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2667 CAZADERO DR; ; CB981346; Permit
04/05/1999 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: City of Carlsbad Building Permit Permit No:CB981346 Building Inspection Request Line (760) 438-3101 2671 CAZADERO DR CBAD SFD Sub Type: Lot#: $357,384.00 Construction Type: Reference #: 4100 SF+858 SF AGR+200 PATIO VN Applicant: STEPHENS, K.F. INC. 1500W11THAV 92029 760 740-0885 Owner: Status: ISSUED Applied: 05/06/1998 Entered By: RMA Appr/lssued: 04/05/1999 Inspect Area: 8230 04/05/99 0001 01 C-PRHT STEPHENS, K.F. INC 02 21420-76 Total Fees: $22,411.76 Total Payments To Date;$991.00 Balance Due: $21,420.76 Description Fee * ELECTRICAL TOTAL * MECHANICAL TOTAL * PLUMBING TOTAL BLDG PLAN CHECK BTD FEES BUILDING PMTS Enter Additional Reclaim Enter Impact Fee PLDA C PUBLIC FACILITIE PUBLIC IMPROVE STRNG MOTION TRAFFIC IMPACT 60.00 85.00 168.00 990.65 530.00 1,524 .08 2,400.00 2,925.00 24.85 12,508.44 310.00 35.74 850.00 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 capacrjy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any tees/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. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CITY OF CARLSBA^UILDiNG DEPARTMENT 2075 Las P^a!Xcar!sbad CA 92009 (760)438-1161 FOR OFFICE USE PLAN CHECK NO. O <; ~7EST. VAL. <D L Plan Ck, Deposit Validated By. Date Cot No. Subdivision Name/Number Vacant Lot^,..—...... ~ — Existing Use 1. PROJECT INFORMATION __2671 Cazadero Drive Address (include Bldg/Suite Attached Legal Description 215-460-03 Assessor's Parcel # SFP Description of Work 2, CtfNTAC* PERSON (»«iffe^*ft(»iii«pic»nt) _Russell Wat_son 5865 Avenida Encla Name Address 3; APPUCANT Q Cantractot CEJA^erfft^ConttactbT K.T1. Stephen^, TTK- T snn w- llth.. A3 4100 SQ. FT. One Phase No. Total # of units ^05/06/98 -3001 01 03 .--- • ' ' "•' • •Proposed Use Three. Thrt City Q Agent for Owner State/Zip Telephone (760) Fax# Address State/Zip Telephone # SSS nviM,iw*u..__-- 5^- Stat8/zip Te(et S. CONTRACTOR," COMpANV'NftME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair a issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provtstorts of the {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basisJ° 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 [55001) Name State License # __ Sprotte ; Designer Name State License # Ad-dress City State;Z.p Telephone # Ucensn mas'i CitY Business License # C12359 5863 Ayeuida Encinas #1A2A Carlpfoad Address City CA Q2008 T7601 60^-84^6 State/Zip Telephone Workers' Compensation Declaration; I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. •^£ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: rt . /» y / / Insurance Company jlffa £ 3jtf ^Vfifi ftCfr 5*/Iff. VlCK.f Policy No. ^O[_$ 0 70 3/ Expiration Date__£/_/.^/ ?£ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OH LESS) / / Q CERTIFICATE OF EXEMPTION: i certify that in the performance of the work for which this permit is issued, ! 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 it unlawful, and snail subject an employer to criminal penalties and civil fines up to one hundred thousand dollars {fe1fTT HfMTl innrtrjitjnn trtfht ftnnfrnf compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SlGNATURE^^^t^^T^'''''^ — OATE - ^QECtARATtON hereby afTirm that I am exempt from the Contractor's License Law for the following reason: Q '/ 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 sa' (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 doi 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 sold within one year of completion, tha owner-builder will have the burden of proving that he did not build or improve for the purpose of sale!. ~j?L I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: T Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) liceru pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason; 1. 1 personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person IfirmJ to provide the proposed construction (include name / address / phone number / contractors license nu 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 number / contractors license number): ^_ 5. I will provide some of the work, but I hava contracted (hired) the following persons to provide the work indicated [include name / address I phone numbi of work): ___^ . ^ DATE 3^31^-*^ t$H Is the applicant or future buffing occupant required to submit a business plan, acutely hazardous materials registration form or risk management and pre program under Sections 25S05, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q 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? Q YES ' Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q 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 REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. :$.,. CONSTRUCTION LENDING AGENCY c;.;Sv"i,., I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097<ij Civil Codel. LENDER'S NAME ._Sfe^-r-*lL»>. . "N&fy*"*— LENDER'S ADDRESS ^Cj-O 9, COMPLETE THIS SECTION FO APPBCAflT 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 com City ordinances and State laws relating to building construction. I hereby authorize representatives of tha City of Carlsbad to enter upon the above property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL I JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERI OS HA: An OSHA permit is required for excavations over 5'Q" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of thig Code shall expire by limitation and become null and void if th work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit or abandoned at any time after the work is commenced for a period of 180 da^si{Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE .ijltS~^**~^ZZ^^ DATE >^-2A^ WHITE: File YELLOW: Applicant PINK: Finance OrcJur No. 93037454 EXHIBIT "ONE" Lot 739 of La Costa Meadows Unit » 4, in the City of Carlsbad, County of San Dieao State of California, according to Map thereof No. 7367, filed in the Office of the County Recorderof San Diego County, July 19, 1972. Assessor's Parcel No: 215-460-03 City of Carlsbad Final Building Inspection Dept: Building EiflflMiliIng Planning CMWD St Lite Fire Plan Check #: Date: 3/17/2000 Permits: CB981346 PermitType: SFD Project Name: 4100 SF+858 SFAGR+200 PATIO Sub Type: Address: Contact Person; Sewer Dist: Inspected Bv: ,TS . M Inspected Bv: Inspected Bv: Comments: 2671 CA2ADERO DR Lot: tt^eUA*-^. Phone: *S \A - (*S0& ^ ^ Water Dist: S**' Date .c MA HOiJ Inspected: 2> ' 2.Z'OO Approved: £^' Date Inspected: Approved: Date Inspected; Approved: Disapproved: Disapproved: Disapproved: Inspection List Permit*: CB981346 Type: SFD Date Inspection Item 4/5/2000 89 4/5/2000 89 4/3/2000 89 4/3/2000 89 3/31/2000 23 3/31/2000 23 3/28/2000 19 3/28/2000 29 3/28/2000 39 3/28/2000 49 3/28/2000 89 3/17/2000 18 10/6/1999 17 10/6/1999 18 9/27/1999 16 8/24/1999 14 7/22/1999 22 7/8/1999 15 7/8/1999 15 7/7/1999 15 5/3/1999 21 5/3/1999 24 Final Combo Final Combo Final Combo Final Combo Gas/Test/Repairs Gas/Test/Repairs Final Structural Final Plumbing Final Electrical Final Mechanical Final Combo Exterior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolti ng/Weldi n Sewer/Water Service Roof/Reroof Roof/Reroof Roof/Reroof Underground/Under Floor Rough/Topout 4100 SF+858 SF AGR+200 PATIO Inspector Act Comments - DA DA - DA DA DA DA DA - DA DA DA DA DA SP TP SR SR SP SP Rl AP CO Ri Rl AP we we AP we Rl NR AP AP AP AP AP WC PREV INSP BY SCOTT.AP BY SCOTT AP CO FOUND TWO ON THE ROOF THAT NEEDED NAILING AP WC Thursday, April 06, 2000 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 4/5/2000 Permit# CB981346 Title: 4100 SF+858 SF AGR+200 PATIO Description: Inspector Assignment: DA 2671 CAZADERO DR Lot Type: SFD Sub Type: Job Address: Suite: Location: APPLICANT STEPHENS, K.F. INC. Owner: K.F. STEPHENS, INC-NEW SFD Remarks: Phone: 7605196508 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RICHARD Entered By: CHRISTINE Act« Comments Associated PCRs Inspection History Date Description Act Insp 4/3/2000 89 Final Combo CO DA 3/31/2000 23 Gas^est/Repairs AP DA 3/28/2000 19 Final Structural WC DA 3/28/2000 29 Final Plumbing WC DA 3/28/2000 39 Final Electrical AP DA 3/28/2000 49 Final Mechanical WC DA 3/17/2000 18 Exterior Lath/Drywall NR DA 10/6/1999 17 Interior Lath/Drywall AP DA 10/6/1999 18 Exterior Lath/Drywall AP DA 9/27/1999 16 Insulation AP DA 8/24/1999 14 Frame/Steel/Bolting/Welding AP DA 7/22/1999 22 Sewer/Water Service AP SP 7/8/1999 15Roof/Reroof WC TP 7/8/1999 15Roof/Reroof AP SR 7/7/1999 15 Roof/Reroof CO SR 5/3/1999 21 Underground/Under Floor AP SP Comments PREV INSP BY SCOTT.AP BY SCOTT FOUND TWO ON THE ROOF THAT NEEDED NAILING City of Carlsbad Inspection Request For: 8/13/99 Permit# CB981346 Title: 4100 SF+858 SF AGR+200 PATIO Description: Inspector Assignment: SP 2671 CAZADERO DR Lot Type: SFD Sub Type: Job Address: Suite: Location: APPLICANT STEPHENS, K.F. INC. Owner: K.F. STEPHENS, INC-NEW SFD Remarks: DO NOT KNOW WHAT TYPE OF INSPECTION Phone: 0000000000 Inspector: Total Time:Requested By: DOUG Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding Inspection History Date Description 7/22/99 22 Sewer/Water Service 7/8/99 15Roof/Reroof 15 Roof/Reroof 15Roof/Reroof 7/8/99 7/7/99 5/3/99 21 Underground/Under Floor 5/3/99 24 Rough/Topout Act Insp Comments AP SP AP SR WC TP PREVINSPBYSCOTT,APBYSCOTT CO SR FOUND TWO ON THE ROOF THAT NEEDED NAILING AP SP WC SP CITY OF CARLSBAD BUILDING DEPARTMENT DATE_ NOTICE (760)438-3550 2075 LAS PALMAS DRIVE 99 TIME LOCATION ^^ZLJ^&^U^ PERMIT NO. r/ jL-S^i-f^-/-v@L ^^ 44— ~7 *? P / / /~ ~) V / ' Jf • Ir^'filC^ttS'^ /*" 'f?C- '\ ">- f 4? ' " 'jd£_SJL^/l S ^^ ^- y r> OR INSPECTION CALX (760) 438-9TD1. RE-lNSPECtlON FEE DUE? LJ YES FOR FURTHER INFORMATION, CONTACT BUILDINO 1NSPE PHONE COO£ ENFORCEMENT OFFICER FIELDllEPORT TO VINJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALIFORNIA 92029-1 229 -4 Phone:(760)743-1214 Fax: (760) 739-0343 *. r* $>fa,&\MjA& , TVlC. THE FOLLOWING WAS NOTED: > HOURS ARRIVE A2//0 LEAVE HOURS ON SITEIS ON SITE NOTRE TOTAL OVERTIME PHOTOS THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RfeSPWfelBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES B£;T"': VINJE & MIDDLETON ENGINEERING, INC . 2450 Vineyard Avenue Suite 102 ESCONDIDO, CALIFORNIA 92029-1229 Phone:(760)743-1214 Fax:(760)739-0343 TO r^UM<>J THE FOLXOWiNS WAS NOTED: FIELD INS THIS REPORT DOES NOT PER THE PLANS - '••'- CODES EsGil Corporation In Partnership ittitfi government for QSuikCing Safety DATE: August 5, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1346 PROJECT ADDRESS: 2671 Cazadero Drive PROJECT NAME: SPD for Stephens Q APPLICANT Q PLAN REVIEWER a FILE SET: III 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: Bert Domingo Esgil Corporation D GA D CM D EJ D PC Enclosures: 7/27/98 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 •* Fax (619) 560-1576 EsGil Corporation In "Partnership -with government for fyuibiing Safety DATE: June 27, 1998 JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 98-1346 SET: II PROJECT ADDRESS: 2671 Cazadero Drive PROJECT NAME: SFD for Stephens 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: Russell Watson 5865 Avenida Encinas, # 142A, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant(except by mail) 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: Bert Domingo Enclosures: Esgil Corporation D GA D CM D EJ D PC 6/18/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 4 (619)560-1468 4 Fax (619) 560-1576 Carlsbad 98-1346 June 27, 1998 II RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2671 Cazadero Drive DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/18/98 REVIEWED BY: Bert Domingo PLAN CHECK NO.: 98-1346 SET: II DATE RECHECK COMPLETED: June 27, 1998 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 disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. 