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121 CHINQUAPIN AVE; ; CB002093; Permit
06-04-2002 : Job Address: Permit Type: Parcel Mo: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB002093 Building Inspection Request Line (760) 602-2725 121 CHINQUAPIN AVCBAD- RESDNTL 2060700400 $201,037.00 6 1 3 THE PALISADES SFD 2330 SF, GAR 415 SF, BALC 36 SF Sub Type: Lot #: Construction Type: Reference #: Structure Type: Bathrooms: SFD 0 VN SFD 2.5 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check*: ISSUED 06/02/2000 JM 06/01/2001 06/04/2002 Applicant: CSTC P/O SOUTHLAND COMMUNITIES {CDNE COLUMBIA #2020 ^LISO VIEJO, CA 92656 949 362-9700 Owner: BEACH KING INC C/O SOUTHLAND COMMUNITIES ONE COLUMBIA #2020 ALISO VIEJO, CA 92656 8550 06/04/02 0002 01 CGF" 02 489=03 Total Fees: $21,405.76 Total Payments To Date: $20,916.72 Balance Due:$489.03 Building Permit .'• Add'l Building Permit Fee _i Plan Check ; Add'l Plan Check Fee, Plan Check Discount Strong Motion Fee ' Parkin Lieu Fee Park Fee ) LFM Fee [' ' '•' ', Bridge Fee Other Bridge Fee , . "' ; BTD #2 Fee ^ BTD #3 Fee '& Renewal Fee •£' Add'l Renewal Fee ft Other Building Fee I Pot. Water Con. Fee ,;... Meter Size \. Add'l Pot. Water Con. Fee Reel. Water Con. Fee $978.08 $0.00 $635.75 • $0.00 / •<> , $0.00 •,C$20.10"' $0.00 $0.00 $0.00 $0.00 • - $0:00 1 $0:00' $0.00 $489.04 $0.00 - x $0.00 '- $2,400.00 D5/8 ; $0.00 : $0.00 Meter Size Add'l Reel. Water Con. Fee ; Meter Fee SDCWAFee CFD Payoff Fee PFF -,:-'; ' :PFF< (CFD Fund) License Tax • , License Tax (fcFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) .Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee '..'•, Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES i $0.00 ; $80.00 : $1 ,871 .00 . j $0.00 ? $3,658.87 I $3,377.42 ' \ $0.00 $0.00 ;; $432.40 1 $487.60 i $0.00 1 $196.00 ] $60.00 $52.50 « $0.00 f $4,515.00; $0.00 , $1 ,959.00 $193.00 $21,405.76 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE tnat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/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 previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit __' Validated By v,. Date Address (include Bldg/Suite #) Name 3, "APPLICANT Address I Contractor d. Agent for Contractor City. ^Owner -" DjAgent for Owner State/Zip Telephone'* Fax # Name " 4. PROEIRTY OWNER Address City State/Zip Telephoned Address City State/Zip TelephoneName 5. , CONTRACTOR - COMPANY NAME , , -„._ . , >;- •-,,., - -I - ' ;™ -: , .-' f] (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to 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 oyemntion. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to aj;ivjl penalty of not more than five hundred dollars l$500]). " City « State/Zip City Business License # Deifgrier Name State License # 6. WORKERS' COMPENSATION , " , , • , "_ Workers' 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 by Section 3700 of the Labor Code, for the performance (ie work for which this permit is issued. \ 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 My worker's compensation insurance carrier and policy number are: Insurance Company ^,JM ^£^V\ f'. Policy No. VV ^j"7^ f^ ^7 ' Expiration Date (THB SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) ~$l CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit \s 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 dollars ($100-080), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labo/ codp, interest and attorney's fees. SIGNATURE Jprf/l(?2^ DATE 7. :,OWNER-BUILOCRUECLARATION '"-... ^ ..„,..,-.- . .- " _* ' I hereby 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). O 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). O I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. l~| YES flNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. 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 / address / phone number / contractors license number): 5. 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 COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING"PERMITS'ONLY" 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? n YES d NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O YES f_] NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? fj YES Q 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. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S ADDRESSLENDER'S NAME 97 APPUCANT CERT IFICAlill " ^ 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 CitV 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 building 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 within 1 80 days 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 commejTjjerJ fjr a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD StLite Fire Plan Check #: Permit*: CB002093 Project Name: THE PALISADES SFD 2330 SF, GAR 415 SF, BALC 36 SF Address: 121 CHINQUAPIN AV Date: Permit Type: RESDNTL Sub Type: SFD Lot: Contact Person: Sewer Dist: CA Inspected Inspected fey: Inspected Bv: Comments: Phone: Water Dist: CA Date , Inspected: •$//3( Date Inspected: Date Inspected: f f3 Approved: **"' Disapproved: Approved: Disapproved: Approved: Disapproved: Inspection List Permit*: CB002093 Type: RESDNTL SFD Date Inspection Item Inspector Act 05/15/2003 89 05/15/2003 89 05/14/2003 89 05/13/2003 89 05/13/2003 89 04/04/2003 39 12/16/2002 18 12/13/2002 18 12/12/2002 17 12/12/2002 23 12/10/2002 17 12/10/2002 18 12/05/2002 16 12/03/2002 13 12/03/2002 14 12/03/2002 84 12/02/2002 14 10/16/2002 13 10/16/2002 15 10/04/2002 13 09/27/2002 15 08/20/2002 11 08/15/2002 22 08/12/2002 11 08/07/2002 21 Final Combo Final Combo Final Combo v Final Combo Final Combo Final Electrical Exterior Lath/Drywall Exterior Lath/Drywall Interior Lath/Drywall Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Insulation Shear Panels/HD's Frame/Steel/Bolting/Weldin Rough Combo Frame/Steel/Bolting/Weldin Shear Panels/HD's Roof/Reroof Shear Panels/HD's Roof/Reroof Ftg/Foundation/Piers ^ Sewer/Water Service Ftg/Foundation/Piers Underground/Under Floor PY - PY - PY PY SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR AP Rl , CO Rl NS PA AP CO AP AP CO CO AP AP AP AP CO CO AP CO CO AP AP AP AP THE PALISADES SFD 2330 SF, GAR 41 5 SF, BALC 36 SF Comments PM PLEASE HAND RAIL @ EXTERIOR, GFI @ 2 EXTR OUTLETS, LABEL ELECT PANEL EMR NEEDS TO CORRECT FLASHING AT WINDOWS/NEEDS TIGHTER NAILING/WEEP SCREED TOUCHING ON GROUND NEEDS TIGHTER NAILING/NEED 5/8 UNDER STAIRS AT WATER HEATER RECESSED AREA NEEDS TIGHTER NAILING REVISIONS ON SHEAR PANELS ATTACHED ALL CORRECTIONS HAVE BEEN ADDRESSED TRUSSES ON NONBEARING WALL/PLUMBN ISSUES/ELEC ISSUES CLEARANCES ON B-VENTS ETC. LIST OF CO ON THE JOB FIXES HAVE BEEN ADDRESSED BUT NEED STAMPED FIX ON SHORT PANELS BY STRUCT ENG TRUSS FIX ON FILE W/CITY MISSING MST 48 STRAPPING. MISSING NAILING. SHEAR PANELS TO SHORT. NEED A 35 AT 16 INCHES FOR SHEAR TRANSFER ECT. TRUSS PACKAGE NOT PER PLAN OK TO POUR FTG & FLAT WORK IN THE GARAGE CLEAN OUTS ARE INSTALLED/RUNNING WATER TEST OK OK TO POUR FOOTPRINT OF BLDG/STILL ND TO CHECK STEEL AT GARAGE. SOILS RPT, SET BACK CERTS ATTACHED OK TO COVER AND WRAP Friday, May 16, 2003 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 12/03/2002 Permit# CB002093 Title: THE PALISADES Description: SFD 2330 SF, GAR 415 SF, BALC 36 SF Inspector Assignment: SR Type: RESDNTL Job Address: Suite: Location: APPLICANT CSTC Owner: Remarks: Sub Type: SFD 121 CHINQUAPIN AV Lot 0 Phone: 7602505151 Inspector: Total Time:Requested By; MIKE Entered By: CHRISTINE CD 14 Description Frame/Steel/Bolting/Welding Act & Comments Associated PCRs/CVs PCR02161 ISSUED THE PALISADES; ENLARGE KITCHEN Inspection History Date Description Act 10/1(5/2002 13 Shear Panels/HD's GO 10/16/2002 10/04/2002 09/27/2002 08/20/2002 08/15/2002 08/12/2002 15 Roof/Reroof 13 Shear Panels/HD's 15 Roof/Reroof 11 Ftg/Foundation/Piers 22 Sewer/Water Service 11 Ftg/Foundation/Piers 08/07/2002 21 Underground/Under Floor Insp Comments SR FIXES HAVE BEEN ADDRESSED BUT NEED STAMPED FIX ON SHORT PANELS BY STRUCT ENG AP SR TRUSS FIX ON FILE W/CITY CO SR MISSING MST 48 STRAPPING. MISSING NAILING. SHEAR PANELS TO SHORT. NEED A 35 AT 16 INCHES FOR SHEAR TRANSFER ECT. CO SR TRUSS PACKAGE NOT PER PLAN AP SR OK TO POUR FTG & FLAT WORK IN THE GARAGE AP SR CLEAN OUTS ARE INSTALLED/RUNNING WATER TEST OK AP SR OK TO POUR FOOTPRINT OF BLDG/STILL ND TO CHECK STEEL AT GARAGE. SOILS RPT, SET BACK CERTS ATTACHED AP SR OK TO COVER AND WRAP : ARCHITECTURAL WINDOW PAGE 09 OCHOADESIGNS •^" I.G OCHOA, P.E. (pj> HUNTINGTON BEACH, CA ^^"^ (714)841-0643 RCE#35217 Exp.9/30V03 111 la\\-~u--s '7 I 1 "" LIVING WS/OXJ TiB TJl/MCO Sftffl / FLOOR FRAMING • *-•*-" ' >-'INr^l_ VYJ.1 KAQE 08 OCHOA DESIGNS I.G. OCHOA, P.E. HUNT1NGTON BEACH, CA (714)841^0643 •L// C A ROOF FRAMING J X? Field Observation Memo 1O641 HUMBOLT STREET CONSULTANTS PHONE 562.799.9469 • FAX 562.799.9459 Project Pate Address /?y~Project Number /Sti0&it*~jf&i— 'tt'y Accepted by &?.. -..-<,,•'-..'•'•" NorCal Representative EsGii Corporation In Partnership with Government for Building Safety DATE: 08/16/00 a APPLICANT JURISDICTION: Carlsbad LJ HLARREVIEWER a FILE PLAN CHECK NO.: 2093 SET: III PROJECT ADDRESS: 121 Chinquapin Ave. PROJECT NAME: The Palisades SFD Parcel 1: A] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. [~] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 08/07/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad Building Department October 18, 2001 BEACH KING INC ONE COLUMBIA #2020 ALISOVIEJOCA 92656 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: RESDNTL Permit Number: Issue Date: CB002093 06/01/2001 ADDRESS: 121 CHINQUAPIN AV PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE Our records indicate that your building permit will expire by limitation of time on 11/28/2001. The provisions of UBC, Section 106.4.4 as amended by the Carlsbad Municipal Code state: "EXPIRATION. Every permit issued by the Building 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, within 180 days from the date of such permit (unless issued prior to 7/1/99 which is one year from date of permit), or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 days or if the building or work authorized by such permit exceeds three calendar years from the issuance date of permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within 180 days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee, therefore, shall be one-half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any person holding an unexpired permit may apply for an extension of the time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. The Building Official may extend the time for action by the permittee for a period not exceeding 180 days on written request by the permittee showing that circumstances beyond the control of the permittee have prevented action from being taken. No permit shall be extended more than once. Please check below indicating your intentions and return this letter to us. Project abandoned. A new permit will be obtained prior to commencing work. [/( No fee extension requested for 180 days, (attach a letter of explanation) Renewal permit requested. If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any .questions, please contact the Building Inspection Department at (760) 602-2700. PAT KELLEY Principal Building Inspector RECEIVED OCT 1 9 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-27OO • FAX (76O) 6O2-8560 Building Counter • (760) 602-2719 • FAX (760) 602-8558 EsGil Corporation In Partnership with Government for Building Safety DATE: O7/27/00 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 2093 SET: II PROJECT ADDRESS: 121 Chinquapin Ave. PROJECT NAME: The Palisades SFD Parcel 1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. /<] The applicant's copy of the check list has been sent to: Al Maciel One Columbia, ste 2020,Aliso Viejo, CA 92656 | Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Al Maciel Telephone #: (949) 362-9700 Ext. 28 Date contacted: f-ZI-** (by: £**.) Fax #: (*^) Bc^z -7<=? it Mail Telephone1-*' Fax**- In Person it^, REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 07/17/00 trnsmtl.dot , 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 1/1 Carlsbad 2093 O7/27/OO NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. • Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION. No response was received for this correction. The original correction still applicable. 