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HomeMy WebLinkAbout2683 OCEAN ST; ; CB061261; PermitCity of Carlsbad 1 ' 1635 Faraday Av Carlsbad, CA 92008 05-222006 Miscellaneous Permit Permit No: CB061261 Building Inspection Request Line (760) 602-2725 Job Address: 2683 OCEAN ST CBAD Permit Type: MISC Subtype: REPAIR Status: ISSUED Parcel No: 2031403200 Lot #: 0 Applied: 05/08/2006 Valuation: $0.00 Entered By: MDP Reference #: Plan Approved: 05/22/2006 Issued: 05/22/2006 Project Title: EMSLIE RESIDENCE Inspect Area: WALL AND FOUNDATION REPAIR Applicant: Owner: BARTANYI BART EMSLIE LORI TRUST 02-15-90 1321 STRATFOD CT DEL MAR CA 92014 Miscelaneous Fee #1 PERMIT Miscelaneous Fee #2 Additional Fees TOTAL PERMIT FEES 78 MAYFAIR DR RANCHO MIRAGE CA 92270 $300.00 $0.00 $0.00 $300.00 Total Fees: $300.00 Total Payments To Date: $300.00 Balance Due: $0.00 EII ______ FIN\Jf,qVIJ. Inspector: Date: J ( V 7 Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fes, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions? You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has ereviously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY, PLAN CHECK NO.O" EST. VAL. Plan Ck. Deposit Validated By_ TT.7 7 ••-; 24e Address (include Bldg/Suite #) - Business Name (at this address) Legal Descption Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Rp,4u- /riil. / fv& Existing Use -,o&.' /&v. Proposed Use - Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms • 'T TT - T 4fOø a.' 561'A:0K c of Name Addre:fs City ' State/Zip Telephone # Fax N ALJNT Oii entjr -::;::• -.7 :.J::;:j:•: Name . - - Addresè City . State/Zip Telephone N pROPERTYOWNERT 7. - c• 7:T:T.. ... .... —. r (;Designei Name Address ' City. State/Zip Telephone N L5 APANY (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, priorto its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjets the a plicant to a civil penalty of not more than five hundred dollars [$5001). Wgie'p- JiZa ( 770J J' r ,Ue,A1,7,1~ cA ?cø Name Address City State/Zip pho e N ate License N €,/O / License Class . Business License G'9" Name Address City State/Zip Telephone State License 7 ,~RkPENSATIO 17 / Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided 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, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: •. . Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPTION: 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. 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 o s ($10 00), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. - .. d?IL r • — I .1 •., SIGNATUR IJ4L4A DATE (2 Z'L, RT heieby affirm that I am exempt from the Contractor's License Law for the following reason: - 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 Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such 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 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 Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). . 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for the proposed work. .1 have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license -number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number;/ type of work): • PROPERTY OWNER SIGNATURE DATE : •J: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is thefacility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO - - IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8 CONSTRUCTION LENDING AGENCY qZOS.CAl - £Z T I hereby affirm that there is a construction lending .agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME • - LENDER'S