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 on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 98-1346 II June 27, 1998 • PLANS 1. 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 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. • GENERAL RESIDENTIAL REQUIREMENTS 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, 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. Please see window J and the enclosures for shower rooms. FRAMING 12. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. The city does not allow deferral submittal for trusses. Carlsbad 98-1346 II June 27, 1998 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 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In fPartnersfiip With (government for 'Buitding Safe DATE: May 21, 1998 U APPUCANT JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 98-1346 SET: I PROJECT ADDRESS: 2671 Cazadero Drive PROJECT NAME: SFD for Stephens 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. ><J The applicant's copy of the check list has been sent to: Russell Watson 5865 Avenida Encinas, # 142A, Carlsbad, Ca 92008 XI Esgil Corporation staff did not advise the applicantfexcept by mail) 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: Bert Domingo Enclosures: Esgil Corporation D GA D CM D EJ D PC 5/11/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 + Fax (619) 560-1576 Carlsbad 98-1346 May 21,1998 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 98-1346 JURISDICTION: Carlsbad PROJECT ADDRESS: 2671 Cazadero Drive FLOOR AREA: 4111 SQ. FT. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 21,1998 STORIES: ONE HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/11/98 PLAN REVIEWER: Bert Domingo 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 Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). 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, 1994 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. LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw.dot Carlsbad 98-1346 May 21,1998 • PLANS 1. 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 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. 2. Plans and specifications 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). • FIRE PROTECTION 3. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. See office room. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. • GENERAL RESIDENTIAL REQUIREMENTS 4. 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 hot tubs, whirlpools, saunas, steam rooms, 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. Carlsbad 98-1346 May 21,1998 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. ROOFING 5. Specify on the plans the following information for the roof materials, per Section 106,3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 6. Show attic ventilation. Minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 7. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. • GARAGE AND CARPORTS 8. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. 9. Provide an 18" raised platform for any FAD, water heater, or other device in the garage which may generate a flame or spark. UMC Section 308, UPC Section 510.1. • FOUNDATION REQUIREMENTS 10. The soils engineer recommended that he/she review the foundation excavations. Please see on page 13 of the soils report. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 11. 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. Please see page 13 of the soils report. Carlsbad 98-1346 May 21,1998 FRAMING 12. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 13. Show clearance between top plate of interior partitions and bottom chord of trusses. (To ensure nonbearing condition between supports as designed). 14. Per UBC Section 2343,6, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." MECHANICAL (UNIFORM MECHANICAL CODE) 15. Show the size, location and type of all heating and cooling appliances or systems. 16. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or Table 31-B. 17. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 18. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 250-52 (e). This receptacle must be GFCI protected. • PLUMBING (UNIFORM PLUMBING CODE) 19. Show water heater size, type and location on plans. UPC, Section 501.0. Carlsbad 98-1346 May 21,1998 20. Provide adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. 21. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 22. Show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.0 ENERGY CONSERVATION 23. Please have the owner sign the space provided for on page 2 of CF-1R form. 24. Please show the R Value for the wall on the section. 25. Provide a note on the plan that all glass for the windows and doors are double pane. 26. Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." 27. Show the make, model, type and efficiency of the space heating (or cooling) system. CARLSBAD SPECIAL CODE REQUIREMENTS 28. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 29. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 30. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). Carlsbad 98-1346 May 21,1998 MISCELLANEOUS 31. The seismic zone for the area is 4. Please revise lateral analysis. 32. Please show the roof rafters/trusses above the porch at the back and the guest bathroom. 33. The tributary area for the Dead load is different with that for the Live load for all the beams shown on the calculation under span data. Please clarify and submit calculation or documentation to verify conformance to standard practice. 34. Where is RB5 on the plans? The reaction for this beam is 8428.50 # but, the maximum used for the post design is 7,500#. Please submit calculation for the most critical loading. Please look into the reactions for the girder truss too. 35. Please submit documentation for the computer generated column design to verify conformance to 94 UBC. 36. Please show on the plan the length of the shearwalls as recommended in the calculation. 37. Please verify the height / width ratio requirement for the garage front shear walls. Please show dimensions. 38. Please show shear wall designation on the south wall and on the rear wall of the garage per recommendations. 39. Where is the north-south lateral analysis? 40. Please submit lateral analysis for the bed and guest room area. 41. A complete vertical and lateral analysis plan check when all of the above is met. 42. Please show the size of the lites for the family room door. Carlsbad 98-1346 May 21,1998 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 a No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad 98-1346 May 21,1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1346 PREPARED BY: Bert Domingo DATE: May 21,1998 BUILDING ADDRESS: 2671 Cazadero Drive BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V N BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft-2) VALUATION MULTIPLIER VALUE 1 ($) 1 ** $ 357,384.00 • 1994 UBC Building Permit Fee Q Bldg. Permit Fee by ordinance: $ 1524.08 • 1994 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 991.00 Type of Review: Q Complete Review Q Structural Only d Hourly Q Repetitive Fee Applicable [H Other: Esgil Plan Review Fee: $ 792.52 Comments: ** Valuation was taken from the city's estimate. Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad Engineering Department DATE BUILDING ADDRESS: BUILDING PLANCHECK CHECKLIST PLANCHEKNO.: CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: 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 conformance with applicable codes. Please review carefully all comments attacbedras failure to comply with instructions irvtfiis 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 jrttached report of deficiencies marked wrtfi D. Ma"ke necessary corrections to plans or spe<aficatto"ns for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. / FOR OFFICIAL USE ONLY NGJNEER1NG AUTHORIZATION TO ISSUE BUILDING PERMIT:. Date: ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Danna Trigs City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad. CA 92009 Phone: (619)438-1161, ext. 4374 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 imuiBfflfl uiflopeK uusi Bkaju i nHiti uj .aw.— —— 4 RBTTaaaB-Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (76O) 431^5769 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: Arrow v. Property Lines & Proposed Structures ^^^T^asements SIsVJ^B 4- listing Street Improvements ^^-Jjght-of-Way Width & Adjacent Streets /^Gx^0riveway.wicllhs(_JSf^ /UKX T>R.ii/euMV 2. Show on site plan: '5 2>O\ ^^^ 4J jSoQ.P,V_X: (MISSED TfHS rainage Patterns £CR£et,(/o>o Bfipe^e. 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 rainage of 2% to swale 5' away from building." isting & Proposed Slopes and Topography 3. Inckjde^on title sheet: K Sfte address By'Ass'essor's Parcel Number O^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 DISCRETIONARY APPROVAL COMPLIANCE rj Q Q 4a. Project does not comply with the following Engineering Conditions of approval for Project No. Q Q G 4b. All conditions are in compliance. Date: HAWORCnOOCSVCHKLST^BiDUjpO PtanctMCk CWsl BP0001 Form let BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS siv 2NCV qRiv Q Q 5. 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 %" 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 Q Q Q 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. Improvement Plans signed by: Date: Q Q Q 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\DOCS\CHKLSTflij**ng PUndwck CUM BP0001 Form DT.doC BUILDING PLANCHECK CHECKLIST 4 Si/ a ond/ a 3rd/ a 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 Citv Inspector prior to occupancy. Q a a Q a Q a a a 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): Write "No Grading" on plot plan if none is required. b. Grading Permit required. A separate grading plan prepared by 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. rading Inspector sign off by;Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d.No Grading Permit required. 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: H:\WORD\DOCS\CHKLST\BuHdlng PUncheek CkBI 8P0001 Form DT.Ooc BUILDING PLANCHECK CHECKLIST a a 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: Q G G Q (a 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 occursfirst. 12. Sr Required fees are attached G No fees required :->Additional Comments:; J W/aa *a ± +£J JZ^ . ' 31-P__'_(( QC&.dl/\ H:\WORD\DOCS\CHKLS-neuUding Planchw* CU»1 BP0001 Form DT.doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: <£?