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Home My WebLink About15081 Edwards St - CofO (16)Department of Planning & Building 2000 Main Street Huntington Beach, CA 92648 > Phone: (714) 536-5241 Fax: (714) 374-1647 CERTIFICATE OF OCCUPANCY Cert. Number CO2004-012555 Date Printed 07/02/2015 Address: 15081 Edwards St Issue Date: 08/09/2004 Permit Number: 02004-012555 TCofO Issue Date: Business Name: PRECEIOUS NAILS & SPA TCofO Expiration: Business Type: NAIL SALON Approved Sq Ft.: 1,200.00 Current Use: # of Stories: 1 Occupant Groups: Description: Area: Occupant Load: B 12 Conditions of Approval: Contacts: Contact Type: Name: P) ENTERPRICES Phone: ( ) - Property Owner Address: Cell: ( ) - City / State: Fax: ( ) - Zip: Pager: ( ) - H City of Huntington Beach Department of Planning & Building REQUIRED AUTHORIZATION FOR COPIES OF PLANS 2000 Main Street, Huntington Beach, CA 92648 HUNTINGTON BEACH Office: (714) 536 - 5241 Fax: (714) 374 - 1647 APPLICATION FOR DUPLICATE PLANS — APPLICANT I, the undersigned, do hereby request a duplicate of the official copy of the plans for the building or structure at: 19101 Gnldenwest Street and do hereby declare under penalty of perjury under the laws of the State of California that: The copy of the plans for which I have applied shall be used only for the maintenance, operation and the use of the building located at the address set forth in this application. 2. 1 acknowledge that the drawings, plans and calculations are instruments of professional service and are incomplete without the interpretation of the certified, licensed, or registered professional of record. 3. 1 acknowledge that subdivision (a) of Section 5536.25 of the Business and Professional Code states that a licensed architect who signs plans, specifications, reports, or documents shall not be responsible for damages caused by subsequent changes to, or use of, those plans, specifications, reports or documents where the subsequent changes of uses, including change or uses made by the State or Local Governmental agencies, are not authorized or approved by the licensed architect who originally signed the plans, specifications, reports or documents, provided that the architectural service rendered by the architect who signed the plans, specifications, reports, or documents was not also a proximate cause of the damages. 4. In consideration for the City's approval of this application, I do hereby agree to indemnify and hold harmless the City of Huntington Beach from liability, which may d e to my receipt of the copy of the official plan, and any use to which my copy of the ans may be applied. Signature of4plicant Date Greg James Typed or Printed name of Applicant 35 Hugus Alley, Suite 200 Pasadena, CA 91103 Address of Applicant City State Zip (G:BuildingAdmin/web/Required Authorization for Copies of Plans (March 2010.doc) • y� City of Huntington Beach Department of Planning & Building REQUIRED AUTHORIZATION FOR COPIES OF PLANS C 9 2000 Main Street, Huntington Beach, CA 92645 HUNTINGTON BEACH Office: (714) 536 - 5241 Fax: (714) 374 - 1647 APPLICATION FOR DUPLICATE PLANS — OWNER VERIFICATION Building Owner: (Print) Subject: Request to duplicate Official Copy of Building Plans Project Location: 19101 Goldenwest Street In accordance with the provisions of Health and Safety Code Section 19851, ;�<DO ❑ DO NOT: grant my permission to reproduce the plans for the project referenced. of Owner P G ryvi T '--- -z's> b /%2 Print Name Date Current Address City State Zip Please return this application to: City of Huntington Beach Department of Building and Safety 2000 Main Street, 3rd floor Huntington Beach, Ca 92648 (G:BuildingAdmin&eb/Required Authorization for Copies of Plans (March 2010.doc) FeE City of Huntington Beach Department of Planning & Building REQUIRED AUTHORIZATION FOR COPIES OF PLANS 2000 Main Street, Huntington Beach, CA 92648 