ADDRESS_______________________________________________________ - '. .... - I certify that I have read the application and 'state that the above information is correct and that the informatiOn on the plans is accurate. I agree to comply with all - City- ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. -• OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued-by the buiing Official under the provisions of this Code shall expire by limitation and become null and void if the building-or work- authorized by such permit is not commenced in 180 qays from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced f nod 4)80 days (Section 106.4.4 Uniform Building Code). -• - • - -- I M1A,7 APPLICANT'S SIGNATURE I - DATE • WHqE: File YELLOW: Applicant- PINK: Finance City of Carlsbad Bldg Inspection Request For: 10/16/2006 LJ Permit# CB061261 Title: EMSLIE RESIDENCE Description: WALL AND FOUNDATION REPAIR Type: MISC Sub Type: REPAIR Job Address: 2683 OCEAN ST Suite: Lot 0 Location: APPLICANT BARTANYIBART Owner: EMSLIE LORI TRUST 02-15-90 Remarks: Total Time: lnspectorAssignment: PC Phone: 7602140556 Inspector: Requested By: BILL Entered By: JANEAN CD Description Act Comment 19 Final Structural Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description Act lnsp Comments 06/16/2006 11 Ftg/Foundation/Piers AP PC 06/16/2006 12 Steel/Bond Beam AP PC Structural Inspections "A Special Inspection Company" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report Project Name: EMSLIE RESIDENCE Page: _1 of I Report #:03 Project Address: 2683 OCEAN ST. Permit #: CB061261 Architect: ENDRE BARTANYI File #: Engineer: DSA #: Contractor: 0/B Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST o Structural Steel 0 H.S. Bolts 0 H.S. Bolts Plans/Specs o Masonry 0 Prisms Conc. PSI 3000 /4500 Clearances o Concrete 0 Mortar/Grout 0 Grout PSI Positions o Fireproofing Conc. Cylinders 4 0 Mortar PSI Sizes E] Other: 0 Fireproof Steel #5 Laps o Other: 0 Other: 0 Elect/Wire Consolidation E] Other: 0 Other: 0 Fireproof 0 Torque Ft.Lbs: o Other: 0 Other: 0 Other: 0 Other: o Other: -- - 0 Other: 0 Other: 0 Other: INSPECTED REINFORCING STEEL PRIOR TO CONCRETE PLACEMENT AT WALL DETAIL 2 I S3. INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION, CLEARANCES. MONITORED THE PLACEMENT, CONSOLIDATION OF 2.5 CUBIC YARDS OF CONCRETE AT THE ABOVE NOTED WALLS. CONCRETE SUPPLIED BY PALOMAR. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations f the work inspected and does not constitute opinion or project control. / L Inspector: MARIO BATTAGLIA Cert: City of SD #350 1 6/26/06 Signature Date Copies of report submitted to: Structural Insvections 1. "A Special Inspection Company" 440 Tilling Way, El Cajon, CA 92020 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619)907-3511 Inspection Report Project Name: EMSLIE RESIDENCE Project Address:2683 OCEAN ST. Architect: ENDRE BARTANYI Engineer: Contractor: 0/B Page: _1 of I Report #: 02 Permit #: CB061261 File #: DSA #: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST C] Structural Steel 0 H.S. Bolts 0 H.S. Bolts Plans/Specs o Masonry 0 Prisms Conc. PSI 4000 Clearances Z Concrete 0 Mortar/Grout 0 Grout PSI Positions E] Fireproófing 0 Conc. Cylinders 0 Mortar PSI Sizes o Other: 0 Fireproof Steel #4, 5 Laps o Other: 0 Other: 0 Elect/Wire Consolidation E] Other: 0 Other: 0 Fireproof 0 Torque Ft.Lbs: o Other: 0 Other: 0 Other: Other: o Other: 0 Other: 0 Other: 0 Other: INSPECTED REINFORCING STEEL AT THE 2 NEW RETROFIT FOOTINGS PER DETAILS 3, 4 / S3. INSPECTED REBAR PRIOR TO CONCRETE PLACEMENT FOR SIZE, GRADE, LAP, LOCATION, CLEARANCES. MONITORED THE PLACEMENT, CONSOLIDATION OF 8.0 CUBIC YARDS OF CONCRETE AT THE ABOVE NOTED FOOTINGS. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations ft work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: City of SD #350 6/20/06 Signátur Date Copies of report submitted to: Structural Insvections 1. "A Special Inspection company" 440 Tilling Way, El Cajon, CA 92020 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619)907-3511 Inspection Report Project Name: EMSLIE RESIDENCE Project Address:2683 OCEAN ST. Architect: ENDRE BARTANYI Engineer: Contractor: Page: _lof I Report #:01 Permit #: CB061261 File #: DSA #: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST o Structural Steel 0 H.S. Bolts 0 H.S. Bolts Plans/Specs o Masonry 0 Prisms 0 Conc. PSI 0 Clearances o Concrete 0 Mortar/Grout 0 Grout PSI 0 Positions o Fireproofing 0 Conc. Cylinders 0 Mortar PSI Sizes o Other: 0 Fireproof Steel # 5, 5/8" A.T. 0 Laps Other: EPDXY 0 Other: 0 Elect./Wire 0 Consolidation o Other: 0 Other: 0 Fireproof 0 Torque Ft.Lbs: o Other: 0 Other: Other: SIMPSON SET Other: ICBO 5279 C] Other: 0 Other: Other: 7",24",30" EMBED 0 Other: PERFORMED CONTINUOUS SPECIAL INSPECTION ON THE INSTALLATION OF THE FOLLOWING EPDXY ITEMS: 1)5/8" ALL THREAD ANCHORS AT NEW STEEL COLUMNS. (30" EMBED) #5 REBAR DOWELS INTO (E) FOOTINGS. DET. 3,4/S3. (7" EMBED) #5 REBAR DOWELS INTO (E) LOW FOUNDATION, CMU WALLS. DET. 1 / S3.(24" EMBED). ITEMS ARE COMPLETE. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: City of SD #350 6/12/06 Signat Date Copies of report submitted to: EsGil Corporation • In (Partners/lip witic government for BuiL&ng Safety DATE: 5/17/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 061261 SET:I PROJECT ADDRESS: 2683 Ocean Street PROJECT NAME: Emslie Residence Repair U APPLICANT JURIS. VIEWER U FILE Transmitted herewith are plans for proposed repairs, to attempt to mitigate continued settlement of the existing foundation and to further prevent resulting structural damage. Esgil Corporation cannot offer any guarantees that the proposed system will resolve the present problems, nor should the City offer such representation. However, acceptance of the proposed remedies may result in an enhanced foundation support system from the current situation. At the time of permit issuance, the following should be noted on the plans: "Prior to the City building inspector approving final inspection, the responsible design professional shall notify the building official, in writing, that the proposed repairs have been installed in accordance with the design". Sincerely, ESGI ORPORATION BDavrdYao 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 VALUATION AND PLAN CHECK FEE JUR.ISIYICTION: 'City of Carlsbad PLAN CHECK NO.: 061261 PREPARED BY: David Yao DATE: 5/17/06 BUILDING ADDRESS: 2683 Ocean Street BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) repair Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan check Fee by Ordinance I $300.001 Type of Review: El Complete Review fl Structural Only El Repetitive Fee LI Other Repeats Hourly I 2.51 Hours * Esgil Plan Review Fee I $240.00 * Based on hourly rate - Comments: Sheet I of I macvalue.doc I "PALOS .