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. No response was received for this correction. The original correction still applicable. 8. Provide stairway and landing details. Sections 1003.3.3. • Rise may be 8" maximum and run 9" minimum. Show on detail (3/D2). The requested information was not received. Carlsbad 2093 07/27/OO • STRUCTURAL 16. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. The requested information was not received. 18. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. The requested information was not received. 19. Provide a complete Manufacturer roof truss drawings. Package shall include the following • Truss layout plan. • Required roof truss hangers. The requested information was not received. 20. Project engineer of record to review and stamp trusses layout plan (or provide a letter) manufacturer roof truss drawings. The requested information was not received. 21. Revise the size of roof header # 1. Size shown on plans does not agree with calculations. The requested information was not received. 22. Provide structural calculation for light pole foundations along grid line F. per UBC Section 1806.2. Revise detail (11/Sd1). Revise steel tube size shown on plan section of pile foundation. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes Q No a • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad 2093 O7/27/OO SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engineer's/Architect's Seal & Signature Here Signed 1. List of work requiring special inspection: G Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI D High Strength Bolting n Prestressed Concrete [U Expansion/Epoxy Anchors D Structural Masonry Q Sprayed-On Fireproofing n Designer Specified D Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. 20. EsGii Corporation In Partnership with Government for Building Safety DATE: O6/16/OO a AEEUCANT JURISDICTION: Carlsbad a PtAFfREVIEWER a FILE PLAN CHECK NO.: 2093 SET: I PROJECT ADDRESS: 121 Chinquapin Ave. PROJECT NAME: The Palisades SFD Parcel 1. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Al Maciel One Columbia, ste 2020,Aliso Viejo, CA 92656 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Al Maciel £\J. H ) Telephone #: (949) 362-9700 x- 2- ? Date contacted: kl'9/Oo (by: |s-) Fax #: Mail ^^Telephonel^ Fax In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 06/06/00 • trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 Carlsbad 2O93 O6/16/OO PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 2093 JURISDICTION: Carlsbad PROJECT ADDRESS: 121 Chinquapin Ave. STORIES: Two HEIGHT: 26 Ft. (App. per UBC) REMARKS: FLOOR AREA: 2330 (Res.) 415 (Garage) DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 06/16/OO DATE PLANS RECEIVED BY ESGIL CORPORATION: 06/06/00 PLAN REVIEWER: Kal Tumalieh FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UP the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 2O93 O6/16/OO • Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Project engineer of record to sign and stamp structural calculations. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 5. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. Carlsbad 2O93 06/16/OO d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. Q. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. This applies to windows in master bath and bedroom # 2 bath. c) Fixed or operable panels adjacent to .a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. This applies to window in master bedroom and dining room. 7. Cross reference detail (10/D-2) to plans. 8. Provide stairway and landing details. Sections 1003.3.3. a) Rise may be 8" maximum and run 9" minimum. Show on detail (3/D2). 9. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: a) ICBO approval number, or equal. 10. Garage requires one-hour fire protection on the garage ceiling common to the dwelling. Table 3-B, Section 302.4.a) Provide 2 layers of 1/2" of type "X" Gyp. Boards for TJI floor joists, per ICBO approval for TJI (NER 200). • MECHANICAL (UNIFORM MECHANICAL CODE) 11. Note that passageway to the attic furnace shall be unobstructed not less than 30" high and 30" wide and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. Section 307.3.2, UMC. 12. Show permanent electrical outlet and lighting fixture controlled by a switch for furnace located in attic or underfloor space. Sections 306.3 and 306.4, UMC. 13. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. Carlsbad 2093 06/16/00 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 14. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. . STRUCTURAL 15. Show on plans the required building setback from top/toe of the slope per UBC (Sectionl806.5) and Figure 18-1-1. 16. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 17. Specify the required cement type on plans per soil report recommendations on page 11. 18. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 19. Provide a complete Manufacturer roof truss drawings. Package shall include the following • Truss layout plan. • Required roof truss hangers. 20. Project engineer of record to review and stamp trusses layout plan (or provide a letter) manufacturer roof truss drawings. 21. Revise the size of roof header # 1. Size shown on plans does not agree with calculations. 22. Cross-reference all calculations to plans. Please number all beams, to allow me to currently check structural calculations. For example show where beams BM 1,2 , 3 & H-25 occur on framing plans. 23. Revise the design of roof header H24. Please include the roof loads in design. 24. Revise the design of floor beam BM-1 .Please include the weight of above wall in design. 25. Revise roof shear wall label along grid line (2). Label shown on plans does not agree with calculations. 26. Provide structural calculation for light pole foundations along grid line F. per UBC Section 1806.2. Carlsbad 2093 06/16/OO 27. Revise the design of cantilevered steel columns. Use R=2.2 instead of 5.5 per UBC Table 16-N. 28. Detail (10/SD2) on foundation is mislabeled . 29. Show all required isolated concrete pads on foundation plan. Please coordinate between structural calculations and plans. See calculation page 17. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes Q No a • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad 2093 06/16/OO SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engineer's/Architect's Seal & Signature Here Signed 1. List of work requiring special inspection: n Soils Compliance Prior to Foundation Inspection D Field Welding D Structural Concrete Over 2500 PSI Q High Strength Bolting D Prestressed Concrete d Expansion/Epoxy Anchors D Structural Masonry D Sprayed-On Fireproofing D Designer Specified D Other • 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A.. B. . C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. 22. Carlsbad 2093 06I16/OO VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kal Tumalieh BUILDING ADDRESS: 121 Chinquapin Ave. BUILDING OCCUPANCY: R-3/U-1 PLAN CHECK NO.: 2093 DATE: 06/16/00 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Garage Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (Sq.Ft.) 2330 415 2330 VALUATION MULTIPLIER City Est. CityEst City Est. VALUE ($) 201,037 201,037 201,037 D 1991 UBC Building Permit Fee [>3 Bldg. Permit Fee by ordinance: $ 978.07 D 1991 UBC Plan Check Fee |El Plan Check Fee by ordinance: $ 635.74 Type of Review: £3 Complete Review d] Structural Only C] Hourly HII Repetitive Fee Applicable HH Other: Esgil Plan Review Fee: $ 508.60 Comments: Sheet 1 of 1 macvalue.doc 5100 City of Carlsbad Engineering Department DATE: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: BUILDING A6PRE/SS:' \Si \ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: f -O <-/ ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued confonnance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. [A Right-of-Way permit is required prior to construction of the following improvements: EST. VALUE: DENIAL Please seevthe^attached report of deficiencies marked wjttyBsnWake necessary corrections to plans or speciflcatioYis for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. "T/ Date: FOR OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By:Date: ATTACHMENTS D Dedication Application D Dedication Checklist LJ Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet i-l Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNtEWICZ City of Carlsbad Address: 2075 Las Palmas Dr.. Carlsbad, CA 92009 Phone: (619)438-1161. ext. 4510 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 , CA 92OO9-^576 - (760),438-1161 • FAX (760) 46-1»§9'69H:\WOR BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: 7g North Arrow Existing & Proposed Structures Existing Street Improvements 2. Show on site plan: Property Lines Easements Right-of-Way Width & Adjacent Streets Driveway widths 'A) Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION X / DISCRETIONARY APPROVAL COMPLIANCE Q 4a. Project does not comply with the following Engineering Conditions of approval for (hi tdr* fc/^CTNTS^V. iS"> Q Q Q 4b. All conditions are in compliance. Date: H:\WORO\DOCS\CHKLST\Buildini) PUnctieck CH5IBP0001 Form JJ.doc BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: ' Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. ftImprovement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: H:WORD\DOCSlCHKLST\BuMing PlanchH* Cklsl BP0001 Foim JJ.doc Rev. 12/28/96 BUILDING PLANCHECK CHECKLIST Q Q ond/ yd Q Q Q Q 6c. Enclosed please find your Future Improvement Agreement, agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Please return 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. Q Q GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan preparedly a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector si off by:Date: Q Q 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) Q 7d.No Grading Permit required. Q 7e.lf grading is not required, write "No Grading" on plot plan. / MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or < // private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: BUILDING PLANCHECK CHECKLIST H:WVORD\DOCS\CHKLST\BuM!ng Planchmk CMst BP0001 Fom JJ Joe Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: 11.