<* 7 \ Co^ZC^C. Prepared by:L> 1 ^\C(S Date:— a o EDU CALCULATIONS: List types Types of Use: S>P*v^, iiOTO Dr. Bldg. Permit No. S~"/&?lA?g> Checked by: and square footages for all uses. Sq. Ft. /Units: Cfe^ Si- Date: EDU1*: e>4o r APT CALCULATIONS: List types ahd square footages for all uses. Types of Use: "SPv^ Sq. Ft./Units: ADT's: FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED: D YES D NO (See Building Department fo WITHIN CFD: D YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) 1 . PARK-IN-LIEU FEE FEEAJNIT: PARK AREA: NO. UNITS: 2. TRAFFIC IMPACT FEE ADT's/UNITS:\FEE/ADT: fi> -4O . BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: UNIT/SQ.FT.: 5. SEWER FEE PERMIT No. _ EDU's: _ FEE/ADT: X FEE/EDU: BENEFIT AREA: AJ/j4 DRAINAGE BASIN: f)/A EDU's: i X FEE/EDU: T : HIGH • _ X 6. DRAINAGE FEES ACRES: _ PLDA /LOW FEE/AC: . SEWER LATERAL ($2,500) « S jlENT FEE ZONE: X FEE/SQ.FT./UNIT: C3}& TOTAL OF ABOVE FEES*: $ ount) 3 JO *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. o- i nnr*cvuToenDUC\ oonnnn CDU REV 01 722/97 PROJECT INSPECTOR: PROJECT ID, LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE V = COMPLETE 0 = Incomplete or unacceptable CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE: GRADING PERMIT NO. 1st^ V", ', ^ ^ ^S S / s LX> S S 2nd. / s- / „ ^ '- / s 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted 81/2 M x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Fire hydrants within 500 feet of building combustibles and all weather roads access to site. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: H:U,lDRARY\BNG\WI'DATA\INSl>UCnFORMS\PARTSlTE.PRM CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: PROJECT ID GRADING PERMIT NO._ LOTS REQUESTED FOR RELEASE: Lff / ^38 /fa & N/A = NOT APPLICABLE V = COMPLETE 0 = Incomplete or unacceptable -Ist/ v^ "^^v^ ^V S / s L/ ^ S 2nd. / s* / ,, ^ - -^' / f 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted 81/2*' x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Fire hydrants within 500 feet of building combustibles and all weather roads access to site. zg 'Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: H:\LI DRAR Y\ENG\ WPDATAMNSPECnFORM S\PA RTS1TE.FRM PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB ffl Address Ot Planner Grea Fisher APN: Phone (619) 438-1161, extension 4328 Type of Project anjj Use: Zone: ft-^t *h Facilities Management Zone: CFD (in/out) # Circle One (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Legendn©Item Complete Item Incomplete * Needs your action Environmental Review Required: YES DATE OF COMPLETION: NoV3_ TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. ^_^_ YES NO DATE TYPE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval ,^__^____^___ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (61§i-52V8036 Determine status (Coastal£effrut Required or Exempt): Coastal Permit DeterpFtfnation Form already completed? If NO, complete Coapttf Permit Determination Form now, Coastal Perrpi^Determination Log #: YES NO Follow-Up Actions: ) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES\C NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.1 Date Entry Completed? YES NO • ' P C 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. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Int. Side: Street Side: Rear: Required Required Required Required 2. Accessory Structure Setbacks: Front: Required^ Int. Side: Street Side:^-^" Rear^-""^ 3. Lot Coverage: 4. Height: 5. Parking: Spaces Guest Spaces Additional Comments Q.<0C€&l2 Sf*& -d Required Required Required Required Required Required Required k If 1 nJJU £ C^7*~ /, {7\J Shown -^ \O T Shown //? r — Shown — 2O ' Shown "7^7>(' __-^- — — """^ Shown Shown - Shown Shown ^-^/O ou L-tfi/f,-^"^ Shown * /6 i^L> Shown L^O 9~ "7Shown ^ Shown ' . 0 . i *s fJ&cfy- OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE RECEIVED JUN 1 3 1998 VINJE & MIDDLETON ENGINEERING, INC. Job #98 137 P 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 June 12, 1998 Phone (760) 743-1214 Fax (760) 739-0343 K. F. Stephens, Inc. Attn: Mr, Kevin Stephens 7939 Bolero Street Carlsbad, California 92008 Grading And Foundation Plan Review, Proposed Residential Construction, Lot 739 Cazadero Drive. La Costa. City of Carlsbad. California We have received and reviewed the project grading and foundation plans and selected excerpts of foundation details for the above-referenced residential construction provided to us by Sprotte+Watson Architecture And Planning dated June 11,1998. Based upon our review of drawings made available to us, and from a geotechnical engineering point of view, the grading and foundation plan/details are in substantial compliance with our "Preliminary Geotechnical Investigation, Lot 739 Cazadero Drive, La Costa, City of Carlsbad, California," Job #98-137-P, dated April 3, 1998, provided the following are considered and/or incorporated into the final plans where applicable. A Grading Plan: 1. Proposed cut excavations at the rear of the project are expected to remove the majority of the upper loose fills and topsoils/alluvium. However, local areas may leave some of the loose deposits in-place after cut grading is completed. In this case, mitigation and stabilizing the cut face will be necessary and should be anticipated. The method of stabilization will depend on the thickness of loose deposits and it could vary from track-walking the slope face to reconstruction of the slope as a stability fill slope. Appropriate recommendations should be provided by the project soils engineer in the field at the time of grading operations. Special geotechnical engineering inspection of the graded cut slopes will be necessary. 2. A wall back drainage system should be provided behind the proposed retaining wall at the toe of the 2:1 cut slope to the south in substantial compliance with the Plate 7 of the referenced report. However, a 6-inch diameter Sch. 40 or SDR 35 perforated pipe should be used. Additional slope toe drainage systems are not necessary. 3. The level building pad and foundation constructions should be inspected, tested as necessary, and approved by the project geotechnical engineer. Geotechnical engineering construction inspections and test results should be presented in written field and final geotechnical reports. All recommendations should be further field verified, confirmed, or revised if necessary. K. F. Stephens, Inc. June 12,1998 Page 2 4. On Sheet 1 of the Grading Plans, under Grading Notes, Note 36, the date of the Preliminary Geotechnical Investigation should be changed to "April 3, 1998". B. Foundation Plan And Details: 1. The indicated "perimeter foundation drain" adjacent to the foundations along the southern side of the building should be eliminated. 2. Exterior concrete flat works and driveway should comply to the referenced soils report. 3. It is our practice to recommend providing diagonally placed re-entrant corner reinforcement consisting of 2-#3 bars @ 12" OC (L=5' min.) for all interior slabs at 270°± corners. 4. It is our practice to recommend doweling the footings to the slabs in the case of non-monolethic two pour foundations and slab construction. The dowels should be #4 bars with the same spacing as the slab reinforcement. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #98-137-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Shariat RCE#46174 RMV/MS/sgr Distribution: Addressee (2) Sprotte+Watson, Russell Watson (fax, mail 2) sms\wpdocs\plan.rew\98-137-p.gfp sgr\pre)ims\98-137-p VINJE 0 MIDDLETON ENQINEERINQ, INC. 2450 Viruyard Aufrute, 9102, Escondido, Co^ornut 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 SOIL TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS Preliminary Geotechnical Investigation Lot 739 Cazadero Drive, La Costa City of Carlsbad, California April 3, 1998 Prepared For: Mr. Kevin Stephens K.F. Stephens, Inc. 7939 Bolero Street Carlsbad, California 92008 JOB X98-137-P VINJE 6? MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 Job #98~137-P Aprils, 1998 Mr. Kevin Stephens K.F. Stephens, Inc. 7939 Bolero Street Carlsbad, California 92008 Preliminary Geotechnical Investigation, Lot 739 Cazadero Drive, La Costa, City of Carlsbad. California __^_ Pursuant to your request, Vinje & Middleton Engineering, Inc. has completed the attached investigation of soils and geotechnical conditions at the subject site. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed single-family residential development provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #98-137-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. GE #863 RMV/mmd TABLE OF CONTENTS I. INTRODUCTION 1 II. SITE DESCRIPTION 1 III. SITE EXPLORATION 1 IV. PROPOSED DEVELOPMENT 1 V. FINDINGS 2 A. Earth Materials 2 B. Groundwater 2 C. Faults/Seismicity 2 D. Geologic Hazards 4 E. Laboratory Testing/Results 4 VI. CONCLUSIONS 5 VII. RECOMMENDATIONS 6 A. Grading and Earthworks 6 B. Stem Wall Foundations 9 C. Underfloor Ventilation/Drainage Considerations 9 D. Conventional Footings and Slab-On-Grade Foundations 9 E. Exterior Concrete Slabs/Flatworks 10 F. Soil Design Parameters 11 j G. Asphalt Pavement Design 12 I H. General Recommendations 12 I VIII. LIMITATIONS 14 t i | TABLES Table No. j Fault Zones 1 j Soil Types 2 j Maximum Dry Density and Optimum Moisture Content 3 j . Direct Shear Test 4 | Expansion Index Test 5 f I PLATES Plate No. Geotechnical Map 1 Test Trench Log 2-3 Fault-Epicenter Map 4 Isolated Joints and Re-Entrant Corner Reinforcement 5 Retaining Wall Drain Detail 6 Preliminary Geotechnical Investigation Lot 739 Cazadero Drive La Costa, City of Carlsbad I. INTRODUCTION The property investigated in this work includes a vacant hillside lot within a developed area of La Costa, City of Carlsbad. We understand that the property is presently planned to support a single-family residence and associated structures. Consequently, the purpose of this investigation was to determine geotechnical conditions at the property and their influence upon the planned work. Test hole digging, soil sampling and laboratory testing was conducted in support of this work which has resulted in construction and development recommendations presented herein. //. SITE DESCRIPTION The study site is depicted on a Site Plan enclosed with the report as Plate 1. The property consists of north-facing hillside terrain which ascends approximately 35 feet from Cazadero Drive along the lower, north boundary. Slope gradients approach 4:1 (horizontal to vertical) at their steepest. A paved concrete brow-ditch marks the upper, southern boundary as shown on Plate 1. Lower areas adjacent to Cazadero Drive are characterized by nearly t level terrain of a broad canyon that drains northward through the site. | Surface areas are characterized by trash deposits and a moderate cover of native brush. ! Site drainage sheetflows northward over the slopes and into the broad canyon. Excessive \ erosion or scouring resulting from concentrated runoff was not in evidence. ///. SITE EXPLORATION Geotechnical conditions at the project site were determined chiefly from the excavation of four test trenches dug with a tractor-mounted backhoe. The trenches were logged by our project geologist who also retained representative soil/rock samples for laboratory testing. Trench locations are depicted on Plate 1. Logs of the trenches are attached to this report as Plates 2 and 3. Laboratory tests results are summarized in a following section. IV. PROPOSED DEVELOPMENT Details of the planned development are unknown. However, we understand that the property is proposed to support a single-family dwelling with an attached garage on very near grade utilizing split-level surface or stepped foundations. It is expected that minimal grading and excavations will be conducted. We understand the proposed building will have wood-stud wall construction with exterior stucco. 'INJE fiT MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, «02, Escondub, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 ^TESTING PERCTEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 CA2ADERO DRIVE. LA COSTA April 3. 