— VERDES Engineering Civil and Structural Consulting O Please Respond To: 6027-I Paseo Delicias P.O. Box 2211 Rancho Santa Fe California 92067-2211 858 759 2434 858 759 8324 FAX ranchosantafe@pvec.com O Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274-3512 310541 5055 310 541 0321 FAX info@pvec.com Structural Calculations Prepared For Endre Bartanyi 1321 Stratford Court Del Mar, CA 92014 Project Emslie Residence 2683 Ocean Street Paul S. Christenson RCE C57182. exp. 12/31/07 April 21, 2006 PVEC File No. 24-06-363 I/ PALOS VERDES ENGINEERING CORPORATION 6027-I Paseo Delicias * P.O. Box 2211 * Rancho Santa Fe, CA 92067 Telephone (858) 759-2434 - Fax (858) 759-8324 1.0 Design Criteria: Emslie Residence 24-06-362 Code: 2001 California Building Code Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing: Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Parallam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, fm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi @ 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. fm = 2000 psi ® 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels: ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fr 46 ksi Pipe Shapes: ASTM A53, Grade B, Fr35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botis & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1000 psf Bearing Pressure References: PROJECT JOB #--24-o6-342: SHEET NO. OF CALCULATED BY -DATE Palos Verdes Engineering Corporation Consulting Structural Engineers 6027-I Pasco Delicias • P.O. Box 2211 • Rañcho Santa Fe, CA 92067 CHECKED BY -DATE Telephone (858) 759-2434 • Fax (858) 759-8324 SCALE Email: ranchosantafe(1nvec.com A. 2.0 LOAD LIST Sloped Roof (Flat-Mm. ¼": 12") Built-Up Roofing 4.0 psf 15(32" Sheathing 1.5 Roof Framing 2.0 5/8" Gypsum Bd. 2.8 Insulation (R-30) 2.0 Misc. 1.7 DL = 14.0.psf XLL = 20.0 psf Exterior Wall 7/8" Stucco/Wood Siding 10.0 / 5.0 psf 15/32" Sheathing 1.5 2x4 Studs @ 16" o.c. 1.1 5/8" Gypsum Bd. 2.8 Misc. 0.6 ZDL = 16.0/11.0 psf Floor (Residential) Hardwood Flooring 4.0 psf 3/4" Sheathing 2.3 Floor Framing 3.0 Insulation (R-19) 1.2 5/8" Gypsum Bd. 2.8 Misc. 0.7 ZDL = 14.0 psf ZLL = 40.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 4.6-psf 2x4 Studs @ 16" o.c. 1.1 Misc. 1.3 IDL = 7.0 psf Balcony 2x Decking . 3.0 psf Deck Framing 3.0 Misc. 2.0 ZDL -8.0 psf LL = 60.0 psf PROJECT JOB #_Z4-iU-36z SHEET NO_3 OF 8 CALCULATED BY P)L- DATE 6027-I Pasco Delicias • P.O. Box 2211 • Rancho Santa Fe, CA 92067 CHECKED BY ____________ DATE Telephone: (858) 759-2434 • Fax: (858) 759-8324 E-mail: ranchosantafe@pveccom SCALE Palos Verdes Engineering Corporation Consulting Structural Engineers 5.0Lateral Design&Analysis (Three-Story) Wind: P=Ce Cq qs lw Method_- Basic Wind Speed3mph h..= 'R-ft Exposure & C=.Z.I (T- 16-G) Cq _ (T 1614) qzI(J psf Iw=tt, P=CeCq qslw = 'O'O psf Seismic: V=(2.5 c I irn w 1.4 (AsD) Zone Z= 0 4 Distance ' km Fault #AIWO tJ Type Soil Profile Sz I = t'o Na 0 C=o.4L( R= E_System ii..ic..._sjw Y= O.IS_W1(Use p= 1.0, verify shear) WindLoads W100f = Roof Load = P x trib. height = 'O psfx ___ ft =Opif W3flr= Floor Load = P x trib. height = psf X. ft = ibo--Plf W2flr Floor Load = P x trib. height = G1 0 psfx ft = IOpif Roof Weight Diaphragm = I4.o (%5')(55' 4 8 ((.0)(I Exterior Wall Wt = ii. oUt.IdJ (9fz. Interior Wall Wt = 1ô (7t0001 3rd Floor Weight Diaphragm 14, p Exterior Wall Wt = \O ('I Interior Wall Wt = -7-ad 4 t'2,'-1S lbs pO lbs Z) lbs Total Trib. WR = iÔ lbs = \2 t i9 lbs .=. lbs . L'Q lbs 2' Floor Weight Diaphragm Exterior Wall Wt = i,oçd Interior Wall Wt = 'i"i. ( i + Total Seismic Dead Load: W1 = - Base Shear: V = 0X3 W1 , = Total Trib. W3 = '2 $ 05(0 lbs ('I (1.5'.). . OO lbs 7254 lbs 4O lbs Total Trib. W2 = Va,AaLi 4O lbs Iii 10? lb PALOS VERDES ENGINEERING CORPORATION L116 4-Story Lateral Distribution F.= v _). W. 1997 UBC Section 1630.5, Equation (30-15)' Ft need not exceed 0.25V and may be considered as 0 where T is 0.7 seconds or less. V=10175 x 63440 = 1110211bs Level W, (#) h (ft) w h (lb-ft) W k F - - . hi A (&) VX .J -Roof 22180 27 598860.0 . 