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. ^ReuirRequired fees are attached Q No fees required 13. Additional Comments: c-J, fA-v [3 H:VWORD\OOCSVCHKLST\BulWin9 Plancheck CWsl BP0001 Form JJ.KOC ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address:: iff/ nU/NQ.' -^ uPrepared by: Q\A Date: (3J ("J/£>/ Checked by: Bldg. Permit No. Date: 'L EDU CALCULATIONS: List types and square footages for all uses. Types of Use: ^r~fv Sq. Ft./Units:_ Types of Use: Sq. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: ~?f^r^ Sq. Ft./Units: Types of Use:Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) : PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: 2. TRAFFIC IMPACT FEE ADT's/UNITS:FEE/ADT:= $ : BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADT's/UNITS: X -FEE/ADT: \. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: \2C 5. SEWER FEE EDU's: / X FEE/EDU: DIST. #3 - = $ ZONE: X FEE/SQ.FT./UNIT:=$ FIT AREA: EDU's:FEE/EDU:_ -6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA_ ACRES: = $ HIGH /LOW FEE/AC: 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet Iof2 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 Word\Do<:s\Misforms\Fee Calculation Worksheet Rev. 7/14/00 0 Io o J •S ^o Cre CL D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner APN: Van Lynch Address Phone (760) 602-4613 Ch;»>CUAi>/tJ AL/ Type of Project & Use: /2-6S Zoning: /2-"3> General Plan: /£-// _Net Project Density: DU/AC Facilities Management Zone: J- CFD (in/0'fitp#_m_Date of participation:Remaining net dev acres: (For non-residential development: Type of land used created by this permit: ) Legend:Item Complete (TJ) Item Incomplete - Needs your action N^—pK Environmental Review Required: YES K NO TYPE DATE OF COMPLETION: //- H- 'Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. TYPE S&P DATE OTHER RELATED CASES: ff&b <?8-o IMS <?& Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ^ £A»>b$e*P£' Pu>J AWfi*>\)flL-. * tjofl- of Coastal Zone Assessment/Compliance i * ., • •* O* Project site located in Coastal Zone? YES X. NO CA Coastal Commission Authority? YES X NO If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: YES NO Foliow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal, Permit Determination Log as needed. D D D D D D D D Rn ^ n D D Inclusionary Housing Fee required: YES )^ NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES x NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: ' 1. Provide a fully dimensional site plan drawn to scale. Show. North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. (HI CH 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation 3. Lot Coverage: Required 5~~ Required £~' Required Required *SO ^ setbacks: Required Required , Required X^//l Required ^ ^T~ : Required Required £>O% Shown _f Shown £~' Shown - — Shown tJO' Shown Shown t Shown / Shown / Shown Shown J1/- ^"^ 4. Height:Required 5. Parking: Spaces Required Guest Spaces Required Additional Comments shown Shown 2— Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE HAY-17-2001 THU 02:33 PM CITY OF CARLSBAD FAX NO. YBU 6l£ «bb8 P, Ub City of Carlsbad . , ^- . . ~—••^•••••^••^••••••^••KBFire Department Office of Fire Protection Services ADDENDUM TO BUILDING PERMIT This will serve as a reminder to the applicant. By signature, the applicant agrees to comply with these requirements as part of the building permit process: an all weather access_road will be provided and maintained during the construction phase, and fire hydrants must be operational prior to combustibles being brought on site If you need further clarification; please contact the Fire Protection Services Department at the telephone number listed below. Thank you. Michael E. Smith Fire Marshal Signature of Applicant Company Name Phone Number 03/23/2001 1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4660 • FAX (760) 602-8561 OCHOA DESIGNS 7692 QUEBEC DRIVE HUNTINGTON BEACH, CA 92648 (714)841-0643 Ignacio G. Ochoa, PE RCE#35217 Exp. 09/30/03 PROJECT: 121 Chinquapin Ave. CARLSBAD, CA. (THE PALISADES) CRITERIA: CALIFORNIA BUILDING CODE 1998 MATERIALS: EXCEPT AS NOTED OTHERWISE CONCRETE FOUNDATION SOIL CONCRETE BLOCK BRICK REINFORCED STEEL STRUCTURAL STEEL WELDING STRUCTURAL PIPE PLYWOOD SHEATHING GLUE LM BEAMS LUMBER SOIL PRESSURE DESIGN REFERENCES: CONCRETE CONCRETE BLOCK STEEL LUMBER 2500 PSI AT 28 DAYS 2000 PSF GRADE N, LT WT UNITS (ASTM C-90) PER ASTM C-62, MW GRADE 20,000 PSI (ASTM A-615 GRADE 0) 24,000 PSI (ASTM A-36, COMPACT) AISC 1997 ED. ELECT ARC PROCESSBY CERTIFIED WELDERS 35000 PSI (ASTM A-53) GRADE B DOUGLAS FIR, STRUC 1, INTR., P.S. 1-76 2400 PSI (D.F. COMB F2) GRADE MARKED DF PER WCLB GRDG RULE 16 . . 2000 PSF / V ACI DESIGN HANDBOOK CONG MASONRY DESIGN MANUAL, CMA MANUAL OF STEEL CONST. AISC WOOD STRUCT DESIGN DATA, NLMA ALL WOOD DOUGLAS FIR LARCH: Fv No. 2 95 PSI No. 1 85 PSI GLB 165 PSI Fb 875 PSI 1350 PSI 2400 PSI E(X1000000) 1.6 PSI 1.6 PSI 1.8 PSI 3 DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 1-5 IL-. TL- TC= 72. LL - 3.0 ] vv u r i P3 It 3 \U DES/0MS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE# 36217 Exp. 9/30/03 4- 4 V 4 tL<^ M'3. 7, u* 77. ft l\-o oo) * QCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 ^. _. , ,-.. n „ +,-f _, ,W' fc» VM OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 s: .rti3 A 13 *Sf-.Og - 3.0 f ^A \-\i\i OCHOXi DESIGNS \.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714)841-0643 RCE# 35217 Exp. 9/30/03 0- DESIGNS I.G. OCHOA, P.E, HUNTINGTON BEACft GA (714) 841-0643 RCE#35217 Exp. 9/30/03 H-K - 3.0 3 f f is - "2 1/Xlb OCHOA DESIGNS -3 I.G. OCHOA, P.E. HUNTINGTQN BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 "* - C-.CS OCHOA DESIGNS I.G. OCHOA, P.E. HUNTiNGTON BEACH, CA (714)841-0643 RCE# 35217 Exp. 9/30/03 -4 'OCH'OA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA . 9/30/03 ri\ Ifedgfc-K^ ci I J ' '* OCHOA DESIGN - 2-0900- I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 *f\ a A/ ^tr (V -2^5 - 47-8^ H OCHCMl DESIGNS I.G. OCHOA, P.E. HUNTiNGTON BEACH, CA (714)841-0643 RCE# 3521? Exp. 9/30/03 Uf^i •> V 01 TO? Q) ,OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE# 35217 Exp. 9/30/03 = V3 h\STI "lm (AT) 3- (5 ) 2-7 A I3 •^m^ 2,0 \/3^ £4l(^4^3^2M K N*~ . \|=-. OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 4 T = OCHOADESIGNS I.G. OCHOA, P.E. HUNTINGTQN BEACH, CA (714)841-0643 RCE#35217 Exp. 9/39^53 ^0.c, 4$! Ci, -7 > 'rt V I '' OCHOM DESIGNS I.G. OCHOA, P.E. HUNTiNGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 DESIGNS 1.6. OCKOA, P.E. HUNTINGTON BEACH, 9/30/03 *$&*-. ^b^cf uaNo M .!T~ Q 2/ , d =5 \i en<«8<^zu^j ulo ^<tf£P T ~> ry 2583-88° ^<o o Q r H W >r >,W ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright 9 1999 ICBO Evaluation Service. Inc. ER-4211 Reissued January 7, 7339 Filing Category: FASTENERS—Steel Gusset Plates (066) COMPUTRUS TRUSS PLATES COMPUTRUS, INC. 10370 HIEMET STREET, SUITE 200 RIVERSIDE, CALIFORNIA 92503 1.0 SUBJECT CompuTrus Truss Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: ' The CompuTrus Truss Plates are flat steel plates designed to connect wood truss members. The plates are manufactured from galvanized steel and come in various lengths and widths, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and cal- culations must be submitted to the building official for trusses using truss plates described in this report. 2.2 Materials: The CompuTrus truss plates are punched from No. 18 gage [0.0454 inch (1.15 mm) base metal thickness] and No. 20 gage (0,0375 inch (0.95 mm) basS metal thickness) CEO-gal- vanized sheet steel complying with the mechanical require- ments established in ASTM A 653 SQ Grade 33 or higher. Each plate has 9.4 teeth per square inch of plate; each tooth is approximately V3 inch (8.5 mm) long and approximately 0.106 inch (2.7 mm) wide. The teeth are punched in pairs, with each pair spaced V4 inch (6.4 mm) on center along the width of the plate, and 0.85 inch (21.6 mm) on center along the length. Alternating rows of teeth are staggered 0.10 inch (2.5 mm) from adjacent rows. The "CN" series plates are identical to the "C" series plates, except that every third row of teeth is omitted. Plates are 0.85 inch (21.6 mm) in length, and are available in widths of up to 12 inches (305 mm), in V2-inch (12.7 mm) increments, as required by design. The plates are applied to truss members in pairs, with one plate on each face of each joint, using a power press constructed in accordance with the manufacturer's specifications. See Figure 4 (or de- tails of plate dimensions. 2.3 Allowable Loads: Tables 1, 2 and 3 provide allowable lateral loads, tension loads and shear loads, respectively, for the CompuTrus truss plates. These values are based on the National Design Standard lor Metal Plate Connected Wood Truss Construc- tion, ANSI/TP11-1995. A copy ol the ANSt/TP11-1995 stand- ard must be supplied to the building department when this is requested by the building official. 2.3.1 Lateral Resistance: Each CompuTrus truss plate must be designed to transfer the required load without ex- ceeding the allowable load per square inch o( plate contact area, based on species on the orientation of the teeth relative to the load, and on the direction of load relative to grain. De- sign for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TP11-1995. Table 1 provides allowable lateral loads for the truss plates. . 2.3.2 Tension Resistance: Each CompuTrus truss plate must be designed for tension capacity, based on the orienta- tion of the truss plate relative to the direction of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TP11-1995. Table 2 shows allowable tension loads for the truss plates. Additionally, the net section of the truss plates for tension joints must be designed using the allowable tensile .stress of the metal, adjusted by the truss plate tensile effectiveness ratios shown in Table 2. 