCHITECT Project Title: 403 CALLE CAMPANERO Engineer; Protect ID: SAN CLEMENTE, CA, 92673 Project Descr: (949)887-8034 YORKARCH@YAHOO.COM Tille Block Line 6 Pimbel:21 JUN2019, 5:37PM masonry Beam HO = CWS;MZevidlpQC ME-1TNERCA-1Vr1Af O)5J.EC6 ENE AI C, INC. M2fi17, BWd6.17.3S. Ver.6.17.10.31 Description: ENTRY BATE IEIIDC-R CodM R11itr11f1(aes Calculations per ACII 530-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Gerlserel l�rbrmatMn fm 1,500.0 psi Clear Span 6.0 ft Rebar Size 5 fy 60,000.0 psi Beam Depth 2.0 ft # Bars EIF 1 Em = fm " 750.0 Thickness 12 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin -Pin Btm Clear 6.0 in Block Type Normal Wt Equiv. Solid Thick 11.60 in # Bar Sets 2 Lateral Wind Load 32.330 psf Wall Weight 133.0 psf Bar Spacing 5.0 in Lateral Wall Weight Seismic Factor 0.660 E 1,125.0 ksi Calculate vertical beam weight ? Yes n 25.778 E-M UnMtxm Los& #1 0.0 ft 6.0 ft 0.20 #2 0.0 ft 0.0 ft 0.0 #3 0.0 ft 0.0 ft 0.0 #4 0.0 ft 0.0 ft 0.0 DESIGN SUAWARY - iV_awmum 1 _m-FFs . v.. Mu / Phi'Mn 0.07999 0.04620 0.09238 :1.00 Vu / Phi"Vn 0.1135 0.03787 0.1197 :1.00 Ld #1: D 0.20) 40.24) i Beam Support Seam SUgoort Actual AIlowat�le Maximum Tension As 0,620 in"2 1.494 inA2 Minimum Mn =1.3 • Fa' S = 12.090 k-ft Vertical Strength As - (per bar set at one side of beam) 0.620 inA2 Phi' Mn 49.460 k-ft r LLam 0.20 0.0 0.0 0.0 0.0 s:s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 w : Wind 0.0 LLZNpog 0.0 k/ft 0.0 0.0 k/ft 0.0 0.0 k/ft 0.0 0.0 k/ft • Maximum Moment AM Allowable Vertical Loads 3.956 k-ft 49.460 for Load Combination: +1.20D+1.60L Lateral Loads 0.7897 k-ft 17.092 for Load Combination : +1.20D+0.50L+E Maximum Sheaf Actual Allowable Vertical Loads 9.454 psi 83.269 for Load Combination: +1.20D+1.60L Lateral Loads 2.640 psi 69.714 for Load Combination: +1.20D+0.50L+E Lateral Strength (Checking lateral bending for span) As - (all bar sets at one side of beam) 0.620 inA2 Phi' Mn 17.092 k-ft k-ft - k-ft psi psi Note. Strength uses two bottom bar sets Note! Strength uses bar set an each sine of oeam DONIAW LOW CombhmAw Rauft �l _ Load Combination _ Vertical _ Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k4t k-ft psi psi kit Wt psi psi +1.401) 2.94 49.46 7.02 83.27 0.00 17.09 0.00 69.71 IRE N 4DER 12"CMU BLOCK VERTICAL BARS: #5 BARS AT 16" O.C. EACH SIDE HORIZONTAL BARS 2 #4 BARS AT 16" O.C. SHEAR KEY HEEL STEEL (TOP BARS) #5 BARS AT 16" O.C. TOE STEEL (BOTTOM BARS) #5 BARS AT 16" O.C. HOOK VERTICAL BARS INTO TOE. FOOTING STEEL 1244 BARS CMU HEADER: 2-#5 BARS TOP AND BOTTOM STIRUPS: #4 BARS AT 16" O.C. IN HEADER MIN. 2 AS BARS AT END OF WALL 1 3 e HEADERABOVE 3" 2 ENTRY GATE WALL PLAN VIEW kLL SPECIFICATIONS: 1. MASONRY UNITS SHALL BE GRADE A CONFORMING TO ASTM C90 AND MANUFACTURED IN ACCORDANCE WITH CONCRETE MASONRY ASSOCIATION STD. 2. PORTLAND CEMENT CONCRETE SHALL CONFORM TO ASTM C150 3. CONCRETE SHALL HAVE A MIN. STRENGTH OF 2,500 PSI AT 28 DAYS 7. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED IN A RATIO OF 1 PART CEMENT, 1/2 PART LIME PUTTY, 4-1/2 PARTS SAND AND SHALL CONFORM TO ASTM C270. IF PLASTIC TYPE CEMENT IS USED, THE LIME PUTTY SHALL BE OMITTED. i. GROUT SHALL BE OF FLUID CONSISTENCY, RATIO BY VOLUMES 1 PART CEMENT, 3 PARTS SAND AND 2 PARTS PEA GRAVEL. Fm =1500 PSI 3, REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 40 2016 CALIFORNIA RESIDENCIAL CODE 2016 CALIFORNIA BUILDING CODE 2016 CALIFORNIA MECHANICAL CODE 2016 CALIFORNIA PLUMBING CODE 2016 CALIFORNIA ELECTRIC CODE 2016 CALIFORNIA GREEN BUILDING STD. CODE 2016 CALIFORNIA FIRE CODE 2016 CALIFORNIA ENERGY CODE . CITY OF LA QUINTA MUNICIPAL CODE & ORDINANCES ZONING: RL OCCUPANCIES R-3/U TYP. CONSTRUCTION V-B SPRINKLERS PROVIDE SPRINKLERS IN RESIDENCE ATTACHED GARAGE AND CASITA SPRINKLER PLANS TO BE SUBMITTED TO FIRE DEPARTMENT FOR REVIEW AND APPROVAL SEPARATE PERMIT IS REQUIRED FOR: CMU WALLS, FIRE PIT, FRONT GATE STRUCTURE, POOL/SPA, WATER FEATURES, SOLAR PANELS. TY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE \\ - crrt- \ \ DCOVER I \\ D � ��—'/ �I�'—J ZS 7S� ENGINEER CITY REVISIONS MARK BY DATE APPR. DATE 0 1 OWNER: DIAL �� TWO WORKING BLAKE AND TRICIA ANDREWS BEFORE DAYS BEFORE 52815 TH ST. YOU DIG YOU DIG MANHATTAN BCH., CA. TOLL FREE 1-800-227-2600 (773)259-8756 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT CITY OF LA QUINTA S°vQ�sp N. .oy��°% C) '= No. C24908 ¢ — g EXP.12/31/19 T PREPARED UNDER THE DIRECT SUPERVISION OF: /iOgTFOF CP\\`O\ orur�I��19 DATE: DAVID YORK, LIC. ARCHITECT NO. C24908 EXP. 12/31/19 DAVID YORK, ARCHITECT 403 Calle Campanero SAN CLEMENTE CA. 92673 (949)887-8034 :T. F "COVER SHEET ENTRY GATE PLAN CUSTOM RESIDENCE SHEET Wl LOT 51 , TRACT 33076-1 OF 53246 ROSS AVENUE SHEETS MADISON CLUB LA QUINTA, CA CITY FILE NUMBER APN 767680013