1998 V. FINDINGS The study site is hillside terrain mantled over much of the surface areas by a thick cover of fill and natural soil which occur in a loose condition. Hard volcanic bedrock unit underlie site soils and will be encountered in deeper excavations at the project. A. Earth Materials Much of the property is directly underlain by a thick section of fine grained soils which include a high percentage of hard rock debris. The soils include old fill apparently cast onto the lot from previous grading work above as well as natural topsoil and alluvial soils. Site soils typically occur in a loose condition and extend to an indicated depth of 8 feet within the upper reaches of th site. Deeper soil (alluvial) deposits are indicated beneath the lower areas adjacent to Cazadero Drive. Hard bedrock units occur beneath site soils. These are typically dark-colored volcanic rocks which occur in a fractured and blocky condition. The rocks transition to more massive and hard with depth; however the fractured nature of near-surface | exposures will facilitate shallow excavations into project bedrock units. j Added details of site earth materials are given on the enclosed Trench Logs (Plates I 2 and 3). The indicated subsurface profile is shown on Cross-Section A-A' attached i to this report as Plate 5. i * B. Groundwater Groundwater was not encountered in test trenches excavated at the site. However, local bedrock units are hard, fractured rocks which can transmit up-slope drainage and near-surface groundwater onto lower slope improvements. Excavations into the project hillside should be provided with an adequate subdrain as recommended in a following section. C. Faults/Seismicitv Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest '^ffMIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Ewondido, CnU/bmia 92029-1229 • Phont (760) 743-1214 • Fox (760) 739-0343 PERCTEST SOIL ZNVESTIQATIONS QEOTECHNICAL INVESnQATTONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 3 CAZADERO DRIVE. LA COSTA April 3. 1998 ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 9 miles from the project area. This event, which is thought to have occurred along the Coronado Bank fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.30g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ Fault Ver. 2:01) typically associated with the fault is also tabulated. TABLE 1 •S^^::rfi?Mi^^i^St Eisinore Fault San Jacinto Fault Coronado Bank Fault ll|IIBisifti^liii6iiiill;S>:t 23 miles 46 miles 23 miles ^^mmm^mKmmim 0.1 26 g 0.062 g 0.133 g The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 4. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5,3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28,1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in ^JE 6T MIDDLETON ENQINEERINQ, INC. 2450 Vino«^ Awerme, «102, Escondido, Colifrmia 92029-1229 • Phone (760) 743-1214 • Fax f 760J 739-0343 PERCTEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGE 4 April 3. 1998 earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of county areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolfa Cove through San Diego Bay toward the Mexican border. Recent trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. Thus, the fault is classified as "active" by the State of California which defines faults that evidence displacement in the previous 11,000 years as active. More active faults (listed on the preceding page) are considered most likely to impact the region during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. D. Geologic Hazards Geologic hazards are not presently indicated at the project site. Minor exposed slopes do not indicate gross geologic instability. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. E. Laboratory Testing/Results Earth deposits encountered in our test trenches were closely examined and sampled for laboratory testing to determine their ability to support the planned structures and improvements. Based upon our test data and field exposures, site soils have been grouped into the following soil types: TABLE 2 ' Soil Type 1 2 ' '' - * Description < ' , ' / " tan to brown color silty clay to clayey silt with bedrock fragments (fill/topsoil) rust brown volcanic rock (bedrock) The following tests were conducted in support of this investigation: ^JE fir MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, f 102, Escmdido,Catifimua 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 PEHCTEST SOIL INVESTIGATIONS (JEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGES Aprils. 1998 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D-1557-91. The results are presented in Table 3: TABLE 3 Location T-101 @2' Soil Type 1 Maximum Dry Density (Ynrt-pcf) 126.0 Optimum Moisture Content (wopt-%) 11.2 2. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1 . The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 4: TABLE 4 Location ;; T-101 @2' •••-^rtir'.'.'V Type 1 r^ConditionS1!' 90% remolded ^%&^^^m&'-- :;^£(Yw-p^:fe£ 125.3 v;.:;^wArigte:6lfv-::;:::;f: ^X^-DegO;"^- 31 ••-•>• y::fvA|pi^rehi::'^::::^ m^(c$s$:m^ 363 3. Expansion Index Test: One expansion index test was performed on a representative sample of Soil Type 1 in accordance with the Uniform Building Code Standard 18-2. The test results are presented in Table 5 below: TABLE 5 Sample Location T-101 @_2' Soil Type 1 Remolded 01 (%) 11.0 Saturation (%> 51.5 Saturated w <%) 21.1 Expansion Index (El) 0 Expansion Potential very low (a)} = moisture content in percent VI. CONCLUSIONS Based upon the foregoing investigation, development of Lot 739 for residential purposes is feasible from a geotechnical viewpoint. The following factors are unique to the study site and will impact project development: * The site is largely underlain by soil deposits characterized by fine grained soils with a high percentage of rock debris. The soils occur in a loose condition and are not suitable for the support of structures or new graded fills. Additionally, the indicated high percentage of hard rock debris within the on-site soils will create difficulties for processing and reuse as compacted fill. Removal of these soils prior to placing structures or graded fills is recommended in the following section. ^E & MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 PERCTEST SOIL INVESTIGATIONS QEOTECHN1CAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 6 CAZADERO DRIVE. LA COSTA April 3.1998 * Underlying bedrock units are dense rocks which will adequately support improvements. Bedrock units, which are very near-surface grades, consist of hard rocks that will excavate with difficulty. Moderate to heavy ripping utilizing conventional equipment (D-8L Model) will be required to complete excavations to depths of 10-12 feet. * Site excavations are expected to generate rock debris with very little soil. These materials will require special treatment prior to their use as compacted fill. The use of imported soils should therefore by considered for the construction. * Cut excavations at the site should be provided with adequate subdrains as a means of protecting improvements from expected near-surface groundwater as recommended in the following sections. * Depth of the upper unsuitable fills/alluvium and topsoils varies in the proposed building areas from approximately one foot in the vicinity of Test Trench T-103 to over 9 feet in the vicinity of T-104. Remedial grading should construct uniform soil conditions underneath all footings and floor slabs as recommended in the following sections. * Potentially expansive soils were not indicated during our study at the tested locations. Rocky fill soils derived from on-site excavations will also be a non- expansive mix containing excessive amounts of rock fragments which may cause handling and compaction difficulties. * Liquefaction and seismically induced settlements are not indicated and will not impact the proposed development and structures. * Post construction settlements of the underlying earth/rock deposits will not be a factor impacting the planned construction provided our recommendations for remedial grading and site development are followed. VII. RECOMMENDATIONS The following recommendations are consistent with site geotechnicai conditions and should be incorporated into final plans and implemented during the construction phase: A. Grading and Earthworks Conventional grading techniques may be used in order to achieve final design grades and improve soil conditions beneath the new structures and improvements.. All grading and earthwork should be completed in accordance with Appendix - ^JE & MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, f 102, Eicwdido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 PEHCTEST SOIL INVESTIGATIONS QEOTECHNICALINVESTIQATIONS k PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 7 CAZADERO DRIVE. LA COSTA APRILS. 1998 Chapter 33 of the Uniform Building Code, City of Carlsbad Grading Ordinances and the requirements of the following section wherever applicable. 1. Cleaning and Grubbing - Surface vegetation and other deleterious materials and debris should be removed from areas of the site planned for structures and improvements. Removals should be inspected and approved by the project geotechnical engineer or his designated field representative prior to grading. 2. Grading - Site existing topsoils and fill/alluvial deposits in all areas to receive fills and/or structures/improvements plus five feet should be removed to underlying competent bedrock or "approved native ground". Removal depths may be estimated from the enclosed trench logs and will likely vary throughout the site ranging from approximately one to 9 feet. Locally deeper removals may be necessary based on the actual field exposures and should be anticipated. The bottom of all removals should be additionally ripped and recompacted in- place prior to the fill placement as directed in the field. "Approved native ground" is defined as undisturbed bottom of over-excavation which indicates in-place density of at least 85% of the corresponding maximum density. In the event firm bottom of over-excavations were not exposed at the depth of 9 feet, ground stabilization utilizing Tensar geogrid BX-1100 earth reinforcement will be necessary. Specific recommendations should be provided by the project soils engineer based on the actual subsurface exposures. 3. Subsurface drainage - A subsurface drainage system consisting of a two-foot |, wide by four-foot deep trench with a minimum 4"-diameter, Schedule 40 (SDR f 35) perforated pipe surrounded in ^-crushed rocks wrapped in filter fabric (Mirifi 140 N or equivalent) or Class 2 permeable aggregate is recommended at the toe of the cut slopes, if any occur above the proposed structures and improvements. Filter fabric can be eliminated if Caltrans Class 2 permeable materials is used. The invert of the subdrainage pipe should be established at elevations to ensure positive drainage into approved drainage facility. The exact location and construction details of the proposed subdrain should be given by the project soils engineer at the time of the grading plan review. 4. Import Soils - Import soil may be considered to improve quality of the generate rocky fills from the on-site excavations and removals. Import soils, if used, should be non-expansive granular deposits (SE^SO) tested and approved by the project soils engineer. 