HUNTINGTON BEACH Office: (714) 536 - 5241 Fax: (714) 374 - 1647 APPLICATION FOR DUPLICATE PLANS — LICENSED ARCHITECT/ENGINEER I Greg James am requesting plans for the structure (please print) located at 19101 Goldenwest Street Huntington Beach, CA, to (please print) be duplicated and I understand and accept the following provisions: • The copy of the plans shall only be used for the maintenance, operation and use of the building. • The drawing are instruments of professional service and are incomplete without the interpretation of the certified, licensed, or registered professional of record. Section 5536.25 of the Building and Professional Code states that a licensed architect/engineer who signed the plans, specifications, reports, or documents shall not be responsible for damage caused by subsequent changes to, or use of, those plans, specifications, report, or documents where the subsequent changes are used, including change of uses made by state or local government agencies, are not authorized or approved by the licensed architect/engineer who originally signed the plans, specifications, report, or documents was not also proximate cause of the damage. e-007 #--, '& /, SIGNATURE (wet signed please) 6 -3a• 1S DATE (we (G:BuildingAdmin/web/Required Authorization for Copies of Plans (March 2010.doc) ....SMP INCORPORATED or 517 Paseo Lunado Palos Verdes Estates, CA 90274 PH:(310) 980-2059 EMAEL: mpaps@cox.net Tf� o s �. see* .000000 Job# Date Cak s- By Sheet # of R�N kuu-T(4am:�S 2�el4j CA SMP. INCORPORATED 517 Paseo Lunado Job # 2i 5 Palos Verdes Estates, CA 90274 <...._ Date PH:(310) 980-2059 3 ;i' ; - Calcs. By EMAIL: mpaps@coz.net r._. Sheet # of. • - -2_�itc� �� . ► �rT. .. .. TF L "'t'�. tgYa ,0.,& - 1 of Ge CO w City of Huntington Beach Dept. Building -- !',xp-1 of and Safet y -APPROVED - Civil- ..� Sin BY- OF C A��F Misc 7-1 cot Lp4v rz- S►1 _,®r _ .�%$�� QED ..1�-a['►. 17 was bwd<249 CONCRETE MASONRY WALL NOTES 1. FOUNDATION CONCRETE TO BE GRADE "C" AND TO HAVE AN fc' = Z500 PSI IN 28 DAYS 2. " REINFORCING BARS SHALL BE DEFORMED CONFORMING TO ASTM A-615 GRADE 60. LAP ALL BARS 40 BAR DIAMETERS, 24" MINIMUM. 3. CONCRETE BLOCK TO BE GRADE "N" UNITS CONFORMING TO ASTM C90-86, fm' =1500 PSI. 4. PEA GRAVEL GROUT-1: 3 % : 2, 3/8" MAX. AGGREGATE SIZE, fc' = 2,000 PSI IN 28 DAYS. 5. ALL CELLS SHALL BE FULLY GROUTED. 6. MORTAR MIX-1 PART CEMENT: 3 PART SAND: 114 PART APPROVED LIME PUTTY,1800 PSI. 7. CONCRETE BLOCK UNITS TO BE STAGGERED. 8. NO CONTINV00; INSPUaT.ION REQUIRED. 9. GROUTING 'OF W* ALLS BALL BE DONE IN FOUR -FOOT LIFTS MAXIMUM. SPECIAL INSPECTION IS REQUIRED I LIF.TS GRE ATER EATER THAN FOUR FEET ARE DESIRED. 10. ALL FOUNDATPdNS S1 ALi BE BEARING 18" BELOW LOWEST ADJACENT GRADE AND INTO FIRM UNDISTURBE4 YA TURAL -SOIL. • .... . .. . . . . ...... 000 ... . . . 0000 City of Huntington Beach Dept. of Building and Safety -APPROVED. SMP INCORPORATED 517 Paseo Lunado Job # 21515 Palos Verdes Estates, CA 90274 Date 6-25-15 (310) 980-2059 Drawn By MP mpaps@cox.net Sheet # C 6' HIGH FREE STANDING PILASTER DESIGN TO SUPPORT DECORATIVE BLOCK WALL FOR: MADDEN RESIDENCE 6211 ALBION DRIVE HUNTINGTON BEACH, CA 92647 - ALLOWABLE BEARING CAPACITY=1500 PSF. 18"MIN. EMBEDMENT BELOW LOWEST ADJACENT GRADE AND 12"MIN. EMBEDMENT INTO FIRM UNDISTURBED NATURAL SOIL - ALLOWABLE PASSIV.E PRESSURE =150 PSF/FT. OF DEPTH TO MAX. OF 1500 PSF. - LATERAL SEISMIC LOAD = 0.2 g TABLE OF CONTENTS WALL CALCS AND DETAILS SHEET # 1— 4 w-7--i -1 1 SMP INCORPORATED • Title Madden Residence Page: I ` 517 PASEO LUNADO Job # 21515: Dsgnr: MSP Date: 1 JUL 2015 PALOS VERDES ESTATES, CA 90274 Description.... Freestanding 12"CMU pilaster @ 8' O.C.(lateral support for decorative wall) This Wall in File: C:\Documents and Settings\Mike\My Documents\RetainPro 10 Project Files\madden res RetainPro (c) 1987-2015, Build 11.15.5.20 'License: KW-06054666 License To: SMP INC. Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,ACI 530-11 Criteria Soil Data Retained Height = 0.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method %< _ Heel Active Pressure - 0.0 psf/ft Slope Behind Wall = 0.00 =: Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft !ice Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf RUM :... Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 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 Stem Weight Seismic Load Design Summary Wall Stability Ratios Overturning = 2.26 OK Sliding = 3.64 OK Total Bearing Load = 1,847 Ibs ...resultant ecc. = 10.24 in Soil Pressure @ Toe = 1,074 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,288 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.6 psi OK Footing Shear @ Heel = 1.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 265.1 Ibs less 100% Passive Force = - 225.0 Ibs less 100% Friction Force = - 738.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK 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 = 215.0 #/ft ...Height to Top = 6.50 ft ...Height to Bottom = 5.83 ft The above lateral load has been increased 1.40 by a factor of Wind on Exposed Stem = 0.0 psf (Strength Level) Fp / Wp Weight Multiplier = 0.200 g Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Leve Ibs = Moment.... Actual Service Level ft-# _ Strength Leve ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Leve psi = Shear ..... Allowable Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Wall Weight Rebar Depth 'd' 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 Bottom Adjacent Footing Load Wall Weight Rebar Depth 'd' 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 Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD 12.00 # 4 8.00 Edge 0.403 322.7 1,636.6 4,063.6 3.0 45.4 133.0 9.00 Added seismic base force 121.0 Ibs psi= 1,500 psi = 20,000 Yes 21.48 1.000 in= 11.60 = Normal Weight = ASD psi = psi = pFES iON� 04as� 9TFOF CP&�F � 7-1 -C S 12, SMP INCORPORATED Title Madden Residence Page: 517 PASEO LUNADO Job # 21515: Dsgnr: MSP Date: 1 JUL 2015 PALOS VERDES ESTATES, CA 90274 Description.... Freestanding 12"CMU pilaster @ 8' O.C.(lateral support for decorative wall) This Wall in File: C:\Documents and Settings\Mike\My Documents\RetainPro 10 Project Files\madden res rtetamrro tcl ivvt-zuta, uu110 it.ta.a.Zu License: KW-06054666 Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11 License To: SMP INC. Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 2.50 Total Footing Width = 4.00 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 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 = 1,288 0 psf Mu': Upward = 1,239 52 ft-# Mu': Downward = 504 504 ft-# Mu: Design = 735 452 ft-# Actual 1-Way Shear = 5.60 1.82 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 Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Summa of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = Soil Over Heel = 82.5 3.25 268.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 144.1 7.67 1,104.1 Axial Dead Load on Stem= Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 0.75 Seismic Stem Self Wt 121.0 4.75 574.9 Surcharge Over Toe = Total 265.1 O.T.M. 1,679.0 Stem Weight(s) = 864.5 2.00 1,729.0 Earth @ Stem Transitions = _ = Footing Weight = 900.0 2.00 1,800.0 Resisting/Overturning Ratio = 2.26 Key Weight = Vertical Loads used for Soil Pressure = 1,847.0 Ibs Vert. Component = Total = 1,847.0 Ibs R.M.= 3,797.1 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.048 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. a SHIP INCORPURATEI 517 Paseo Lunado Palos Verdes Estates, CA 90274 PH:(310) 980-2059 EMAIL: mpaps@coz.net Fitrj� DEM44 Job#S��J Date r talcs. By Sheet # 4 of A SMP INCORPORA`I`ED 517 Paseo Eunado Job # Palos Verdes Estates, CA 90274 Date '7- 1 PH:(310) 980-2059 Cafes. -By EMAIL: mpaps@coz.net . Sheet #. 'of