0.50 5560 915 6.08 3rd Floor 25056 1 18 451008.0 0.38 4188 1 915 1 4.58 2nd Floor 16204 1 9 1 .145836.0 0.12 1354 .615 1 2.20 63440 1195704.0 1.00 11102 ...1 V= 11102 lbs 01, a 1 L\ r-47 f'C'4p (4 Fr I J,A Palos Verdes Engineering Corporation PROJECT JOB # - 1 Consulting Structural Engineers SHEET NO OF 8 CALCULATED BY ?-_DATE_____ 6027-I Paseo Delicias • P.O. Box 2211 • Rancho Santa Fe, CA 92067 CHECKED BY DATE Telephone: (858) 759-2434 • Fax: (858) 759-8324 E-mail: ranchosantafe@pvec.com SCALE cr TO — LA1-i t$ic,N oAo5 - # TO = 911 FL-tX 4- Re F + f'i,cøpj 4• 1JALL. 3.(t)[0) +zo ;z(t°fl(to I'+2( )• 40 k -. (—.. _ 9LQ -;r:n I 7 Palos Verdes Engineering Corporation PROJECT JOB # - I Consulting Structural Engineers SHEET NO U OF Eg _8 g CALCULATED BY PL DATE_____ 6027-I Paseo Delicias • P.O. Box 2211 • Rancho Santa Fe, CA 92067 CHECKED J3Y DATE Telephone: (858) 759-2434 • Fax: (858) 759-8324 E-mail: ranchosantafe@pvec.com SCALE - 01t..lr7At&1 ao W E9qc r= = = 34Ic (—it ) G~y \Io . - WO z ') - AO k r 310 -Z.,,•:f k'3,o o44PAp 'Zo Oo 140" P ea D c.o NA c S lkp%'4J Aw 000 C IV*5 1ID C1 SL I t4 ( 1 '& Palos Verdes Engineering 6027-I Paseo Delicias Rancho Santa Fe, CA 92067-2211 Tel (858) 759-2434 Title:. . Job # 23-05-162 Dsgnr: vjn Date: Description : Concrete Shearwail Scope: I User: KW-0601325, Var 5.6.1, 25-Oct-20N Concrete Shear Wall Design =%documents and aettingsaii useradocuments I (c)1963-2002 ENERCALC Engineering Software Description 1st Story Shearwalls I General Information Calculations are designed to ACi 318-95 and 1997 UBC Requirements Total Wall Height 8.000 It Seismic Factor 0.2770 Concrete Weight 150.000 pcI Seismic Zone 4 Live & Short Term Load Combined Min Wail As% for Bending 0.0014 Overburden Weight 0.00 psI I Applied Loads Short Term Lateral Loads... Vertical Loads... Load Helaht . Dead Live Short Term Vertical Horiz. #1 2.430 k 6.000 ft #1 0.800 2.620 k 8.000 1.500 ft Wall Data Bottom Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 3.250 ft Wail Thickness 8.000 in f c : Concrete 3,000.0 psi Fy: Rebar 60,000.0 psi Effective Depth 2.750 ft Bottom Vs : Story Shear 3.15k Ms wl Let Right 21.9k-ft Ms WI Let Left -22.7 k-ft Uplift @ Left End 3.73k Uplift .@ Right 3.99k Vu = Vs Factor(s) 4.410k Vu Applied. . 16.71 psi Nu : Axial 8.43k Mu Moment 31.85k-ft vc • .85 64.398 psi vn:max = 10 • sqrt(f'c) .6 328.63 psi psi Bottom Vu 4.41 k Horizontal As Req'd 0.191n2 (As Vertical As Req'd 0.12 in2 - Mu Actual 31.85 k-ft Bending As Req'd 0.37 in2 IaL psi psi psi I Footing . . 3;000.0 psi Footing ng Dimensions Fy 60,000.0 psi Dist. Left 4.500 ft Wall Length 3.250 ft Rebar Cover 3.500 in Dist. Right 4.500 ft Footing Thickness 2.00 in Total.Ftg Length 12.250 ft Width . 1.500 It . Kern Width 2.042 ft Palos Verdes Engineering 6027-I Paseo Deliclas Rancho Santa Fe, CA 92067-2211 Tel (858) 759-2434 Title: Dsgnr: yin - -- -- Date: Description : Concrete Shearwali Scope: Job #23-05-162 Sf'6 jjer kw.obi5, ver 5.6.1, 25-Oct-2002 Concrete Shear Wall Design ment8 and aettingsaII usersdoimentsJ (c)1983-2002 ENERCALC Engineering Software Description 1st Story Sheaiwalls Wall '& Footina Stability... Total Vertical Loads 6.48 k 9.86k 9.07 It Overturning Moments... No Lateral or Short Term Loads 0.43 k-ft 0.70 k-ft Let & ST Loads Applied to Left 23.27 k-ft 32.58 k-ft Lat & ST Loads Applied to Right 22.42 k-ft 31.39 k-ft Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads -0.066 ft . -0.071 It Let & ST Loads Applied to Left -3.592 it -3.592 ft Let & ST Loads Applied to Right 3.460 It 3.460 it I Overall Wall & Footing Stability Overturning Stability Overturning Moment Resisting Moment Stability Ratio Lateral Loads Applied to Left 22.85 k-ft 39.26 k-ft 1.718:1 Lateral