5. Cut/Fill Transition - Cut/fill transition should not be allowed under buildings, improvements and the associated structures. The cut portion of the cut/fill transition pads should be undercut a minimum of three-feet or one-foot below the deepest footing, whichever is more, and placed back as compacted fill. In the driveway and parking improvement transition areas there should be a minimum of one foot of compacted soils below rough finish subgrade. WJE 6T MIDDliTON ENQINEERINQ, INC. 2450 Wn^rd Avenue, *IQ2, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fox (760) 739-0343 1 TESTING PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 CAZADERO DRIVE. LA COSTA APRIL 3.1998 6. Fill Materials and Compaction - Based on our observations and field excavations, removed soils will contain excessive rock fragments. Rocks larger than 6 inches in maximum diameter should not be allowed in shallow fills. Since deep fills over 10 feet are not anticipated at the site, all rocks larger than six inches in maximum diameter should be selectively removed from the soils and properly disposed. Fill soils should also contain at least 40% materials finer than the #4 sieve by weight. Import soils may be used to improve quality of the locally generated fill. Fill soils should be moisture conditioned to near optimum moisture level and mechanically compacted in thin, horizontal lifts to at least 90% of the corresponding laboratory maximum density value unless otherwise specified. 7. Graded Slopes - Graded cut and,fill slopes at the project site should be programmed for 2:1 gradients maximum. Cut and fill slopes constructed at 2:1 gradients will be grossly stable with respect to deep seated and surface failures for the anticipated maximum design heights. Cut slopes exposing loose alluvial soils, if any planned at the site, wiJi be require to be reconstructed as stability fill slopes. Appropriate recommendations should be given by the project soils engineer at the time of the grading plan review. Fill slopes should be compacted to 90% (minimum) of the laboratory standard out to the slope face. Overbuilding and cutting back to the compacted core is recommended for site fill slope construction. Density tests should be performed to confirm an adequate compaction within the slope face. 8. Drainage/Erosion Control - A critical element to the continued stability of the graded building pads and slopes is an adequate surface drainage system, and protection of the slope face. This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems: * Drainage swales should be provided at the top and toe of the slopes per project civil engineer design. * Building pad and slope surface runoff should be collected in approved drainage facilities and directed to selected locations in a controlled manner. * The finish slope should be planted soon after completion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed. Over-watering of the slope faces should also not be allowed. Only the amount of water to sustain vegetation life should be provided. INEERING, INC. 2450 Vineyard Avenue, #103, Escontido, Cokfrmia 92029-1229 • Phone (760) 743-1214 • Fox (760) 739-0343 **• 1ESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICA^ INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 9 CAZADERO DRIVE. LA COSTA APRILS. 1998 9. Engineering Inspections - All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded compaction report. The nature of finished subgrade soils should also be confirmed in the final compaction report at the completion of grading. B. Stem Wall Foundations Extended stem wall footings are expected for the proposed wood-frame building. All exterior stem wall strip footings should uniformly supported on certified compacted fill. Stem wall footings should be embedded a minimum of 18 inches for one and two story structures into the certified ground as approved by the project geotechnical engineer. Extended stem wall footings should be at least 15 inches and reinforced with a minimum of 4-#4 reinforcing bars. Place 2-#4 bars three inches above the bottom of the footing and 2-#4 bars three inches below the top of the footing. Exterior footings should enclose the entire building perimeter. Interior spread pad footings should be a minimum of 12 inches deep. Pad footings should be at least 24 inches square and reinforced as detailed by the project architect/structural engineer. Construction details for the exterior strip stem wall and interior spread pad footings and steel reinforcements should be confirmed/provided by the project architect/structural engineer. C. Underfloor Ventilation/Drainage Considerations In the event of raised wood floors appropriate underfloor cross ventilation and drainage provisions should be considered. Underfloor cross ventilation should meet or exceed minimum requirements specified by the applicable codes. Underfloor drainage requirements should be given by the project soils engineer at the time of. foundation plan review. A minimum two inch thick "gofer slab" cover is often utilized to cover the ground in the underfloors for moisture and erosion considerations. D. Conventional Footings and Slab-on-Grade Foundations The following recommendations are consistent with low to non-expansive (El less than 21) foundation bearing soils expected at pad grade. Final foundation and slab design will depend on expansion characteristics of finish grade soils and differential depth of the underlying fills. All foundations and slab recommendations should be confirmed and/or revived in the final as-graded compaction report based on actual testing of the foundation bearing earth materials. 1. Continuous wood stud bearing wall foundations should be sized 15 inches wide and 18 inches deep for single-story and two-story structures. Isolated pad INEERING, INC. 2450 Vineyard Auenue, #102, EscandUo, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 PERCTEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 10 CAZADERO DRIVE. LA COSTA APRIL 3. 1998 footings should be 24 inches square and 12 inches deep. Footing depths are measured from the lowest adjacent ground surface, not including the sand/gravel beneath floor slabs. Exterior continuous footings should enclose the entire building perimeter. 2. Continuous interior and exterior foundations should be reinforced by 4-#4 reinforcing bars. Place 2-#4 bars three inches above the bottom of the footing and 2-#4 bars three inches below the top of the footing. Reinforcement details for isolated pad footings should be provided by the project architect/structural engineer. 3. All interior slabs should be a minimum of four inches in thickness reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab. Slabs should be underlain by four inches of clean sand (SE 30 or greater) which is provided with a six-mil plastic moisture barrier placed mid- height in the sand. 4. Interior slabs should be provided with saw cut contraction joints spaced 10 feet on center each way within 24 hours after the pour. The saw cuts should be a minimum depth of 3/4-inch but should not exceed 1%-inches deep. 5. Provide re-entrant comer reinforcement for all interior slabs. Re-entrant corners will depend on slab geometry and/or interior column locations. Enclosed Plate 5 may be used as a general guideline. E. Exterior Concrete Slabs/Flatworks 1. All exterior slabs (walkways, and patios) should be a minimum of four-inches in thickness reinforced with 6x6/10x10 welded wire mesh placed at mid-height of the slab. 2. PCC driveways and parking should be a minimum of five-inches in thickness and reinforced with #3 reinforcing bars spaced 18 inches on center each way, (or #4 @ 24" o.c., each way) placed at mid-height of the slab. Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper six-inches. 3. Provide weakened joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour. The . sawcuts should be a minimum depth of %-inch but should not exceed 1 %- inch deep maximum. 4. All exterior slab designs should be confirmed in the final as-graded compaction report. , INC. 2450 Vineyard Aomuettl02,EKondijdo,CaUfomia 92029-1229 » Phone (760) 743-1214 • Fax (760) 739-0343 ^ *ESTINQ PERC TEST SOU. INVESTIGATIONS QEOTECHN1CALINVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 CAZADERO DRIVE. LA COSTA ; APRILS. 1998 F- So/7 Design Parameters The following soil design parameters are based on the tested representative samples of on-site earth deposits and may be used for preliminary design estimates only. All parameters should be re-evaluated when the characteristics of the final as-graded soils have been specifically determined. Revised recommendations may be necessary and should be anticipated. 1. Design wet density of soil = 125.3 pcf. 2. Design angle of internal friction of soil = 31 degrees. 3. Design active soil pressure for retaining structures = 40 pcf (EFP), level backfill, cantilever, unrestrained walls. 4. Design active soil pressure for retaining structures = 62 pcf (EFP), 2:1 backfill surface, cantilever, unrestrained walls. 5. Design at-rest soil pressure for retaining structures = 61 pcf (EFP), non-yielding, restrained walls. 6. Design passive soil pressure for retaining structures = 391 pcf (EFP), level surface at the toe. 7. Design coefficient of friction for concrete on soils = 0. 38. 8. Allowable foundation pressure for certified compacted non expansive fill = 2,000 psf. 9. Allowable lateral bearing pressure for certified compacted non expansive fill = 200 psf/ft. Notes: * Because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of two should be considered for sliding stability in the event structures and improvements are planned on or near the retaining side of the wall. * When combining passive pressure and frictional resistance, the passive component should be reduced by one-third. * The allowable foundation pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches. This value may be increased per Uniform Building Code for additional depths or widths and depths to a maximum of 3,000 psf, if needed (Table 18-l-A, Footnote. 2). * The allowable foundation pressures provided herein applies to dead plus live loads and may be increased by one-third for wind and .seismic loading. * The lateral bearing earth pressures may be increased by the amount of the ^EfiTMIDDLETONENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 "*• TESTING PERCTEST SOILINVESTHJATIOTC QEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 12 CAZAPERO DRIVE. LA COSTA APRILS. 1998 designated value for each additional foot of depth to a maximum of 1,500 pounds per square foot. G. Asphalt Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R-Value tests of the actual finish subgrade soils; however, the following structural sections may be considered for cost estimating purposes only. 1. A minimum section of three-inches asphalt on four-inches of Caltrans Class II base may be used. Base materials should be compacted to a minimum of 95% of the maximum dry density. 2. Subgrade soils beneath the asphalt roadway, parking and driveways should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper one foot. Sub and base grade soils should be tested for proper moisture and minimum 95% compaction levels and approved by the project geotechnical consultant prior to the placement of the base or asphalt layers. H. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein is based on soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations. All recommendations should be evaluated and confirmed by the project architect/structural engineer. 2. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of seven-feet or one- third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. This requirements applies to all improvements and structures including fences, posts, pools, spas, etc. Concrete and AC improvements should be provided with a thicken edge to satisfy this requirement. 