2.3.3 Shear Resistance: Each CompuTrus truss plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 shows allowable shear loads for the truss plates. Additionally, the net section of the truss plates for heel joints and other joints involving shear must be designed using the allowable shear values for the truss plates, adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable-load re- duction factors for the metal plates, when they are applicable, must be considered cumulatively in the design of truss plates used in fabricated wood trusses: 1. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by a strength reduction fac- tor. Op, shown in Table 4, when the plates are installed in lumber by means of a single-pass, full-embedment roller system having minimum roller diameters equal to 18 inch- es (457 mm). This reduction does not apply to embed- ment hydraulic-platen presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. When trusses are fab- ricated with single-pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when Ihe CompuTrus truss plates are installed in lumber having a moisture content greater than 19 per- cent at the time of truss fabrication. Evaluation rtpuns af ICtiO Kvatualiiia Service. Inc.. art issued salely la pruride infannatiiin In (.'lass .-I mtmhers «f t(.'K<). iililiyng iht citdt upun which the rtfnrt is based. K\aluation reports art not In he construed as repreientinK aesthetics or any ulhtr attributes not specijically addressed nnr as an endnrseinenl nr rtcainintn- datinnfiir lur ii/l/ic subject repiirt. ThisThis repiirt i< based upon independent tests nr nlher technical data submitted by iht applicant. Tlit ICH'1 Kralnatwn Service. Inc.. technical staff has revie* lest results and/nr mher data, but dues not pmsess test facilities fa mate an independent veri/traiinn. There, is "" varranty by ILliO Hvaluatinn Sen-jet. Inc.. e. ur implied, its in any "Finding" ar other matter in the repnrt or ai ta anv product cii^'freil by llit rrpnrt. This disclaimer includes, hut />• nut limited In. merchanic •ed the •xpress \iaMily- Page 1 of 5 2 $1 5 ER-4211 4. Allowable lateral resistance values for CompuTrus truss plates installed at the heel joint of a fabricated wood truss must be reduced by the heel-joint reduction factor, HR, as follows: Hf, = 0.85 - 0.05{12tan8 - 2.0) where: 0.65 <HR< 0.85 6 = Angle between lines of action of the lop and bottom chords (shown in Figure 3). Where the top chord slopes are greater than 12:12 (100% slope), this heel-joint reduction factor is not applied. 2.3.5 Combined Shear and Tension: Each CompuTrus truss plate must be designed for combined shear and tension capacity, based on the orientation of the truss plate relative to the directions of loading. Design for combined shear and ten- sion must be in accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Truss plates designed for axial.forces are only permitted as splices in the top and bottom chord when the splices are within 12 inches (305 rnm) of the calculated point of zero moment. Design of truss plates at splices in the top and bottom chord that are not placed within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial (or the trusses using truss plates described in this report., The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the truss plates may be increased for duration of load in accordance with the code. Calculations must specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a mini- mum, should be specified by the design engineer 1. Truss span, spacing, and slope or depth. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of truss plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TP11-1995 and any adjustments to lumber and truss plate allowable val- ues for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator that has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2304.4.4 and 2321.3 of the code and Section 4 of ANSI/TPI 1-1995. The allowable loads rec- ognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full-embedment rollers; or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press or. if jpe ad- justment factors given in Table 4 are used, single-pass roller presses. When truss fabricators use single-pass roller presses, the rollers must have minimum-18-inch (457 rnm) diameters. Plates embedded with a single-pass, full-embedment roller press musVbe preset, before passing through the roller press, by striking at least two opposite corners of each plate with a hammer. 2.8 Identification: The CompuTrus "C" Series plates are embossed with the designation "C-20" or "C-18." for the No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 23» gage plate is identified by the designation "CN-20" embossed on the plate, and the No. 18 gage plate is identified by the des- ignation "CN-18.* 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI t-1995. 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses de- scribed in this report comply with the 1997 Uniform Building Code'", subject to the following conditions: 4.1 Plans and calculations are submitted to the build- ing official for the trusses using truss plates de- scribed in this report. 4.2 The truss plates are designed to transfer the re- quired loads using the design formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the truss plates comply with this evaluation report. 4.4 Truss plates are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed in pairs on opposite faces of truss members. 4.6 Trusses using truss plates described in this report must be fabricated by a truss fabricator approved by the building official, in accordance with Sec- tions 2304.4.4 and 2321.3 of the code. 4.7 Allowable loads shown in the tables of this report may be increased for duration of load in accord- ance with the code. 4.8 Overpressed truss plates are not permitted. Over- pressed plates occur when the truss plate is em- bedded into the lumber more than one-half the plate metal thickness. 4.9 Allowable loads shown in the tables of this report are not applicable to truss plates embedded in lum- ber treated with fire-resistive chemicals. 4.10 When a one-hour fire-resistive rating is required for trusses using CompuTrus plates, see Evaluation Report ER-1632. This report is subject to re-examination in two years. Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATES1-2 PLATS MODEL C-20 and C-l)i CN-20 and CN-18 LUMBER SPECIES Spaci*s r Southern yellow pine Douglas fir-larch Hem-fir Spruce-pine-fir Southern yellow pirn; Douglas fir-larch Hem-fir Spruce-pine-fir Specific Gravity 0.55 0.4V O.J.I 0.42 0.55 0.49 0.43 0.42 DIRECTION Of GRAIN AND LOAD WITH RESPECT TO LENGTH Of PLATE ~— i AA EA | AE E£ Allowable Load Per PUUJ (pounds oer jquare inch ol plait contact ana) ' - 206 206 161 161 132 132 106 106 151 151 137 137 118 IIS 109 109 113 113 no no 102 102 114 114 108 ~~ 108 " ' 104 ~~~ 104 113 113 114 114 For SI: I lb/inch: = 6.89 kPa. 1 See Figure I for a description of plait orientation. -Values are determined using the gross area method. plates arc installed in pain on opposite faces of truss members. TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES1 PLATE MODEL C-20 CN-20 C-18 CN-18 DIRECTION OF LOAD VWTH RESPECT TO LENGTH OF PLATE* -> V fO'. Allowable tendon Loxt (pounds per lineal Inert per pair ol pdt») 1.310 1.514 1.619 1.859 942 937 1.080 1.220 ,, ~ | »0' Tension Load Efficiency Ratio 0.63 0.75 0.62 0.73 0.46 0.46 0.42 0.48 For SI: I Ibf/inch = 0.175 N/mm. 'See Figure 2 for a description of plate orientation. -The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabricallion. TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES PLATE MODEL C-20 CN-20 C-18 CN-18 .DIRECTION OF LOAD WTTH RESPECT TO LENGTH OF PLATE 9-JO'to- | M*120' | ISO' Allowable Shear Load (pounds per Hnul Inch par pair of platti) 609 r 610 702 647 720 [ 696 732 7*7 1.106 1.045 1.241 809 801 738 1.041 860 423 587 565 703 506 486 578 SOU o- | 30-60' f W | 120* | 150* Shaar Load Efficiency Ratio 0.49 0.50 0.45 0.42 0.59 0.57 0.46 0.51 0.91 0.86 0.79 0.52 0.66 0.61 0.66 0.55 0.35 0.48 036 0.45 0.42 0.40 0.37 0.33 For SI: I Ibf/inch = 0.175 N/mm. TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR. O,, FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM-18-INCH-DIAMETER SINGLE-PASS ROLLER PRESSES PLATE MODEL C-20 and C-18 CN-20 and CN- 13 LUMBER SPECIESSPECIFIC CRAvrrv' 0.49 050 0.49 0.50 *0.96 0.96 0.87 0.87 'The Qg values corresponding to the value "0.49." above, apply 10 all wood species combinations having an average published specific gravity of 0.49 of lower the QR values corresponding lo ihc value "0.50" appl) to all *uoj >pccics combinations haviny an avenge published specific gravity of 0.50 or higher. The OR values shall /Page 4 of 5 ER-4211 LOAD L^^i AA Orientation LOAD LOAD EA Orientation LOAD LOAD 3TO£%i LOAD AE Orientation .FIGURE 1—PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES Length« 2 » _Sj *C3 -^ "2 'i > LOAD LOAD EE Orientation Width< ' > . M CD !G-5'i'0-j«i;»u' ;. WI51PI 0* Plate Orientation 90° Plate Orientation FIGURE 2-PLATE ORIENTATION FOR TENSION VALUES .. FIGURE 3—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, Ha, APPLIES CarnpuTrus, Inc. Manufacturing • Engineering * Computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown +. • 4. All lateral force resisting elements such as temporary and permanent bracing, .must be designed and provided by designer of complete structure. CompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: Design to support loads as shown. 2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see l.C.B.O. R.R. 4211 11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18ga. material is used. All others are 20 ga. ...... „,,,-.. General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. To Whom It May Concern: This is a copy of our stamp, as requested , with all data requested. Manufacturer - California Truss Company Inc. 23665 Gajalco Rd. Perris, CA 92570 Quality Control - Timber Products Inspection P.O. Box # 20455 Portland, Oregon 97220 (503) 254-0204 CALIFORNIA TRUSS CO. . FERRIS, CA U.B.C. SECTION 2304.4.4 IGTJ NER-QA275 r^- QUALITY AUDITED BY lfteERPROOUCT8INSPECT10N.!Na DESIGN CRITERIA: U.B.G. TCLL TCDL BCDL TOTAL LOAD DUR. FACTOR SPACING 16 14 10 psf 40 psf 1.25 24" 0y Hookers Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers Do not cut into heel plate For 2x4 Outlookers. Requires 2x4 blocking between outlookers. Option II: For 4x2 Outlookers 01.5x2.6® 36" Do not cut into heel plate • For 4x2 outlookers. • Notches must be cut with care. • No blocking required. • Same cutting as for common. • Shim let-ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24'-0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 1-1/2" —•5. 