Loads Applied to Right 22.85 k-ft 40.11 k-ft 1.756:1 One-Way Shear Check © Left End of Footing 0.000 psi Allowable 93.113 psi © Right End of Footing 0.000 psi Bending Design Kul Ru As % Reci'd As Reci'd © Left End of Footing 19.40 k-ft 6387.10 psi 0.0000 999.000 in2 © Right End of Footing 18.66 k-ft 6144.78 psi .0.0000 999.000 in2 Mm. As % = 0.0014 I Soil Pressures Soil Pressures Service ACI Eq. 9-1 Static Soil Pressure © Left 364.01 555.01 psf Static Soil Pressure © Right 341.22 517.87 psf Soil Pressures wl Short Term Load Applied To Left• Service ACI Eq. 9-2 & 9-3 @ Left Side of Footing 1,136.84 psf 1,591.58 psf © Right Side of Footing . 0.00 psf 0.00 psf Soil Pressures WI Short Term Load Applied To Right Service ACI Eq. 9-2 & 9-3 @ Left Side of Footing 0.00 psf 0.00 psf © Right Side of Footing 1,080.55 psf 1,512.77 psf I ACI Factors (per Ad, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1 .4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .... seismic ST: 1.100 Palos Verdes Engineering Corporation Consulting Structural Engineers 27520 Hawthorne Blvd., Suite 250 • Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 S Fax (310) 541-0321 JOB SHEET NO 9 OF CALCULATED BY DATE CHECKED BY DATE SCALE 6.0 Frum,J __Fs&C Pt4'M 6000 Sb IODOrE L11L 1&4 40a' We rc J1'4. l',U7A t4.Lbia 6''t 'L4'Ji 3. r(IDØPE P¼rW. 2"W3 I s Dc(r414 ?An evans, colbaugh & assoc., Inc. 1565 creek street • suite 107 san marcos, california 92078 (760)510-9686 fax 510-9685 April 15, 2006 Mr. Bill Wright/Porter and Wright Construction do Endre Bartanyi, Architect 1321 Stratford Court Del Mar, CA 92104 ECA 06-15-01 Subject: Limited Geotechnical Evaluation of Subsurface Soil Conditions, Remodel/Additions, 2683 Ocean Street, Carlsbad, California. Dear Mr. Wright, This letter report presents the results of our evaluation of the conditions of the subsurface soils relative to the support of the existing foundation elements of the subject structure. Our work was requested on your behalf by Endre Bartanyi, Architect on April 7, 2006. FINDINGS We visited the site on April 13, 2006 to meet with you and Mr. Bartanyi and to evaluate the conditions of the soils beneath the existing foundation elements which were exposed at the northwest and southwest corners of the structure (see Plate 1 - Geotechnical Map). This particular structure is the northernmost of six, nearly identical structures along this section of Ocean Street. The ground surface at the rear of the structure descends toward the north/west which required the rear of this structure to be supported by a retaining wall along the west and north sides. The wall steps down toward the north. The deepened foundation/wall along the west side of the structure starts roughly one foot north of the southwest corner of the structure and continues to it's terminus at the northwest corner. The deepened element extends below what appears to be a footing which is roughly 15-inches thick and extends beyond the exterior walls by six inches on the north and south sides and at least 12 inches on the west side. Based on our experience with several other residences to the south this element is, most likely, 24-inches wide. The subsurface conditions exposed in the excavation at the southwest corner of the structure consisted predominantly of silty to clayey sand with occasional layers/pockets of sandy clay (see Plate 2.1 - Log of Test Pit TP-1). This material is classified as undocumented fill and , most likely, extends to the beach deposits below. The near surface material is near saturated and low in density. The moisture content decreases slightly with depth with a corresponding increase