3. Expansive clayey soils should not be used for backfilling of any retaining, structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface. Retaining walls should be provided with a back drainage in general accordance with the attached Plate 6. 4. All underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective - agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non-expansive, granular backfill soils should be used. *JE«MTODLETONENQINEER/NQ, INC. 2450 Vineyard Avenue. 9102, Exandido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 'TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 13 CAZADERO DRIVE. LA COSTA APRIL 3. 1998 5. Site drainage over the finished pad surface should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvement, and fine grading phases not to disrupt the designed drainage patterns. Rooflines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the building and structures to a suitable location. Considerations should be given by the project architect to adequately damp proof/water proof the basement walls/foundations and provide the planter areas adjacent to the foundations with an impermeable liner and a subdrainage system. Appropriate ventilation should be provided for all under floor and crawl spaces. 6. Final grading and foundation plans should reflect preliminary recommendations given in this report and should be reviewed by this office prior to grading. More specific recommendations should be provided when final drawings are available. Rigid floor coverings which could not tolerate minor deflections may not be considered in the case of raised wood floors. 7. All foundation trenches should be inspected to assure an adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. 8. The amount of shrinkage and related cracks that occurs in the concrete slab-on- grades, flatworks and driveways depends on many factors, the most important of which is the amount of water in a concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: * Use the stiffest mix that can be handled and consolidated satisfactorily. * Use the largest maximum size of aggregate that is practical, (for example, concrete made with three-eights inch maximum size aggregate usually requires about 40 Ibs more (nearly 5 gal.) water per cubic yard than concrete with one inch aggregate). * Cure the concrete as long as practical.' The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. ^JE * MIDDiETON ENQINEERINQ, INC. 2450 VmtyardAuentif, »l02,Escon£da,Cali^mia 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 ^ TESTING PERC TEST sou. INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14 CAZADERO DRIVE. LA COSTA APRIL 3. 1998 9. A preconstruction meeting between representatives of this office and the property owner or planner, as well as the grading contractor/builder, is recommended in order to discuss grading/construction details associated with site development. VIII. LIMITATIONS The conclusions and recommendations provided herein have been based on all available data obtained from research and review of pertinent geotechnical reports and plans, exploratory excavations and laboratory testing as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, . conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC. shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur'without our inspection or control. The property owner(s) should be aware of the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window/door corners, and floor surface cracks up to 1/fe-inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your architectural plans and tentative development plan, especially with respect to type and location of the buildings ff MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, 9102, Escondido, Ctdtfornia 92029-1229 • Phone (760) 743-1214 • Fax J760J 739-0343 1011 TESTINQ PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIGATIONS PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGE 15 APRIL 3. 1998 as well as the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. Vinje & Middleton Engineering, Inc. warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #98-137-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Rdtpfi M. Vinje GE #863 Dennis Middleton CEG #980 is?/* Y^U No. 45174 * \EXP.12-31-98 ifx Mehdi Shariat RCE#46174 Distribution: Addressee (5) sms\wpdocs\98-137-p.pgi mmd\prelim98-137-P.PRf VINJE 8 MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, 9102, Escondido, CaUfamta 92029-1229 • Plume (760) 743-1214 * Foxf760J 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS (JEOTECHNICAL INVESTIC^010 Date: 3/5/98 Logged by: DM DEPTH (I*) - 1 - - 2- - - 3- - 4 - - 5- - 6- - 7- SAMPLE • T-101 DESCRIPTION FILL/TOPSOIL: Clayey silt to silty clay with scattered bedrock fragments. Tan color. Moist, loose. from 2', color is brown. Remains loose. From 5', bedrock fragments increase to 30%. Sizes up to 6" diameter. BEDROCK: * Volcanic rock. Rust brown color. Very hard and blocky. Bucket is refused. . If End trench at 8 1/2' .1 MOISTURE {%) DRY DENSITY(pen RELATIVE COMPACTION (%) Date: 3/5/98 DEPTH (ft) - 1 — - 2- - 3- - 4- - 5 - 6 — - 7- SAMPLE I Logged by: DM T-102 DESCRIPTION FILL: Silty clay. Tan color. Moist, soft. TOPSOIL: Clayey silt. Brown. Moist, loose. From 2', grades to grey clay. Very soft. BEDROCK: Volcanic rock. Rust brown color. Highly fractured, hard. End trench at 6', ... VINJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 Office 760-743-1214 Fax 760-739-0343 T Sand Cone Test • Bulk Sample MOISTURE (V.) DRY DENSITY (pen RELATIVE COMPACTION (%) TESTTRENOHtOGS Kevin Stevens - Lot 739 PROJECT NO. 98-137-P PLATE 2 Q Chunk Sample O Driven Rings Date: 3/5/98 Logged by: DM DEPTH „ - 1 —. ™ " o . . - 3^ - 4- - 5- - 6- - 7- SAMPLE \ .. T-103 DESCRIPTION TOPSOIL: Clayey silt with scattered bedrock fragments. Moist, loose. BEDROCK: Volcanic rock. Rust-brown color. Fractured and highly blocky. Hard. End trench at 2'. r . MOISTURE ("/») DRY DENSITY (pcfj RELATIVE COMPACTION (%) Date: 3/5/98 DEPTH (ft) - 1.- - 2- - 3- - 4- - 5- - 6.- - 7- SAMPLE • Logged by: DM T-104 DESCRIPTION FILL/ALLUVIUM: Silty clay with up to 35% scattered bedrock fragments. Moist to wet, loose. From 5', bedrock fragments up to 1 0" diameter. At 9', caving from 4' prevents deeper excavation. End trench at 9', VINJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, Suite 102 Escondido, California 92029-1229 Office 760-743-1 21 4 Fax 760-739-0343 T Sand Cone Test • Bulk Sample MOISTURE (%) DRY DENSITY (pet) RELATIVE COMPACTION (%) TEST TRENCH LOGS : \ Kevin Stevens - Lot 739 PROJECT NO. 98-1 37-P PLATE 3 Q Chunk Sample O Driven Rings • i t0 N^ji$L .--NT— ."'v •• °\ ^/ ""*-v-'^n^*c^o..'' ~'~T^-\ L.^^.=^^-^»-^-~^, fy~L : I • _ " "~~-3 10 30 MILES FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data is compiled -from various sources including California Division of Mines and Geology, California Institude of Technology and the National Oceanic and Atmospheric Administration.' Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude . 4,0 TO 4.9 , 0 5.0 TO 5.9 O 6.0 TO 6.9 7.0 TO 7.9 .. Fault PROJECT: 98"137-F Caz-adero Dr. La Costa PLATE NO. 4 J ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale CONTRACTION JOINTS RE-ENTRANT CORNER—* REINFORCEMENT NO. 4 BARS PLACED 1.5* BELOW TOP OF SLAB RE-ENTRANT CORNER CRACK NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re-entrant comers (±270* corners), provide reinforcement as shown in (c). 3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 6 RETAINING WALL DRAIN DETAIL Typical - no scale droinoge Waterproofing Perforated drain pipe ' Granular, non-expansive backfill. Compacted. '/ Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material A' (see specifications below) Competent, approved soils or bedrock SPECtFfCATtGNSFORCAl-TRANS \ Sand i Equwal ent >; 75 CONSTRUCTION SPECIFICATIONS: 1. Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1 %. Provide 3/T -114" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Cattrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with waterproofing in accordance with architects specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 114 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE # 7 GEOTECHNICAL MAP PLATE 1 Lot 739, Cazadero Drive, La Costa, Calif Legend: QalSoif Deposits (Alluvium, Fill) JSp Bedrock Location of test trench Cross-Section line - •. . T-\rpi t T i ',";•' • T ' "' > .-> * ; ;-« . 1 -'+ • \ \ 'i . -\ .. .l.l\A,1l-kJ- -. -1* A HAT!-: LANMNli DlHECTOh ItATK: (I'KINT NAMFl IT1AL DVAL DATE INITIAL CITY APPROVAL \ SHEET "AS BUILT pr.r TYP DATE REVIEWED BYi INSPECTOR CITY OF CARLSBAD ENGINEERING DEPARTMENT DATE SHEETS GRADING PLANS FOR: CAZADERO DRIVE APPROVED CITY ENGINEER PE EXPIRES OWN BY: CHKD BY RVWD B"Y PROJECT NO. DATE DRAWING NO. De Ito :iNITY MAP :EANSIDE NOT TO ro 8O CO I CO CO OQro in 03 as Q_ JM Engineering Group Structural Consultants (760)746-1913 STRUCTURAL CALCULATIONS PROJECT:CUSTOM RESIDENCE 2671 CAZADERO DRIVE LA COSTA, CA CLIENT:SPROTTE + WATSON JOB NO:9812 DATE:MAY 28, 1998 PREPARED BY: JESSE D. MOORE DESIGN CRITERIA REFERENCE:1994 UNIFORM BUILDING CODE ROOF DEAD LOAD: CONCRETE TILE ROOFING 1/2" PLYWOOD SHTHG ROOF FRAMING INSULATION CEILING MISCELLANEOUS TOTAL ROOF DEAD LOAD 9.5 PSF 1.5PSF 3.0 PSF 1.0 PSF 3.0 PSF 2.0 PSF 20 PSF ROOF LIVE LOAD 16 PSF (REDUCIBLE) SEISMIC: Z Ic Rw V 0.4 (ZONE 4) 1.0 2.75 8 (0.1375}W WIND: Ce Cq qs 1.13 (EXPOSURE C) 1.3 12.6 PSF (70MPH) 1.0 18.5 PSF (USE 20 PSF) Title: cazadero Dsgnr: jdm Description: single story Scope: Job #9812 Date: R*v: B10OO1 Timber Beam & Joist Description roof beams 1 Page 1 I Timber Member Information | Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL@x Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in ft psi psi ksi rbl Prllm: 3.5 3.500 14.000 0.00 UM Joist- MicMtl 2,900.0 290.0 2,000.0 1.250 ft #/ft #/ft #/ft #/ft ft ft Ibs Ibs ft 16.50 210.00 128.00 Ratio = 0.3330 in-k ft psi psi psi psi 138.03 8.25 1,207.3 3,625.0 Bending OK 73.8 362.5 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 1,732.50 1 ,056.00 2,788.50 1,732.50 1 ,056.00 2,788.50 in in in ft -0.219 905.0 -0.133 1,484.7 -0.352 8.250 562.3 rb2 4x10 3.500 9.250 0.00 suQlw Fir - Larch, 875.0 95.0 1,600.0 1.250 Sawn 9.00 320.00 160.00 0.8903 58.32 4.50 1,168.5 1,312.5 Bending OK 83.3 118.8 Shear OK 1,440.00 720.00 2,160.00 1,440.00 720.00 2,160.00 -0.128 844.4 -0.064 1 ,688.9 -0.192 4.500 563.0 rt>3 case 2 6x10 5.500 9.500 0.00 rb4 Prilm: 3.6 3.500 16.000 0.00 Done'** Fir - Lwch.TruM JoiM - M«cMi(Tru< 1,350.0 85.0 1,600.0 1.250 Sawn 15.50 230.00 112.00 0.8828 123.25 7.75 1 ,489.8 1 .687.5 Bending OK 68.8 106.3 Shear OK 1 ,782.50 868.00 2,650.50 1,782.50 868.00 2,650.50 -0.475 391.5 -0.231 804.0 -0.706 7.750 263.3 2,900.0 290.0 2,000.0 1.250 19.00 360.00 176.00 0.5362 290.24 9.50 1 ,943.6 3.625.0 Bending OK 117.8 362.5 Shear OK 3,420.00 1 ,672.00 5,092.00 3.420.00 1 ,672.00 5,092.00 -0.442 516.1 -0.216 1 ,055.6 -0.658 9.500 346.6 rt>6 Prilm: 5.2 5.250 14.000 0.00 w Joist - M«cMi(Tru 2,900.0 290.0 2,000.0 1.250 11.50 30.00 11,180.00 5,332.00 5.750 0.9259 575.62 5.75 3,356.4 3,625.0 Bending OK 171.3 362.5 Shear OK 5,762.50 2,666.00 8,428.50 5,762.50 2,666.00 8,428.50 -0.260- 531.1 -0.122 1,135.0 -0.381 5.750 361.8 rt>6 Prilm: 3.5 3.500 14.000 0.00 M Jot*t - MacMil 2,900.0 290.0 2,000.0 1.250 9.00 500.00 384.00 0.2591 107.41 4.50 939.4 3,625.0 Bending OK 90.6 362.5 Shear OK 2,250.00 1,728.00 3,978.00 2,250.00 1,728.00 3.978.00 -0.046 2,342.1 -0.035 3,049.7 -0.082 4.500 1,324.7 rb7 Prilm: 3.6 3.500 14.000 0.00 TruM Joist - MocMit 2,900.0 290.0 2,000.0 1.250 1 15.50 320.00 160.00 230.00 224.00 5.000 0.5036 | 208.71 