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The plans are acceptable*for the proposed development and conforms with recommendations provided in our geotechnical report dated April 2,1999. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENGINES Keith D. Tucke Project Engin R.G.E. 841 Scott D. Spensiero Project Manager DECEIVED JUL 2 l 2000 05/24/01 THU 14:21 FAX 949 362 8874 SOUTHLAND COMMUNITIES @002/002 NORCALENGINEERING 562 799 9459 05/24 '01 13:09 NO.297 02 NorCal Engineering Soils and Geotechnical Consultants 10641 Humboll Street Los Alamilos, CA 90720 (562) 799-9469 Fax (562) 799-9459 May 21,2001 Project Number 8017-00 Bird 1 Columbia, Suite 2020 AliSO Viejo, California 92656 Ann.: Mr. AIMaciel RE: Foundation Recommendations - Proposed "The Palisades" Residential Development - Located at 121,125 and 129 Chinquapin Avenue, in the City of Carlsbad, California Dear Mr. Maclel: Pursuant to your request, this firm has evaluated a proposed reduction of the sldeyard drainage swale from 5 feet minimum to 3 feet minimum to the building footprint Based on our evaluation, the minimum, distance from a given structure may be reduced.Pue to (he decreased setback from structure to drainage swale, footings for adjacent structures should maintain a minimum embedment equivalent to 6 Inches below the flowllne elevation for any adjacent drainage swale. A representative of this firm shall observe and approve the bottom of all foundation excavations prior to pouring concrete. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENGINEERING Keith D. Tucker Scott 0. Spensiero Project Engineer Project Manager R.G.E.841 NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562) 799-9469 Fax (562) 799-9459 April 2, 1999 Project Number 8017-99 Southland Communties, Inc. 1 Columbia, Suite 2020 Aliso Viejo, California 92656-1473 Attn.: Mr. J.D. Ostic RE: Preliminary Geotechnical Investigation - Proposed Residential Development - Located at Chinquapin Avenue and Carlsbad Boulevard, in the City of Carlsbad, California Dear Mr. Ostic : Pursuant to your request, this firm has performed a Geotechnical Investigation for the above referenced project in accordance with your authorization of proposal dated March 4, 1999. The purpose of this investigation is to evaluate the geotechnical conditions of the subject site and to provide recommendations for the proposed project. This geotechnical engineering report presents the finding of our study along with conclusions and recommendations for development. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully submitted, NORCAL ENGINEERIN Keith D. Tucker Project Engineer R.G.E. 841 Scott D. Spensiero Project Manager April 2, 1999 Project Number 8017-99 Page 2 Project Description The purpose of the investigation was to explore the subsurface conditions and to provide preliminary geotechnical engineering design parameters for evaluation of the site with respect to the proposed development. It is proposed to construct a total of six single family residences on two lots located along Chinquapin Avenue. Other improvements will comprise of concrete and asphalt pavement areas, including the street cul-de-sac and landscaping. Site Description The subject project is situated within a residential tract within the 100 block of Chinquapin Avenue, immediately east of Carlsbad Boulevard and west of Garfield Street in the City of Carlsbad. The project consists of two undeveloped sites along both sides of the referenced street and are, currently covered with a moderate vegetation growth consisting of natural grasses and weeds. A vicinity map which shows the location of the project site is attached. The easternmost lot is located north of Chinquapin Avenue and is rectangular shaped elongated in a north to south direction. The site is relatively level with topography descending gradually from rear to front on the order of a few feet. The property is bordered by wood fencing and a masonry wall along a majority of the property perimeter. The westernmost site is situated along the south terminus of Chinquapin Avenue and is perched along the coastal bluff overlying the Agua Hedionda Lagoon to the south. This rectangular shaped site elongated in a east to west direction is elevated approximately 40 to 50 feet above mean sea level (msl) descending overall with an inclination of about 3:1 (horizontal to vertical). A 15 feet high riprap wall of large granite boulders currently lines the toe of the bluff along the shoreline of the lagoon. The lot also descends near the west property line toward Carlsbad Avenue on the order of about 15 feet in height at a gradient of 2:1 (horizontal to vertical). NorCal Engineering April 2, 1999 Project Number 8017-99 Page3 Field Investigation The investigation consisted of the placement of two (2) subsurface borings by a truckmounted hollow stem auger to a depth of 50 feet and five (5) subsurface trenches by a backhoe to maximum depth of 15 feet placed strategically in proposed areas of development. The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan. The exploratory excavations revealed the existing earth materials to consist of a fill and native soil. A detailed description of the subsurface conditions are listed on the excavation logs in Appendix A. These soils are described as follows: Fill: A fill soil to a depth of 1 to 11/2 feet was encountered consisting predominately of a brown, fine to medium grained, slightly silty SAND which was noted generally to be loose and damp. These soils were noted to contain some small gravel. Terrace Deposit: An undisturbed terrace material was encountered directly beneath the upper fill soils consisting predominately of a brown to red brown, fine to medium grained, slightly silty SAND which were noted to be dense and moist. Deeper soils consisted of dense to very dense sands to silty sands. The overall engineering characteristics of the earth material were relatively uniform with each boring. Groundwater was encountered at a depth 49 feet below ground surface in Boring B-1 and no caving occurred to the depths of our excavations. Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 4 These undisturbed samples consisted of one inch rings with inside diameter of 2.5 inches. Bulk bag samples were obtained in the upper soils for expansion index tests, maximum density tests, atterberg limits and sulfate tests. All test results are included in Appendix B, unless noted otherwise. A. The field moisture content (ASTM:D 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the log of excavations. B. Sieve analyses (ASTM: D422-63) and the percent by weight of soil finer than the No. 200 sieve (ASTM: 1140) were performed on selected soil samples. These results are shown later within the body of this report. C. Maximum density tests (ASTM: D-1557-78) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. D. Expansion index tests in accordance with the Uniform Building Code Standard No. 29-2 were performed on remolded samples of the upper soils to determine the expansive characteristics. Results of these tests are provided on Table II. E. Determination of Atterberg limits (ASTM: D 4318-84) consisting of liquid limit, plastic limit and plasticity index of soils were performed on representative samples. Results are shown on Table III F. Soluble sulfate tests in accordance with EPA Method 9038 were performed on representative soils samples. Results are provided in Table IV. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 5 G. Direct shear tests (ASTM: D-3080) were performed on undisturbed and disturbed samples of the subsurface soils. The test is performed under saturated conditions at loads of 500 Ibs./sq.ft., 1,000 Ibs./sq.ft, and 2,000 Ibs./sq.ft. with results shown on Plate A. H. Consolidation tests (ASTM: D-2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plate B. Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures will be safe from excessive settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. It is recommended that site inspections be performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project. Seismicitv Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and a peak horizontal ground acceleration of 0.40 may occur from a Magnitude 6.3 earthquake along the Rose Canyon fault zone, which is located approximately 5 miles away. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 6 Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. The following table provides information on nearby major active faults along with peak horizontal ground accelerations. Estimated Maximum Probable Ground Motion Parameters Fault Approximate Distance Maximum Probable Peak Horizontal Zone From Site (Miles) Magnitude (Richter) Acceleration (g) Rose Canyon 5 NW 6.3 0.40 CoronadoBank 20 SW 6.8 0.23 Elsinore 23 NE 6.8 0.19 San Andreas 73 NE 8.2 0.10 CDMG Open File Reports 92-03 and 96-08 The following earthquake design parameters are based upon the 1997 Uniform Building Code (UBC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of So, based on a stiff soil profile. Earthquake Fault Rose Canvon Coronado Bank 1. Distance from Site 8 km 32 km 2. Seismic Source Type B B 3. Seismic Coefficient = Ca (0.44) Na (0.44) Na 4. Seismic Coefficient = Cv (0.64) Nv (0.64) Nv 5. Near-Source Factor Na 1.0 1.0 6. Near-Source Factor Nv 1.2 1.0 Liquefaction Potential The site is expected to experience ground shaking and earthquake activity that is typical of Southern California area. It is during severe ground shaking that loose, granular soils below the groundwater table can liquefy. A review of the exploratory boring log and the laboratory test results on selected soil samples obtained indicate the following soil classifications, field blowcounts and amounts of fines passing through the No. 200 sieve. NorCal Engineering April 2, 1999 Page? Location B-1 @ 5' B-1 @ 10' B-1 @ 15' B-1 @ 20' B-1 @ 25' B-1 @ 30' B-1 @ 35' B-1 @ 40' B-1 @ 45' B-1 @ 50' Classification SM SM SM SW SW SM SM SW SW SM Exploratory Boring Project B-1 Field Blowcounts Relative (blows/ft) Density 15 Dense 17 Dense 16 Dense 14 Medium Dense 32 31 >50 >50 >50 >50 Dense Dense Very Dense Very Dense Very Dense Very Dense Number 801 7-99 Amount Passing No. 200 Sieve (%} 16 1.1 5 6 5 12 17 12 13 12 • Groundwater encountered at a depth of 49 feet below ground surface. Location B-1 @ 5' B-1 @ 10' B-1 @ 15' B-1 @ 20' B-1 @ 25' B-1 @ 30' B-1 @ 35' B-1 @ 40' B-1 @ 45' B-1 @ 50' Classification SM SM SM SW SW SM SM SW SW SM Exploratory Boring Field Blowcounts (blows/ft) 15 16 17 28 25 41 31 33 >50 >50 B-2 Relative Density Dense Dense Dense Dense Dense Dense Dense Dense Very Dense Very Dense Amount Passing No. 200 Sieve (%) 16 22 7 9 11 8 13 12 15 15 • No groundwater encountered to the depth of our boring. Our analysis indicates the potential for liquefaction at this site is considered to be low due to the deep groundwater level and dense to very dense sands below a depth of 25 feet. Seismic induced settlements should be less than'one inch and will occur rather uniformly across the site with nominal differential settlements. NorCal Engineering April 2, 1999 Project Number 8017-99 Page8 Site Stability Evaluation The existing descending slopes lie at a 2 to 1 or flatter gradient with a maximum height of 40 feet, beyond the south property line. These silty sands are generally dense to very dense with adequate safety factors greater than 1.5, per latest Uniform Building Code (UBC) Standards. Site Grading Recommendations Any vegetation or demolition debris shall be removed and hauled from proposed grading areas prior to the start of grading operations. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. All grading operations shall be performed in accordance with the attached "Specifications for Compacted Fill Operations". The upper disturbed/fill soils (upper 1 to 11/2 feet) shall be removed to expose native soils, the exposed surface shall be scarified to a depth of 12 inches, brought to the proper moisture content and compacted to a minimum of 90% of the laboratory standard prior to placement of any additional compacted fill soils, foundations and concrete slabs. This fill shall extend a minimum of five horizontal feet or to the depth of vertical overexcavation, whichever is greater, beyond the outside edge of the perimeter foundation. Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 4 feet high may be made at a vertical gradient unless cohesionless soils are encountered. t Temporary unsurcharged excavations from 4 to 8 feet high may be trimmed at a 1 to 1 (horizontal to vertical) gradient. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be required. The temporary cut slope gradients given do not preclude local raveling and sloughing. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 9 All excavations shall be made in accordance with the requirements of CAL-OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Foundation Design All foundations may be designed utilizing a safe bearing capacity of 2,000 psf for an embedded depth of 18 and 24 inches into approved compacted fill soils or competent native soils for two and three story structures, respectively. The bearing value may be increased by 500 psf for each additional foot of depth in excess of the 18 inch minimum depth, up to a maximum of 3,000 psf. A one third increase may be used when considering short term loading and seismic forces. Lateral Resistance The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the current Uniform Building Code should be adhered to when the coefficient of friction and passive pressures are combined: Coefficient of Friction - 0.40 Equivalent Passive Fluid Pressure = 250 Ib./cu.ft. Maximum Passive Pressure = 2,500 Ibs./sq.ft. The passive pressure recommendations are valid only for compacted fill soils and/or competent native soils. Settlement Analysis Resultant pressure curves for the consolidation tests are shown' on Plate B. Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of 3/4 inch and differential settlements of less than 1/4 inch. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 10 Retaining Wall Design Parameters Active earth pressures against retaining walls will be equal to the pressures developed by the following fluid densities. These values are for granular free draining backfill material placed adjacent to the walls at various ground slopes above the walls. Surface Slope of Retained Materials Equivalent Fluid (Horizontal to Vertical) Density flb./cu.ft.) Level 30 5to1 35 4to1 38 3 to 1 40 2 to 1 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. A backfill zone of non-expansive material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical). All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. Slab Recommendations All concrete slabs shall be a minimum of four inches in thickness and placed on approved subgrade soils. A vapor barrier sandwiched between four inches of select sand shall be utilized beneath floor slabs which would be sensitive to the infiltration of moisture. All concrete slab areas to receive floor coverings should be moisture tested to meet all manufacturer requirements prior to placement. Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations were tested for sulfate concentration. According to the '1994 Uniform Building Code (UBC) Table 19-A-3 - Requirements for Concrete Exposed to Sulfate-Containing Solutions', these contents revealed negligible levels of sulfate exposure. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 11 Therefore, a Type II cement according to latest UBC specifications may be utilized for building foundations at this time. Additional sulfate tests shall be performed at the completion of rough grading to assure that these soils are consistent with the recommendations stated in this design. Sulfate test results may be found on the attached-Table IV. Limitations The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during construction phase. Any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and geotechnical engineer to clarify any questions relating to the grading operations and subsequent construction. Our representative should be present during the grading operations and construction phase to certify that such recommendations are complied within the field. This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area. No other warranty, expressed or implied is made. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 12 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Preparation Any existing low density soils and/or saturated soils shall be removed to competent natural seil under the inspection of the Soils Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557-78). Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not in excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 15% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557-78) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils Engineering firm but at a minimum of one test for every 500 cubic yards placed and/or for every two vertical feet of compacted fill placed. NorCal Engineering April 2, 1999 Project Number 8017-99 Page 13 The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs-on-grade or pavement. No fill soils shall be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary. A 24 hour notice must be provided to this firm prior to the time of our initial inspection. Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been property removed; approval of the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation; and performance of field compaction tests to determine relative compaction achieved during fill placement. In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings. NorCal Engineering "CARLSBAD \ BOULEVARD H-i \ NorCal Engineering 'SOILS AND GEOTECHNICAL CONSULTANTS 8017-99 1 Wtt APRIL 1999 SITE PLAN APPROXIMATE LOCATION OF FIELD EXPLORATIONS < zg o UJ CO •— WDg SSg I Z dOco ^JV) S. O 1 5 i i S ' 3 ' \ Ioeo DL 111u. s II u Project Number 8017-99 List of Appendices (in order of appearance) Appendix A - Log of Excavations • Log of Borings B-1 and B-2 • Log of Trenches T-1 to T-5 • Appendix B - Laboratory Tests • Table I - Maximum Dry Density • Table II - Expansion • Table III - Atterberg Limits • Table IV - Sulfate • Plate A - Direct Shear • Plate B - Consolidation Appendix C - Site Stability Evaluation NorCal Engineering Project Number 8017-99 Appendix A NorCal Engineering % Passiivgj200 Sieve16 11 5 6 5 12 MOISTURE<%)5.6 6.2 3.4 5.7 4.8 7.2 DRY DENSITYIPCF>IPENETRATKDN IRESISTANCE1 BLOWS/FOOD J5/7/ 10/8/9 9/8A 6/7/ 12/14 3/15/SAJtfUETYPeB J S S S g 18 £ 6S ii 5- 10- 20- 25- 30- « DESCRIPTION OF SUBSURFACE MATERIALS THtS SUMMARY AFKIE1 ONLY AT THE LOCATION Of THIS BOW NO AND AT THE Tim Of ORILLINa SUi SURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF ACTUAL CONDITIONS ENCOUNTERED. \ / Fill SAND fine to medium grained, slightly silty, brown, loose, damp Terrace Deposits SAND fine to medium grained, slightly silty, brown to red/brown, dense, damp SAND fine to medium grained, light brown to tan, dense, damp intermingled lenses of silty sand with occasional coarse grained sand and small gravel -Layer of gravel @ 27' SAND fine grained, silty, grey/brown moist dense SAND fine to medium grained, slightly silty, with occasional coarse grained sands, tan, damp, very dense (continued) SAMPLE TYPES MT£ ORILLED: 3/16/gg [€] Rock Core [j\ Bulk Sample EQUIPMENT USED: Hollow Stem Auger [s] Standard Split Spoon [j] Jar Sanple GROUNDUATER LEVEL: 49' [JO Ring Sanple NorCal Engineering SOILS AND GEOTECHN1CAL CONSULTANTS LOG OF BORING B-1 PROJECT 8017-99 | DATE H - 17 12 13 12 MOISTUREIX)8.4 8.2 15.2 18.3 DRY DENSITYIPCFI•i 29/50- 50/-/- 40/50- 39/50- ; 4"S S 6"S 4" S 40- 45- 55- 60- 65- DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMANY APPLUS ONLY AT THC LOCATION Or THIS SOKINQ ANO AT THC TIMl or DMILLINO. SIMSUMACC CONDITIONS MAY OlfftK AT OTHCM LOCATIONS ANO MAY CHANGE AT THIS LOCATION WITH THC PAS SAO I Of TIME. THC DATA PRCSCNTEO IS A SIMPLIFICATION Of ACTUAL CONDITIONS CNCOUNTEHeO. SAND fine to medium grained, with occasional coarse grained sand, tan, damp, very dense SAND fine to coarse grained, slightly silty, light tan, damp to moist, very dense SAND fine to medium grained, silty with occasional coarse grained sands, light tan, moist, very dense h - ! m • - - SAMPLE TYPES DATE DRILLED: 3/16/99 0 Rock Core (T| Bulk Sonple EQUIPMENT USED: Hollow Stem Auger (T) Standard Split Spoon (7) Jar Saaple 6ROUNOWTER LEVEL: 49' |1[) Ring Sample NorCal Engineering SOILS AND GEOTECHN1CAL CONSULTANTS LOG OF BORING B-1 PROJECT 8017-99 | DATE 16 22 7 9 11 8 MOISTURE(X)6.1 6.4 4.2 3.4 4.0 3.4 >•»- (D £Q Oi§PENETRATION 1RESISTANCEIBLOWS/FOOT) |5/6/« 9/7/5 8/8/5 10/13X 11/13/ 15/18/SAMPLE TYPES S S 15 S 12 S QS ii 5- 10- )S- 20- 25- 30- DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMARY JWUtS ONLY AT TM« LOCATION Of THIS BOfllNO ANO AT THC TIMC Of OMLLINO. SUt$UHrAC( CONDITIONS MAY DIFFER AT OTHER LOCATIONS ANO MAY CHANGE AT THIS LOCATION WITH THE PASSAGE Of TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF ACTUAL CONDITIONS ENCOUNTERED. \ Fill SAND fine to medium grained, slightly silty, brown, loose, damp Terrace Deposits SAND fine to medium grained, slightly silty, brown to red/brown, damp, medium dense to dense with depth SAND fine to medium grained, light brown to tan, dense, damp intermingled lenses of silty sand with occasional coarse grained, sand and small gravel SAND fine to medium grained, slightly silty with occasional coarse grained sands, tan, damp, very dense SAND fine to medium grained, slightly silty, tan, damp to moist, dense (continued) SAMPLE TYPES [TJ Rock Core (T) Bulk Sanple [T) Standard Split Spoon fT] Jar Sanple QD King Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 8017-99 | DATE n - DATE DRILLED: 3/15/99 EQUIPMENT USED: Hollow Stem Auger GROUNDyATER LEVEL: None Encountered LOS OF BORING B-2 13 12 15 15 I- 8.7 8.5 9.6 10.7 DRY DENSITYIPCF)•- !