in density. Based on our observations and soil probing, the soils at a depth of roughly 2.5 feet below the base of the foundation element are more suitable for support of foundation elements. geotechnical engineering CA& ~1741 Mr. Bill Wright ECA 06-15-01 April 15, 2006 Page 2 The soil materials encountered in the upper portion of Test Pit TP-2 at the northwest corner of the structure consisted of similar clayey sands/sandy clays. However, the soils encountered in the lower portion of the this test pit consisted of relatively clean sand with an abundance of cobbles. This material was encountered essentially at and below the existing foundation element. Based on our observations and soil probing, it appears that this material extends roughly 1.5 feet below the bottom of this test pit. CONCLUSIONS Based on the results of our observations, soil probing and experience with other, adjacent structures, we are of the opinion that the structure elements supporting the west wall of the structure are not embedded in soil material which is considered competent to provide adequate vertical and/or lateral support for the structure. RECOMMENDATIONS Based on the above information we present the following recommendations: Foundation Enhancement. We recommend that the grade beam which supports the west wall of the structure be underpinned on the north and south ends. The underpinning elements should consist of a reinforced concrete element which is connected to the existing foundation via dowels. The reinforcement and doweling details should be provided by the project structural engineer and/or architect. At the southwest corner, this element should extend at least 4.5 feet below the top of the existing footing. At the northwest corner, this element should extend at least 5.5 feet below the top of the existing footing. At each corner, these elements should be extend roughly three feet along the west and the north and south walls, respectively and be positioned such that they extend beneath the structure wall at least one foot. Limitations. The conclusions and recommendation presented herein are based on our experience in the area and observations and soil probing. We recommend that a representative of this office be present to observe the conditions of the underpinning excavations prior to the placement of reinforcing steel to assure that the subsurface soil conditions extrapolated across the site are relatively accurate. The recommendations presented herein may need to change or be augmented if the conditions exposed vary considerably from those described herein. Mr. Bill Wright ECA 06-15-01 April 15, 2006 Page 3 If you have any questions pertaining to any of the information provided herein, please call at your convenience. Respectfully submitted, Evans, Colbapgh & Associates, E. David Caugh, M.Sc., PE, President Principal Geotechnical Enginee Attachments: Plate 1 - Geotechnical Map Plates 2.1 and 2.2 - Log of Test Pit evans, colbaugh& assoc.. Inc. Project No. C1542____________ Date _______ Project Date _________ Subject L Prepared by Reviewed by Log of Test Pit TP-2 Date Excavated: 4/13/06 Elevation: 10+1-' Logged By: EDC Pit Dimensions (Feet): 2'W x 3'L_x 5.25'D With: Hand Tools 4J ii 4J 48J M .0 0 Description Sc ARTIFICIAL FILL (At): CLAYEY SAND TO SANDY CLAY (SC/CL), soft to firm, € a moist to wet, brown/gray. 2- 3- — SP (At): SAND (SP) with cobbles, loose, wet, dark brown. -4 Total Depth = 5.25 Feet 0 • _l .1) •' 'Lu Please Note Limitations Discussed on Explanationof Logs" Date:April2006 _Project No.:06-15-01 Plate ML LOG OF TEST PIT TP-2 2.2 2683 Ocean Street 1 of I evans, colbaugh & assoc. inc.