7.01 1.825.4 3,625.0 Bending OK 140.3 362.5 Shear OK I 3,444.51 2,179.35 5,623.87 2,665.48 1 ,420.64 4,086.13 I -0.303 613.7 -0.172 1,079.9 -0.475 7.564 391.3 (c) 1983-98 ENERCALC c:\projects\cazadero1 \calcs\single.ecw:Calcul KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title: cazadero Dsgnr: jdm Description: single story Scope: Job #9812 Date: Rtv: 610001 Description Timber Beam & Joist roof beams 2 Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type in in ft psi psi ksi rfaS Prllm: 3.6 3.500 14.000 0.00 UM Joist - MicMil 2,900.0 290.0 2,000.0 1.250 Center Span Data Span Dead Load Live Load Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #ffi #m 22.00 200.00 96.00 Ratio = 0.5185 in-k ft psi psi psi psi 214.90 11.00 1 ,879.6 3,625.0 Bending OK 89.3 362.5 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 2,200.00 1,056.00 3,256.00 2,200.00 1,056.00 3,256.00 in in in ft -0.659 400.9 -0.316 835.2 -0.975 11.000 270.9 Page 1 I I I I I I (c)1983-98 ENERCALC c:\projects\cazadero1 \calcs\stngle.ecw:Caicul KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title: cazadero Dsgnr: jdm Description: single story Scope: Job #9812 Date: Timber Column Design Page 1 Description 4x4 post capacity General Information Wood Section Rectangular Column Column Depth 3 50 in Width 3.50 in Sawn Loads Axial Load Eccentricity 0.000 in Total Column Height Load Duration Factor Fc Fb E Douglas Fir - Larch, No.1 Dead Load 3.500.00 Ibs 9.00ft 1.25 1, 450.00 psi 1,000.00 psi 1,700ksi Live Load 3,000.00 Ibs Le XX for Axial Le YY for Axial Le XX for Bending Short Term Load 0.00 Ibs 1 9.00 ft 0.00 ft 9.00 ft 1 1 Summary | Width= 3.50in, Depth= fc : Compression Fc : Allowable fbx ; Flexural F'bx : Allowable Interaction Value 3.50in, Total Column OL + LL 530.61 psi 513.93 psi 0.00 psi 1,500.00 psi 1.0325 Ht= 9.00ft DL + LL + ST 530,61 psi 524.46 psi 0.00 psi 1,875.00 psi 1.0117 Column Overstressed DL+ST 285.71 psi 524.46 psi 0.00 psi 1,875.00 psi 0.5448 Stress Details Fc:X-X 513.93 psi Fc:Y-Y 513.93 psi F'c : Allowable 513.93 psi PC:Allow * Load Dur Factor 524.46 psi Pbx 1,500.00 psi F'bx * Load Duration Factor 1,875.00 psi Max k*Lu / d Actual k*Lu/d Min. Allow k*Lu / d Rb:{Led/bA2)A.5 Cf: Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 50.00 20.55 11.00 1.500 5.555 1.150 30.86 0.00 (c)1983-98 ENERCALC c:\projects\cazadero1toalcs\sing!e-ecw:Calcul KW-060625, Ver 5.0.5,15-MaM998, Win32 Title: cazadero. Dsgnr: jdm Description: single story Scope: Job #9812 Date: Timber Column Design Description typical studs rdl+wind General Information | Wood Section 2x4 Rectangular Column Column Depth 3 50 in Width 1.50in Sawn Total Column Height 10.00 ft Load Duration Factor 1.33 Fc 1,600.00 psi Fb ' 1,000.00 psi E 1,500 ksi Douglas Fir - Larch, Construction LeXXforAxial 10.00ft LeYY for Axial 0.00ft Le XX for Bending 10.00ft Loads | Axial Load Eccentricity 0.000 in Applied Moment Max. Design Moment Dead Load 640.00 Ibs 0.00 in-# O.OOin-* Live Load 0.00 Ibs 0.00 in-# 0.00 in-# Short Term Load 0.00 Ibs 3,450.00 in-# 3,450.00 in-# (Summary | Using : 2x4, Width= 1 fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value 50in, Depth= 3.50in, DL+LL 121.90 psi 380.23 psi 0.00 psi 1,457.55 psi 0.3206 Total Column Ht= 10.00tt DL + LL + ST 121.90 psi 385.61 psi 1,126.53 psi 1,906.48 psi 0.9498 Column OK DL + ST 121.90 psi 385.61 psi 1,126.53 psi 1,906.48 psi 0.9498 Stress Details Fc : X-X Fc : Y-Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 380.23 psi 380.23 psi 380.23 psi 385.61 psi 1,457.55 psi 1,906.48 psi Max k*Lu / d Actual k*Lu/d Min. Allow k*Lu / d Rb:(Led/bA2)A.5 Cf : Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 50.00 17.81 11.00 1.500 13.663 1.150 34.29 0.00 (c)1983-98 ENERCALC c:\projects\cazadero1 \calcs\single.ecw: Calcul KW-060625, Ver 5.0.5, 15-Mar-1998, Win32 Title: cazadero Dsgnr: Jdm Description: single story Scope: Job #9812 Date: Timber Column Design Page 1 Description typical studs rdl+ril General Information Wood Section Rectangular Column Column Depth Width Sawn 2x4 Total Column Height Load Duration Factor 3.50 in Fc 1.50 in Fb E 10.00ft 1.33 1,600.00 psi 1,000.00 psi 1,500 ksi Douglas Fir - Larch, Construction Loads Axial Load Eccentricity 0 (Summary | Using : 2x4, Width= 1 fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value Dead Load 640.00 Ibs 000 in .50in, Depth= 3.50in, Total Column DL + LL DL 243.81 psi 380.23 psi 0.00 psi 1,457.55 psi 0.6412 Live Load 640.00 Ibs Ht= 10.00ft + LL + ST 243.81 psi 385.61 psi 0.00 psi 1,906.48 psi 0.6323 I Le XX for Axial 10.00 ft LeYY for Axial 0.00ft Le XX for Bending 10.00 ft i Short Term Load 0.00 Ibs Column OK DL + ST 121. 90 psi 385.61 psi 0.00 psi 1,906.48 psi 0.3161 Stress Details Fc : X-X Fc : Y-Y F'c ; Allowable 380.23 psi 380.23 psi 380.23 psi Max k*Lu / d Actual k*Lu/d Min. Allow k*Lu / d F'c:Allow * Load Dur Factor 385.61 psi F'bx 1,457.55 psi F'bx * Load Duration Factor 1,906.48 psi Rb : (Le d / bA2) A.5 Cf : Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 50.00 17.81 11.00 1.500 13.663 1.150 34.29 0.00 (c) 1983-98 ENERCALC c:\projects\cazadero1\calcs\single.ecw; Calcul KW-060625, Ver 5.0.5, 15-Mar-1998, Win32 LATERAL ANALYSIS MAIN STRUCTURE NORTH-SOUTH SEISM1C=0.1375[(60)(20)+(10)(15)]=186PLF WIND=(20)(16)=320PLF GOVERNS INTERIOR WALLS V=320(56/2)=8960# v=8960/27=332 PLF WALL 10 5/8B0 AB @ 32"oc EXTERIOR WALLS V=320(20)=6400# v=6400/20=320PLF WALL 10 5/8"0 AB @ 48"oc EAST-WEST SEISMIC=0.1375[(80)(20)+(10)(15)]=240PLF WIND=(20)(13)=260PLF GOVERNS SOUTH WALL LINE V=260(26)=6760# v=6760/16=422PLF UPLIFT=422(10)=4220# WALL 11 HD5A (2) 5/8"0 AB AT EA SW NORTH WALL LINE V=260(28.5)=7410# v=7410/19=390PLF UPLiFT=390(10)=3900# WALL 10 HD5A 5/8"0 AB @32"oc NORTH BEDROOM WALL V=20(8)(12)=1920# v=1920/6=320PLF WALL 10 LATERAL ANALYSIS GARAGE EAST-WEST SEISMIC=0.1375[(35)(20)+(10)(15)]=117PLF WIND=(20)(9)=180PLF GOVERNS REAR WALL V=180(28}/2=2520# V=2520/10=252PLF WALL 10 FRONT WALL v=2520/7.5=336PLF UPLIFT=STRAP T=336(9/2)=1512# Shdr>1512(2.25)(12)/2950(4/3)=10.4 WALL 10 HD5A (2)MSTI26 EA POST TO CONT HDR Title: cazadero Dsgnr: (dm Description: single story Scope: Job #9812 Date: Square Footing Design Page 1 Description A pads General Information | Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 6.500 k 6.500 k 0.000 k 4 0.000 psf 0.00 pcf 1.330 5.50 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 3.000 ft 18.00 in 3 5 3.250 3,000.0 psi 60,000.0 psi 1,500.00 psf General Rebar Requirement Actual Rebar "d" depth used 14.438 in 200/Fy 0.0033 As Req'd by Analysis 0.0002 in2 Min. Reinf % to Req'd 0.0002 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.037 in2 0.111 in2 0.0000 (Summary 1 3.00ft square x 18.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 1.444.44 psf 1,500. 00 psf 1,444.44 psf 1,995.00 psf 1.81 k-ft 19.72 k-ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 1 #4's 1 #5's 1 1 #7's 1 #8's 1 Footing 0.87 psi 93.11 psi 12.13 psi 186.23 psi OK #6's # 9's 1 # 10's (c) 1983-98 ENERCALC c:\projects\cazadero1 \calcs\single.ecw: Job In KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Page of JM Engineering Group (760) 746-1 91 3 750 N. Citracado Pkwy, #19 Escondido, CA 92029 Title 24 Report for: CAZADERO RESIDENCE LA COSTA RESIDENCES LA Job Number: Date: 4/24/98 Certifications California Building Codes Institute Energy Plans Examiner NRE 88-1056 -RES 89-3103 CABEC - Certified Energy Analyst Member California Association of Building Energy Consultants (CABEC) Association of Professional Energy Managers (APEM) Association of Energy Engineers (AEE) Air Conditioning Contractors of America (ACCA) Statewide Since 1978 - Toll Free Instant Service 800-237-8824 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City 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 (Owners') Name(s) Project Description: Building Type: Residential: CUSTOM HOME CB981346 2671 CAZADERO DRIVE 215-460-03 K F STEPHENS SINGLE FAMILY DETACHED RESIDENCE Number of New Dwelling Units ONE Square Feet of Living Area in New Dwelling 4100 SF Second Dwelling Unit: Square Feet of Living Area in SOU Res. Additions: Comerc./ Ind.: City Certification: Net Square Feet New Area Square Feet Floor Area Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 801 PineAve. Carlsbad CA 92009 (434-0661) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (736-2200)XX Encinitas Union School District 101 South Ranch Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas. CA 92024 (753-6491) Certification of Applicant /Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided is correct and true to the best of the Owner's knowledge and that the Owner will file 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 projects), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: 2O75 Las Palmas Dr. - Carlsbad, CA 92009-1576 • (619) 438-1161 " FAX (619) 438-O894 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) (STRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one): B5v, Code ^B3080/65995 (AB 181) i/ Gov. Code 65970 (SB 201) Government Code 53311 (Metto - Roos) Prior Existing Mitigation Agreement Note: Exempt from fee requirements (Indicate Date and Number or name of Agreement) Total amount of (new) floor area within the building Fee Amount per Square Foot Amount Collected _ t -Or if subject to Prior Existing Mitigation Agreement: For Detached Residential Dwelling Units or Attached Dwelling Units > 1600 Square Feet Total Number of Dwelling Units . Amount per Dwelling Unit Amount Collected -and/or- For Attached and Detached Dwelling Units < 1600 square feet/ per dwelling (If applicable) Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected SCHOOL DISTRICT: This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the information presented above and due to the School District. The City may issue building permits for this project. SIGNATURE OF SCHOOL DISTRICT OFFICIAL DATE TITLE PHONE NUMBER NOTICE OF 90 DAY PERIOD FOR PROTESfr OF FEES The Carlsbad Unified School District has elected to imposed the fees and/or amounts herein upon a finding that those facilities described in the School Impact Mitigation Fee Justification Study for Carlsbad Unified School District, prepared by David Taussig & Associates for the District. Section 66020 of the Government Code enacted as Assembly Bill 3081, set forth as Chapter 549, Statutes of the State of California, requires that all school districts, including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mitigation payments, or other exaction. This notice is to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other ^applicable law, commences with such payment or performance of any other requirement as described in Section 66020 of iment Code. Additionally, this notice advises that the protest thereof must occur within 90 calendar days I ACTON AIR COr-iD PAGE 03 10 SEER SERIES Am CONDITIONER TECH SPEC 10 Seer Serlea "^ • Cooing Cap«citi 58,000- S6.SOO De»crtptlon / Appdcatton Sptlt System Cooling Unit * Upflow, Dowifto* ar,d Horizontal Application!. Cabinet Construction Caiing with pre-pflint« Poly««tBf Rnish and prfc-n*- ov«f Gsc Gatvanizad Stwi * i ft Gaua* Q90 Oalvanizad Staai Die-Formed BOM Pan Low Ptofll* 0»*ign Piaate Coawd Coll ana fan Guards Standard Fearturu 10 3EER Efficiency Ratings wRM 9WW 0* *• Art Co<npre«cr fa MBximurr Cooling Capacity 1 Efficiency All Copper tub* Pre-painted Aluminum Fin Coito-Singta Row Fwrtf brau joints Ben-Mouth vantun Totally Enclosed Fan Motor wfth Plug-In CormecBon* Strip Reatetant Faataners Ea*y ACCOM Piarie Wlreway Offset Coil Guard Easy Acceu Cortrot Box Hign vcftagfl Ccrdurt Plata Extra Large Capacity FBtw Drier Braa* Shut-Off Vafcea Factory Cnargad tor 25' of refrigerant !in*s Excwlam Humidity Control FVtQim*r«« PERFORMANCE DATA T-768/G (2/97) OUTDOOR UNJT iftcaoinBB •RCSOU1BB BRC90W1CS BRCS0301BC BRCS0361CS BRCSM21BB HRCSCOfllBB BMCSOB01BC AM HANDUH ihOOOft COMJI AHQ«G- u'17R24a H20R21A ArWtH*LM7R30H U2CR30B H30R39G MOD30B9A A24S AH12K* U17R30K U20R30M H30R36CMC030MSA A24$ AH1ZJ*uiTwaj U20A36CHsaraec MDD42CSA B3SS AHI8P* U2WUBC U23A48P H30R*aG MDD4QDSA C46S AH18P" U2QAWQ U23R4BF H30R46D MD04CDSA c«s H32R60E U23RBOT D6DS Sm 10 10 10 10 10 10 COOUNQ CAMCITV ie,ooo 23,600 29,400 29.000 33,000 41.000 40.500 4«,500 66,000 RATBD CPM i teo 800 1,250 . 