| 9/1V iyi6/ 50/-/- cr\/ /•*>/ /-] — \ 7S 17 S S S » 40- 45- 55- 60- 65- DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMAHY Amitl ONLY AT TW IfiCATION 0» TW» IOAINO MM AT THl TtM« Of OMIUINa tUCSUHMCI COMOITIONJ HAY OlfftR AT OTHIN UOCATIONS AND MAY CHANQC AT THIS LOCATION WITH THl PASSAOI Of TIME. THE DATA PRESENTED IS A SIMPLIFICATION Of ACTUAL CONDITIONS ENCOUNTERED. SAND fine to medium grained, slightly silty, tan, damp to moist, dense SAND fine grained, silty, tan, damp very dense SAND fine to medium grained, slightly silty, tan, moist, very dense -Slight decrease in moist content SAMPLE TYPES [cf] Rock Core (¥] Bulk Sanple fs] Standard Split Spoon [3] Jar Sample [RJ Ring Sample NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 8017-99 | DATE •|i DATE DRILLED: 3/16/99 EQUIPMENT USED: Hollow Stem Auger 6ROUNDWTER LEVEL: None Encountered LOG OF BORING B-2 MOISTURE(%l2.9 4.4 • 3.1 3.1 OftY DENSITY<PCFI116.6 113.9 112.0 107.4 PENETRATIONRESISTANCEIBLOWS/FOOTIj R/B R R R ii 5- - 10- 15- 20- 25- 30- DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMUAftY AffUIS ONLY AT THC LOCATION Of THIS SOAINO ANO AT THC TIMC Of ONILLINO. SUISUftMCC CONDITIONS MAY OIMCK AT OTHCM LOCATIONS ANO MAY CHANOC AT THIS LOCATION WITH THC PASSAOC Of TIME. THC DATA PRCSCNTEO IS A SIMPLIFICATION Of ACTUAL CONDITIONS CNCOUNTCHCO. \ Fill SAND fine to medium grained, slightly silty, brown, loose, damp, with small gravel, upper 18" with small rootlets Terrace Deposits SAND fine to medium grained, slightly silty, brown to red/brown, dense to very dense, damp SAND fine to medium grained, light brown medium dense, damp ELEVATION ](FEETI 1SAHPLE TYPES DATE DRILLED: 3-24-99 [cf [T (Z Rock Core (T) Bulk Saaple EQUIPMENT USED: Backhoe Standard Split Spoon [jQ Jar Sample GROUNDUATER LEVEL: None Encountered Ring Saaple NorCal Engineering 1 SOILS AND GEOTECHNICAL CONSULTANTS T/Y, np ^^^ T 1 PROJECT 8017-99 1 DATE .. i "• £• 3 - C/1a ~5 6.9 7.2 5.2 2.4 2.9 g Q u.2 « " 112.9 112'.4 110.1 106.3 105.4 itfe£ 2 fjt5 § *S js 3* 2 UJ |M 2 3 w R R R R R £ »( ill . . _ 3 «« - _ - 10- - 15- 20- 25- 30- DESCRIPTION OF SUBSURFACE MATERIALS - THIS SUMMAftV AffUIS ONLY AT THC LOCATION Of THIS lOMNd ANO AT TH1 TIMI Of OMLLINO.. SUSfUMACI CONDITIONS MAY OtfH* AT OTMM LOCATIONS ANO MAY CHANOt AT THIS LOCATION WITH THI PASSAdt Of TIUC. TH( OATA PftCSCNTEO IS A SIMPLIFICATION OF ACTUAL CONDITIONS CNCOUNTCMO. \ \ \ \ ^ Fill SAND fine to medium grained, slightly silty, brown, loose, damp, with small gravel, upper 18" with small rootlets Terrace Deposits SAND fine to medium grained, slightly silty, brown to red/brown, dense, moist SAND fine to medium grained, light brown medium dense, damp - 5. Uj 1^ d "" ... SAMPLE TYPES MTE DRILLED: 3-24-99 [T Rock Core |T) Bulk Sanple EQUIPMENT USED: Backhoe (J] Standard Split Spoon [T| Jar Saaple 6ROUNOWTER LEVEL: None Encountered [|]| Ring Saople NorCal Engineering ; SOILS AND GEOTECHNICAL CONSULTANTS __ „_,.,„,. ' .•^—•••M. LJUvJ vt J-KiSNLJl T~~2 PROJECT 8017-99 _J DATE MOISTURE(X)5.2 . 6.7 !' 113.6 114.1 PENETRATKMtRESISTANCE(BLOWS/FOOT)SAMPLE TYPER R 11 5- 15- 20- 25- 30- 9C DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMARY APfUlt ONLY AT THI LOCATION Of THIS (OAINQ ANO AT THI TIMf Of ORILUtM. SUtlUMACI CONDITIONS MAY OIMCM AT OTHIH LOCATIONS AND MAY CHANOC AT THIS LOCATION WITH THE PASSAGE OF TIME. THI DATA PRESENTED IS A SIMPLIFICATION Of ACTUAL CONDITIONS CNCOUNTEHEO. Fill SAND fine to medium grained, slightly silty, brown, loose, damp, with minor root structures to 18" Terrace Deposit SAND fine to medium grained, slightly silty, brown to red/brown, dense -ELEVATION(FEET). SAMPLE TYPES MTE DRILLED: 3_24_99 Q[| Rock Core [I] Bulk Sanple EQUIPMENT USED: Backhoe T| Standard Split Spoon (TJ Jar Saaple 6ROUNDHATER LEVEL: None Encountered GO Ring Sanple , NorCal Engineering \SOILS AND GEOTECHNICAL CONSULTANTS TrY, np TDia^H T_7 PROJECT 8017-99 I DATE MOISTURE1%)2.8 6.5 4.5 DRY DENSITY<PCf>113.0 111.4 113.4 108.1 PENETRATIONREiBISTANCEIBLOWS/FOOTISAMPLE TYPER/B R R R £ £ft 3 5- 10- 15- 20- 25- 30- DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMARY AffUIS ONLY AT THC LOCATION Of THIS SOftlNO. ANO AT THC TIUC Of OHIUINO. SUSSUNMCI CONDITIONS MAY OIMCN AT OTHCH LOCATIONS AND MAY CHANG* AT THIS LOCATION WITNTHt PASSAOC Of TIME. THC DATA PRESENTED IS A SIMPLIFICATION Of ACTUAL CONDITIONS ENCOUNTERED. \ Fill SAND fine to medium grained, slightly silty, brown, loose, damp, with root structures Terrace Deposit SAND fine to medium grained, slightly silty, red brown, dense, slightly moist with occasional trace of clay content SAND fine to medium grained, light brown, medium dense, moist ELEVATION 1(FEETI ISAMPLE TYPES DATE DRILLED: 3_24-99 [T| Rock Core (T| Bulk Sa«ple EQUIPHEKT USED: Backhoe {T| Standard Split Spoon [TJ Jar Sanple GROUhDUATER LEVEL: None Encountered [R] Ring Saaple NorCal Engineering i SOILS AND GEOTECHN1CAL CONSULTANTS rrr np TOrarH T 4 PROJECT 8017-99 | DATE MOISTUREIK)4.2 5.8 6.5 !« 111.9 114.0 112.9 t PENETRATIONRESISTANCE1 BLOWS/FOOT!I R R R 5- 15- 20- 25- 30- DESCRIPTION OF SUBSURFACE MATERIALS THIS SUMMARY APPLIES ONLY AT THE LOCATION Of THIS SOAINO AMO AT THE TIME Of OAILUMO. SUSSURfACE CONDITIONS MAY DIPPER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OP TIME. THE DATA PRESENTED IS A SIMPLIFICATION OP ACTUAL CONDITIONS ENCOUNTERED. \ Fill SAND fine to medium grained, slightly silty, brown, loose, damp with minor root structures to 18" Terrace Deposit SAND fine to medium grained, slightly silty, brown to red/brown, dense ELEVATION(FEET)--.- SAMPLE TYPES , MTE DRILLED: 3-24-99 [C] Rock Core [§] Bulk Sa«p1e EQUIPMENT USED: Backhoe [f] Standard Split Spoon Q] Jar Sa«ple GROUNDUATER LEVEL: None Encountered [j] Ring Sample NorCal Engineering [SOILS AND GEOTECHN1CAL CONSULTANTS T/Y, ^ TOT?NrH ^ ,. PROJECT 8017-99 I DATE _" Project Number 8017-99 Appendix B NorCal Engineering April 2, 1999 Project Number 8017-99 TABLE I MAXIMUM DENSITY TESTS (ASTM: D-1557-78) Optimum Sample Classification Moisture T1@2' SAND, fine to medium grained, 10.0 slightly silty T4 @ 2' SAND, fine to medium grained, 9.0 slightly silty Maximum Dry Density (Ibs./cu.ft.) 125.0 123.0 Soil Type T1 @2' T4@2' TABLE II EXPANSION INDEX TESTS (U.B.C. STD. 29-2) Classification SAND, fine to medium grained, slightly silty SAND, fine to medium grained, slightly silty Expansion Index 05 06 Sample B1 @ 2-5' B1 @9-11 B2 @ 2-5' B2@9-11 TABLE III ATTERBERG LIMITS Liquid Limit Plastic Limit 23 17 21 16 23 17 20 16 Plasticity Index 6 5 6 4 SULFATE TESTS Sample T1@2' T4@2' % by weight Sulfate (%) 0.020 0.022 NorCal Engineering 2500 1000 1500 2000 NORMAL STRESS (PSF) 2500 3000 SYMBOL X 0 A D BORING NUMBER 1 3 4 4 DEPTH (FEET) 2.0 3.0 2.0 •5.0 t (DEGREES) 35 33 33 31 C (PSF) 150 100 50 150 DRY DENSITY (PCF) 116.6 113.6 113.0 111.4 MOISTURE CONTENT (*) 2.9 5.2 2.6 6.5 NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW. (FM) FIELD MOISTURE TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW. (R) SAMPLES REMOLDED AT 90* OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS PROJECT 8017-99 I DATE DIRECT SHEAR TEST RESULTS Plate A c • » 0- 2 _ ~ M<•* 5 3 4 - 6 _j 8 — •• •= 0.1 - =•^5= = «»«-•= — - ==•^^.=5=a ^ ^ x" • • — Sx\; i i.— £ \ • • — \ N>A—_Is \, N \ \ 1111 _L _jx — NOTE: MATER ADDED AT MMMLi , rp?^!f? _*L^i.».. 1 \ \ \ N, \ — \ ^ 0 0.5 1.0 5 10 NOflHAL PRESSURE (KSF) SYMBOL % o A D BORING NUMBER t 2 4 DEPTH (FEET) 5.0 8.0 10.0 DRY DENSITY (PCF) 113.9 110.1 113.4 HOISTURE CONTENT (*) 4.4 5.2 6.7 LIQUID LIMIT (*) PLASTICITY INDEX (*) CONCESSION (W) FIELD MOISTURE - HO WTER ADDED REBOUND (R) SAMPLE REWLBEO AT 90S OF MAXIMUM DRY DENSITY NorCal Engineering SOILS AND GEOTECHN1CAL CONSULTANTS 20 40 CONSOLIDATION TEST RESULTS Plate B PROJECT 8017-99 I DATE Project Number 8017-99 Appendix C NorCal Engineering "-I" TAYLOR CRITICAL HEIGHT METHOD: He = *»{FS)SN WHERE He = VERTICAL HEIGHT OF SLOPE, FT. C = COHESION, PSF YD = MOIST DENSITY OF SLOPE MATERIAL, PCF 1 = SLOPE ANGLE, DEGREES FS » FACTOR OF SAFETY SN = TAYLOR'S STABILITY NUMBER BASED UPON FRICTION ANGLE, *.* AND SLOPE ANGLE, i i = INTERNAL FRICTION ANGLE OF SOIL, DEGREES I. FOR existing 40* high 2;1 slope DIRECT SHEAR TEST DATA: * « 34 o t C . 125psf. i"-1 (*£-)---23 J20_pcf, FS * 1.5 FOR 1 He = T SN " Q.Q1 . ( 125PSf) ( 120PCf) (1.5) (0.01 ) J69_FT. NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS f PMUEa 8017-99 | MTE GROSS SLOPE STABILITY ANALYSIS Plate C MAR-28-2001 WED 09:30 AM CARLSBAD ENGINEERING FAX NO, 760 602 1052 P. 02 City of Carlsbad Building CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential 0*7£> fsn-g /.r n Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU 3 O Q Res. Additions: Comerc./ Ind.: City Certification of Applicant's information: Net Square Feet New Area uare Feet Floor Area rttnta Carlsbad Unified School District 801 Pine AVB. Carlsbad CA 92009 (729*9291} San Marcos Unified School District 215 Mata way San Marcos. CA 92069 (736-2200) 31 District 101 South Ranch Santa Fe Rd Encinitas. CA 92024 (944-4300) San Dleguito Union High School District 710 Encinitas Blvd. Encinitas, CA 82024 (753-6491) Certification of Applicant /Owners. The person executing this declaration ('Owner) certifies under penalty of perjury that (1) the Information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will fits an amended certification of payment and pay the additional fee if Owner requests an increase In the number of dwelling units or square footage after the building permit Is issued or if the initial determination of units or square footage is found to be Incorrect, and that (2) the Owner Is the owner/ developer of the above described project(s), or that the parson executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: 2O7S Las Palmas Dr. • Carlsbad, CA 92OO&-1676 • (76O) 438-1161 • FAX (760) 438-O894 AUG-22-2000 TUE 10:30 AM CITY OF CARLSBAD FAX NO. 760 602 8558 P. 10 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *+**»»•»»••*****»*»*»••*********»•*»******•••**»**«*******•»*»***•**»*****•*•****»»•»***•*»»**•••*** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE . BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE @Sy1 en Freeman Pl'frirf. NAME OF SCHOOL DISTRICT Business Services £31 F:n.