1.500 1,400 1.500 1,400 1.750 OnincE SIZE orTXVKir* .OSS .083 .067 071 07S .079 »1fl-7281/A TIM Deny RiOUWKD -«•+• NO ! NO YE3 NO YES NO YES NC YES ; NO YES • NO YES T Fw additional TXV ktt information, refer to +4 Systam* matched with Furnaces or Air Handlers othar than: BOO, EQM, BQU. DQD. ^X30.^^PandAHoa<12.1*. 1Srnnd8l»:rnayr&qiJirBaddonMowtr T'ma Delay Kk #6618A5011 • • Other letters or numDara may follow. NOTE: All data subject to change without notice All specifications shown ais provided to aid in equipment saiBctjarv W«gh» shown ar» shippnc weight Due to a cor^nulng commitment to product Improvement, apecificationi ara subject to change witnoui noCce, Pisasa consult tne Afll aroctory tor 9m l««t ayswm combination and rating PAGE 84 PHYSICAL DATA — OUTDOOH UNITS MODEL BflC$01B1BB 9PC30241BQ gmCS0301C8 BRC30301BC BBCSOMICa emCSM21BB BRCS0481BB BRCSD801BC ComprtMor wcdei H23B173ABCA* H23B223ABCA* Cft2BK8-PFV*" H23B283ABCA" CR32KF--PFV** H23A38aABCA* H23A4Z3ABCA* H20RSB3ABCA* Diameter inehw Fin No. erf Blwdas RPM/ CFM 18 Z \ 1100/1B6Q IB z uooneso 16 10 ia 10 22 22 2r 2 L 3 3 3 3 1100/1860 noo/iBSo 1100/276C 1100/2750 8SV32SO aao/3doo F«« A/fla Sq.Ft. fl.00 6.00 «.oo a.is 9.15 12.58 15.72 1703 Oirtdoo Ftns/ inch rUntt flows j Tubs Dfr&p ' Dia. 18 ; 1 3/8 IB 1 3/8 18 22 22 22 22 1 1 1 1 1 22 i 1 3/B 3;a 3/8 &8 3/8 1 3/8 Unit OtfTL UW^H 35x23x17 35x23x^7 35x23x17 35x23x19 35x23x13 35X23X25 37x27x27 37x27x29 3h Dim UWxH Ipping •ntiont Cubic Fsai 39x24x20 10 25*24*20 10 3&a4x2Q 10 36x24x22 33x2ft<22 11 1? 36X24x26 14 38X23X30 38x28x32 18.5 19.8 Ship Wt. Lbs. 139 14d r~148 TBD 170 182 206 £30 •"CciMiema - flrtnc/ ELECTRICAL DATA — POWER SUPPLY - 208-230** Volts, /1 Pha*e / 60 Hz MODEL •ftcaotem SRC90Z418B BflC 90301 CB BPC30301BC BflCttHICB BRC30421BB BRC304«1BB BRCSOaaiBC • Diw AMPS 7.50 10.0 13.0 12.0 15.4 nfafl WATTS teao 2,330 2.850 2.750 3.410 17.90 i 3,910 20.2 234 4,370 5.320 RLA 1 LRA 6.6 11.4 13.8 13,8 18.1 19.8 23.0 23,8 54,0 570 75.0 73-0 12.0 97.0 110.0 165.0 Fa HP 1/13 1/12 1/12 1/12 1/4 V4 1* 1/4 in FLA M 3.5 0.5 0.5 1.4 1,4 1.3 1,3 Minimum Ctraitt AMPS 12.S 15,6 17.8 17.5 21.5 20.1 30.1 37.3 •) AWQ 12 10 10a 10a • Minimum Wi 79*CCep| 208V 0-48 49-78 0-73 74-117 0-55 5fl-89 10 i 0-57 9 53-91 10a 10 3 10 3 a 0-51 52-81 rmStxm mr 230V UngttiFT 0-55Sfl-as o-aa84- m 0-61 C2-M 84-101 0-56 57^90 0-43 ! 0-48 4*-68 50-7d 0-38 0-43 39-60 44 -eg 0-39 0-43 Mix FUM or Clrcutt Braikar Six* AMPS 20 25 30 30 35 40 45 sa ' $ AHI Conditions — 95'F - OutQoor — 80"F DB / S7'F WB Indoor (Including BWwar Watuj • O*W nMpmvt* rating* « *•» *«l nm OMnnt nt*t •metOIlt'. Wv la NEC tor cwp* *"* >l««fl '•owwit'SfiJwnt . 11 uiiH9 r/s« NM o- NM-SMDIa twnmm M (i2iMI!060' C "ION £,:p CCJf-ID AGU MODEL SPECIFICATIONS MODEL Unit Bating BTU/Hfl. AFUE% NAT. L.P. KIT * Input Output High AMtudt Air Tbmp«f«tur« R!*« Rang* F QMign** Met. Oull«lAlrT«np "F Mtt. Ext Static Pwwuwln.W.C. Fum««Flu*Pip» Flui Pip* Six* Qas Connection Electrical Svrvic* Win. Di«ttne« to CambUftlQl* M»Wial« A^CMVory FIIt»r /S Shipping Wtigntj/' A3UOS<h<iA AQU-LP ^ 50.000 40.000 AGUOS012A ^ AOU-LP X^O.OOO 4d^MO AQU07512A AGU-LP 75,000 60.000 AOU07316A AGU-LP 75,000 60.000 AGU 1001 6 A AOU-LP 100-000 80,000 / AQUlOOaOA^ AGL>-CP /Ttia.ooo r so.cco AQU12320A AQU-LP 125,000 100,000 AGU1502QA AGU -UP -, 5C.OCO 120.COC \ COR ELEVATIONS A8OVE £000 FE5TT REDUCE INPUT \^% FOR EACH 1000 FEET OF ELEVATION ABOVK SEA L£V=L 73.0 30-90 160 7S.Q 30-flO 160 \ 78,0 35^ 78,0 s apx^o 16S >1 160 x 78.0 <o-*o 170 780 33 -S5 165 ra.o 40-70 170 ra.o <K3-70 170 / \ , /" \Typ8B-1 3" /_. \ *"_ . . S !/2;ri\FFT /' T 15 VAC 60^1 PH ./ SIDES - a BACKED / FLOOR - COMBUSTIBLE FRONT -XfLSHUM TOP 1" // SlNGL£yVALi- METAL VENT - 6" BAsyENT - 1 - 97*2SO«1 120 125 97625C63 ^30 1AO \ 57525064 \14S 150 155 AFUE RaB'ipS'afe oossd on DOS iaolatad comeuSten gya«m TKT matfian - ForJJ*UM. cor>v«rston kit ifi rsauirec. for fiigh airtSluc* L.kit AGU-LPH' is required. BGU MODEL SPECIFICATIONS Unit Rating BTU/ MR. NOl BQU05010AX Nat LA Kit * BQU05C1QA BS-LP input | 50 COC Output High Aftttuti* AFUE% Air T«ng*rauir* ftia* Rang* *F Daaignvd Max. Outfit Ali-Ttmp 'F Mix. En. Static PrwiurtlrhW.C. Furnici Flu* Pip* Flue Pip* 3lo Cat Conrmiiion El.ctrloal S«rvic* Mln. Dlsunc* 10 Combustible Matahais-UpflQw Min. Distance to CorrbustlB's Materials - Herlz. Accassory Fllttr Shipping W*ight* 40.CCC BQUOSOt2AX BQUM01Z& BQ-LP 50.000 40,000 BGU07S12AX 9GU07512A BQ-LP 9GU0751SAX B9U07516A BG-LP 75,300 75.000 60(MC I SO.MO BGU10016AX 3CU10016A BG-LP 100,000 60,300 3QU1002QAX BGU10020A BG-LP ICC, 000 80.COC BGU12520AX BQU12S20A BG-LP 123,000 100.300 3GU1SCZCAX BGU15020A BG-LP 1 50.COO 120.CCC FOR ELEVATIONS ASOVE 2000 FEET. REDUCE INPUT 4% FOR EACH 1 COO FEET OF ELEVATION ABOVE SEA LEVEL ao.c 30-6C 180 30,0 30 -SO 160 80, CJ 35-55 155 80. D 30-80 16C 60,0 ( 80.C 40-70 170 3S-6S 1S5 WO 40-70 170 80.0 40-o 170 .5 Type 0-1 3"4" 1 B in. FPT • 1 5 VAC 60 'nZ t PH Sines - 0 Sack - o FLOOR - COM8USTI3LE *HCNT - ? PLENUM TOP 1" S1NGLEV/AIL METAL VENT - «• 3-1 VENT - T BACK - 0 TOP - 1 " FRONT - 2" FLOOF -COMBUSTIBLE INLET END -0 OUTLET END -i" SINGL£WA^_MeTAt_VENT - Q" Q-l VENT - V 97625QS! •zo T25 97S35065 130 140 9*02506-1 145 1 ISO 155 COE isolaiecl combugtion sysism 1^31 met-ioa t*.i 13 roguirefi. F^-r high alititjde LP us«. conversion kit SG-L-Ph! is 05/03/1398 14:25 ACTION AIR CGNP PftGE 01 AGU, BGU SERIES GAS FURNACES TECH SPEC T-779/A Rev.l (3/96) DIMENSIONS IN INCHES -^> A 5c DEF GH J K L MN AGUOS010A AOU05012A AGJ07S12A 80U05010A(X) BGU05012A(X} BQU07512A<X) 31-1/229-3/416-7/a 20-3/a 15-3/8 3/4 23-1/2 11-1/2 22 25-5/8 9-7#13-1 5/1 S 27-1/8 P 8-3/8R as S 1 T 3-1/2U 33-3/4 V 14-7/8 W X 1-3/4 1 AGU07316A AGU10016A BGU07516ApC) BGU10016A(X) 31-1/229-3/4 20 20-3/8 18-1/23/423-1/213 2225-5/89-7/8 13- 15/1 fl27-1/8 8-3/8 23 1 3-1/2 23-3/4 18 1 -3/4 1 AGU10020A AGU12520A AGU15020AK BGul0020A(X) BGU12520AOO BGU1S020A(X) 31-1/229-3/4 2320-3/8 21-1/23/4 23-1/214-1/2 22 25-5/8 9-7/8 13-15/16 27-1/8 8-3/8 23 1 3-1/2 23-3/4 21i -3/4 1 FIPEFLflCES PLUS T£L MO.619 436-6912 P.01 SWPUA*flMfrlPQBti SOOODVTPL &SPQOT*' 600WROH AT-QRAND AT-ZC/R.2CIN -«\c ^ f'Vv'r,;1'';"^1.: ^;:".'L.'t. v':>-.^r?«L? » r ' fi«. • i,1 ^v, i'" ,f*-W .^^.i.^^'i-k A-1'. ./'•VA;;V:A •»M.:.J. .jhrf^v.',1!-,1 UN)IT LOIS HUMPHREYS Pitodwt DAVID KULCHIN Director EIAIHESULUVAN Kritor JU|y 3Q, 1998 JUDY HANSON Director AUANJULIUSSEN Director TIMOTHY JOCHEM The Leucadia County Water District has recorded two sewer service permits for lots 738 and 739 on Cazadero, assessor parcel numbers 215-460-04 and 250- 460-03, respectively. It is reasonable to expect sewer service to be available for the future needs of this development. If you have questions regarding this matter please contact the District office at (760) 753-0155. Cordially, .County Water District Tracy L. Moulton Executive Assistant Dislrict Offke: 1960 Lo Coslo Avenue, Corlsbod, Colifomio 92009-6810 • (760)753-0155 • FAX {760} 753-3094 Piinlid nn unirliul nnur ACORD !S*c:tvi triw* ic W- umaiu i r™.~ " " ™ ( FAX (818)380-6700 04/29/1998 PRODUCER (800)676-5066 VMC Insurance Services 14140 Ventura Boulevard Suite #200 Sherman Oaks, CA 91423 Attn: Nel Mosbergen THI5 CERTIFICATE IS IS&U6U AS A IwArftR Of- INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Ext: 337 INSURED K.F. Stephens Inc 1500 W. llth Street Suite # 24 San Diego, CA 92029 COMPANY 1 A COMPANY B COMPANYc COMPANY D COMPANIES AFFORDING COVERAGE TIC HOLDINGS CROUP "'''THISTSTOCE^^ INDICATED. NOTWITHSTANDING '^V RSQUIRSM5NT. TERM OR CONDITION OF ANY CONTRACT OR OTHEft DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED Off MAY PERTAIN, THE INSURANCE AFFORDED SY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITION'S Ol= SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED SY PAID CLAIMS. CO LTR'TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE : POLICY EXPIRATION OAT£ (MM/DCWYY) : DATE (MM/DD/TY)LIMITS GENERAL LIABILITY : " " COMMERCIAL GENERAL UAS!UT>' ipp ! CLAIMS MADE : '•• OCCURtftpff. , ; .• OWNER'S & CONTRACTOR'S PROT GENERAL AGGREGATE PRODUCTS - COMP/OP AGG PERSONAL 4 AOV INJURY EACH OCCURRENCE FIRS DAMAGE (Any one (Ire) MED EXP {Any one person) AUTOMOBILE LIABILITY : ANY AUTO ; ALL OWNED AUTOS i SCHEDULED AUTOS ' HIRED AUTOS NON-OWNED AUTOS COMBINED S1NGUS UMIT BODILY INJURY (Per person) BODILY INJURY {P?r accident) PROPERTY DAMAGE 6ARA56 LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT OTHER THAN AUTO ONLY: EACH ACCIDENT 'AGGREGATE EXCESS LIABILITY UMiRELLA FORM OTHER THAN UMBRELLA FORM EACH OCCURRENCE AGGREGATE WQRK6R5 COMPENSATION ANDEMPLOYERS' LIABILITY THE PROPRIETORPARTNERS/EXECUTIVEOFFICERS ARE INCl, EXCI. 80S87036 01/19/1998 : 01/19/1999 EL EACH ACCIDENT 1,000^000 EL DISEASE • POLICY LIMIT EL DISEASE - EA EMPLOYEE 1,000,000 1,000,000 OTHER DESCRIPTION OP OPSRATIONS/LQCATION&VEHICLES'SPECIAL ITEMS All operations of the named insured City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92008 EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 10._ DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLB6R NAMED TO THE LEPT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KINO UPON THE COMPANY. ITS AGENTS OR REPRESENTATIVES. 3 "d SOAS 30NWdnSNI OHM Nd9T7 : S L 8S6L-6S-? " C800)67ij-5006 tiur?.nc2 Services 141-10 Ventura Boulevard 5 trite .':,-00 SluTiii.in O.-ik'-,, CA 0-1-11'.:; Aun: r;ol f-bsb^rgan MSUi'CD K. F . Scspluins Inc 1500 W. llth St.roOT SUTV.O ff 24 S^n Diego, CA 92029 ONLYAflD CONFERS NCTGHrS UPON TUG CERTinCA'1 HOI.UER. THIS CERTIFICATE DOES MOT AMEND, EXTEND C ALTER THE COVERAGE AFFORDED BY THE POLICIES BEL/ Hxt: 337 COMPANIES AFFORDING COVERAGE 1C, IIOLDLNCS CROUP CGMF/.n/ D COMPANY L) _ THIS IS TO CHRT1R' THAT THE F'OLIOIES O!-IHSUfWNCE LIS1LU UULQW HAVE BECN ISSUED TO 1ME INSUREU N^MEP AEOvd POP Tr'E POtlCV PC iNDiCATEO. NOT\V!TH£TANDING AK'i' REOUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT \VITH RESPECT TO WHICH CERTIFICATE MAY BE ISSUED OK MW PERTAIN. THE INSURANCE; AFFORDED BY THE POLICES DESCRIDED HEP.Cin \3 3UEJECT TO ALL THE TEF'1, ENCL'JSICNS AND CONDITIONS OF iJUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIM.'x POLICY NUMHUl I'd K;V (TI K;TIVI- coi ic^ UAl IJ (f.UVVDD/YV) IJA 11: (MWI)I VVY) 30587036 S.XCL 01/19/1998 01/19/1993 ESCR;PTION ALL OPERATIONS OF THE: NAMED INSURED C1 cy 600 C V-ista of Vista ticalyptus , CA 920S5 «,; A F r 7\"u[ i TAMC^i.-iMiOfl^ SHOULD ANY OF THE ADCJVC DCScm&rO POunCS UII CAMU^LLKt) HH-fj»f I Ml EXPIATION CATETHCREDF, THE ISSUffJG COMPANY WILtENDEAVOR TO MAIL 1 0 DAYS WRITTEN NOTICE TO THE CERTIPICATe HOLDER NAMED TO THF Lfi II-URiITOMAILr.UCMfjOilCr-'iifAl I IMi'f).r.rf,'OoOLIOATIOI(Of( M/MIII II or AiiY KIHIJ iif-'ON'i HK COMPANY, ITS A'-'-Linr, or-; HU'ii UKRCSKN IA I IVt ^***To w G 0 CQ ^ fly ^ S -£ •- nQ => 5DC Ci» f ~n c a. 03 u 0 — OC Or' QJ — -C o 0asCLItiu -5 c'~ " ro V? *-*. i^ rtO ^=(d U flfi C Oi-U "^f ^-^e-z Q tj?2 5 >-- LTj lf± ~B 5J cra -cc Qj -± QJCD O CO pr!UJ 2 CiJ O 05