-, /• V5r;ue Carlabad, Culilornia 820Q8 DATE PHONE NUMBER - *. "^ H©C6lptNO. CARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY \ \ AVIARA OAKS ELEMENTARY ^CARLSBAD HIGH SCHOOL \ | MAGNOLIA ELEMENTARY \ ) AVIARA OAKS MIDDLE SCHOOL | | CARLSBAD VILLAGE ACADEMY \ \ PINE SCHO'OL \ \ PACIFIC RIM | | VALLEY JUNIOR HIGH SCHOOL \ \ KELLY SCHOOL \ \ OTHER | | BUENA VISTA SCHOOL \ \ HOPE SCHOOL KZ7&> ^%JJ^-J^<) /=P/v5^? Gni^H^-y, DATE:_22^5^/RECEIVED FROM (If Applicable) PARENT OF: PAYMENT FOR:ACCOUNT NUMBER AMOUNT RECEIVED BY:CASH CHECK #TOTAL " " "J < V :.1Vi '% i I! «N . ; | -' V^^: ^>;e;: ^3 07-22-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR02161 Building Inspection Request Line (760) 602-2725 Job Address: 121 CHINQUAPIN AV CBAD Permit Type: PCR Parcel No: . 2060700400 Lot#: 0 Valuation: $0.00 Construction Type: UN Reference #: CBO-02093 Project Title: THE PALISADES ENLARGE KITCHEN Applicant: , Owner: ROGERS BOB Status: ISSUED Applied: 06/04/2002 Entered By: MDP Plan Approved: 07/22/2002 Issued: 07/22/2002 Inspect Area: 1774 07/22/02 0002 01 02 CGP 120-00 949360-1005 Total Fees: $120.00 Total Payments To Date:$0.00 Balance Due: $120.00 Plan Check Revision Fee Additional Fees .'. $120.00-' $0.00;! Inspector: FINAL APPROVAL Date: ;Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, 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 previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date rzg^ Address (include Bldg/Suite #)/to* CM 'nJE»- }iR , APPLICANT Q Contracted QAs 44^mVv'Wru(l •A&CLU&: Name 5. CONTRACTOR - COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to 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 subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # 6. WORKERS'COMPlUJVTlON : Workers' 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 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 [$100] OR LESS) CD 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 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. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: [~l |, 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). f>T 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). n I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. l~) YES CDNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. 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 / address / phone number / contractors license number): 5. 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): - / J I Sj PROPERTY OWNER SIGNATURE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDINGJPERMltS ONLY 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? CD YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? CD YES CD NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? l~l YES l~1 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3Q97(i) Civil Code). LENDER'S NAME Hfl^WMT*^ ^gOAA-fU^ (ff LLC_ LENDER'S ADDRESS 1 0 AjQfc "~£) [2J , UL/S U^£- /"U< UjUJ f C ft 9. APPLICANT CERTIFICATION '.' " ' 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 City 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 building 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 within 180 days 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 for a petted of 1 Sundays (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE (jLXMsW^ - l^^)^/, , L^-C ' QIZ \ DATE : File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership with Government for Building Safety DATE: 7/17/O2 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 00-2093, (PCR02-161) SET: II PROJECT ADDRESS: 121 Chinquapin Ave. PROJECT NAME: Revisions to SFD | The revised plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The remarks list below transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Sheets A-1 and SD1 Submitted to the city must be incorporated into the city set of revised plans PCR02-161 to make a complete 2nd set of revised plans. By: Chuck Mendenhall Enclosures: Esgil Corporation D GA D MB D EJ Q PC 7/5/02 tmwntl.dat EsGil Corporation In Partnership with government for <Zu.iUing Safety DATE: 6/12/02 Q^AREIJCANT r JURISDICTION: Carlsbad a FILE PLAN CHECK NO.: 00-2093, (PCR02-161) SET: I PROJECT ADDRESS: 121 Chinquapin Ave. PROJECT NAME: Revisions to SFD (f/\ 1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. | | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The remarks list below transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit 2 sets of additional design calculations directly to EsGil Corp for review. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Carlsbad Realty Co. P.O. Box 30121, Laguna Niguel, CA 92607-0121 Esgil Corporation staff did not advise the applicant that the plan check has been completed. EEsgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Carlsbad Realty Co. (feo6 Telephone #: (949) 360-1005 X1 12 Date contacted: <*/ .3/02 (by: i^) '"' Fax #: Mail -" Telephone l"~~ Fax In Person REMARKS: Include as part of the additional calculations a design for the grade beam to be used at the new Simpson Strong walls. The grade beam must be capable of resiting uplift moments and shear. By: Chuck Mendenhall Enclosures: Esgil Corporation D GA D MB D EJ D PC 06/06/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad OO-2O93, (PCRO2-161) 6/12/O2 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: OO-2093, (PCR02-161) PREPARED BY: Chuck Mendenhall DATE: 6/12/02 BUILDING ADDRESS: 121 Chinquapin Ave. BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) NA cb Rlrln Pprmit FPP hv Orrlinanrp ^ Valuation Multiplier Hrly By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance I ir $120.00 Type of Review: [H Repetitive Fee Repeats D Complete Review D Other ^ Hourly Structural Only Hour Esgil Plan Review Fee $96.00 * Based on hourly rate Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PATE ADDRESS /^/ TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE oocs/MlHorms/Plannrng Engineering Approvals Jun 14 02 O4t01p Bob & Robin. Rogers v - i 949.675.2610 p.5 PC. 7692 QUEBEC DRIVE. iJUNTWlcnVTN bEAOJ. CA 92648 lUSADES NQUAPIN 3AD.CA.REV. 01 (WALL F) CRITERIA? CALFORNIA BUILDING CODE 1898 MATERIALS: EXCEPT AS NOTED OTHERWISE CONCRETE FOUNDATION SOIL CONCRETE BLOCK BWCK REINFORCED STEEL STRUCTURAL STEEL WELDING STRUCTURAL PIPE PLYWOOD SHEATHING GLUE LM BEAMS LUMBER SOIL PRESSURE DESIGN REFERENCES: CONCRETE CONCRETE SLOCK STEEL LUMBER 2500 PSI AT 28 DAYS 1000PSF GRADE N, MED. WT UNITS (ASTM C-90) PER ASTM C-62, MW GRADE 20.000 PSI (ASTM A-615 GRADE 40) 24.000 PSI {ASTM A-36. COMPACT) AISC1997 ED. ELECT ARC PROCESS BY CERTIFIED WELDERS 35,000 PSI (ASTM A-63) GRADE B DOUGLAS FIR, STRUC1. INTR. P.S. 1-76 2400 PSI (D.F. COMB F24) GRADE MARKED DF PER WCLB GROG RULE 16 1000 PSF ACI DESIGN HANDBOOK CONG MASONRY DESIGN MANUAL, CMA MANUAL OF STEEL CONST. AISC WOOD STRUCT DESIGN MANUAL. CMA ALL WOOD DOUGLAS FIR LARCH 1ft% MAX MOIST. CONTENT. (LUMBER *3fl»1) 2x4 2x8 2x8 2x10 2x12 2x14 6x10/12 GLB Micro! sm LVL Fv 85 95 95 95 95 95 85 1S5 285 Fb 1315/1510 1140/1310 105571210 965/1105 875/1005 790/905 1350/1600 2400 2600 EX10-6 1.6 1.8 1.6 1.6 1.6 1.6 1.6 1.8 20 4x6 4x8 4x10 4x12 4x14 4x16 Paralam PSL Fw 95 95 95 95 95 95 290 Fb 1140/1300 1140/1300 1050/1200 965/1100 875/1000 875/1000 2900 EXW6 1.6 1.6 1.6 1.6 1.6 1.6 2.0 • Ol£9 BBZ 80f 016W Jun 14 02 O4:01p Bob & Robin Rogers 949.675.2610 p.6 1GNAC1O G. OCHOA. P.E. 7692 QUEBEC DRIVE HUNT1NGTON BEACH, CA. 92649 (714) 841-0643 S/ -0,95 Ol/S 20/tfl/90 •0189 882 80P IGNACIO G. OCHOA, P.E. 7692 QUEBEC DRIVE HUNTINGTON BEACH, CA. 92648 (714) 841-0643 -4 .;,*• CCHCA DESIGNS 7692 <?ue.e>o.c PRJVL J. CA 92648 THE PALISADES 121 CHINQUAPIN CARLSBAD, CA. \gnac\0 Cj". #ch0a, PEL Rc;L#352l7 . 09/30/03 PROJECT: REV. #1 (WALL F) CRITERIA: CALIFORNIA BUILDING CODE 1998 MATERIALS: EXCEPT AS NOTED OTHERWISE CONCRETE FOUNDATION SOIL CONCRETE BLOCK BRICK REINFORCED STEEL STRUCTURAL STEEL WELDING STRUCTURAL PIPE PLYWOOD SHEATHING GLUE LM BEAMS LUMBER SOIL PRESSURE DESIGN REFERENCES: CONCRETE CONCRETE BLOCK STEEL LUMBER 2500 PSI AT 28 DAYS 1000PSF GRADE N, MED. WT UNITS (ASTM C-90) PER ASTM C-62, MW GRADE 20,000 PSI (ASTM A-615 GRADE 40) 24,000 PSI (ASTM A-36, COMPACT) AISC 1997 ED. ELECT ARC PROCESS BY CERTIFIED WELDERS 35,000 PSI (ASTM A-53) GRADE B DOUGLAS FIR, STRUC 1, INTR., P.S. 1-76 2400 PSI (D.F. COMB F24) GRADE MARKED DF PER WCLB GRDG RULE 16 1000PSF ACI DESIGN HANDBOOK CONG MASONRY DESIGN MANUAL, CMA MANUAL OF STEEL CONST. AISC WOOD STRUCT DESIGN MANUAL, CMA ALL WOOD DOUGLAS FIR LARCH 19% MAX. MOIST. CONTENT. (LUMBER #2/#1) 2x4 2x6 2x8 2x10 2x12 2x14 6x10/12 GLB Microlam LVL Fv 95 95 95 95 95 95 85 165 285 Fb 1315/1510 1140/1310 1055/1210 965/1105 875/1005 790/905 1350/1600 2400 2600 EX10*6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.8 2.0 4x6 4x8 4x10 4x12 4x14 4x16 Paralam PSL Fv 95 95 95 95 95 95 290 Fb 1140/1300 1140/1300 1050/1200 965/1100 875/1000 875/1000 . 2900 EX10*6 1.6 1.6 1.6 1.6 1.6 1.6 2.0 IGNACICxt£. OCHOA, P.E- 7692 QUEBEC DRIVE HUNTINGTON BEACH, CA. 92648 (714) 841-0643 Sft^f --2-8 OCHOA DESIGNS 7692 QUEBEC DRIVE HUNTINGTON BEACH, CA. 92648 (714) 841-0643 nacio G. Ochoa, P.E, 3E#35217 _cp. 9/30/03 PROJECT: \1\ THE PALISADES CARLSBAD, CA. PLAN 3k CRITERIA: CALIFORNIA BUILDING CODE 1998 MATERIALS: EXCEPT AS NOTED OTHERWISE CONCRETE FOUNDATION SOIL CONCRETE BLOCK BRICK REINFORCED STEEL STRUCTURAL STEEL WELDING STRUCTURAL PIPE PLYWOOD SHEATHING GLUE LM BEAMS LUMBER SOIL PRESSURE DESIGN REFERENCES: CONCRETE CONCRETE BLOCK STEEL LUMBER ALL WOOD DOUGLAS FIR LARCH: No. 2 No. 1 GLB Fv 95PSI 85PSI 165 PSI Fb 875 PSI 1350 P[SI 2400 PSI 2500 PSI AT 28 DAYS r 1000 PSF (assumed) GRADE N, LT WT UNITS (ASTM C-90) PER ASTM C-62, MW GRADE 20,000 PSI (ASTM A-615 GRADE 40) 24,000 PSI (ASTM A-36, COMPACT) AISC 1907 ED. ELECT ARC PROCESSBY CERTIFIED WELDERS 35000 PSI (ASTM A-53) GRADE B DOUGLAS FIR, STRUC 1, INTR..P.S. 1-76 2400 PSI (D.F. COMB F24) GRADE MARKED DF PER WCLB GRDG RULE 16 1000 PSF (assumed)) ACI DESIGN HANDBOOK CONC MASONRY DESIGN MANUAL, CMA MANUAL OF STEEL CONST. AISC. WOOD STRUCT DESIGN DATA, NLMA E(X1000000) 1.6 PSI 1.6 PSI 1.8 PSI OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714)841-0643 RCE#35217 Exp. 9/30/03 L5 IL- ts 2 C7C7 ftF c 72. LL - OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714)841-0643 RCE#35217 Exp. 9/30/03 3-0 t- \-\ t> 1 3 Tt \ -4 FAS = 2 V V - -2.6 \\A. H4 K- -2 , 5 5 1 +•52. (^^ -_ 7, OCHOA DESIGNS KG. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 ^ ± , \-* 77. OCHOXl DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714)841-0643 RCE#35217 Exp. 9/30/03 A OCHOXl DESIGNS I.G. OCHOA, P.E. HUNTJNGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 f .A 13 15 4 OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 V- 3.0 - 3 f f S OCHCM DESIGNS I.G. OCHOA, P.E. HUNT1NGTON BEACH, CA (714) 841-0643 RCE#3.5217 Exp. 9/30/03 1 ~> c-.cs _J^ri •j ^ jo. c. S c J3 OCHOA DESIGNS I.G. OCHOA, P.E. HUNTINGTON BEACH, CA (714) 841-0643 RCE#35217 Exp. 9/30/03 OC/-/CM DESIGNS I.G. OCHOA, P.E. 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