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1354 CYNTHIA LN; ; CB961612; Permit
BUILDING PERMIT 1070879*6 15^33 ' Page 1 of 1 Job Address 1354 CYNTHIA LN *' Sui'te Permit Type SINGLE FAMILY DWLflG - DETACHED Parcel No. 156-230-90-00 Lot# Valuation 217,522 Occupancy Group Reference* Description 2615 SF + 560SF GAR+171 SF POR CUSTOM BUILT Permit No CB961612 Project No A9602303 Development No Appl/Ownr TIRONA, LARRY & PAT.,, 3167 SEABURY ST CARLSBAD CA 9200$ 0244 10/08/96 0001 01 02 C-PRMT 17287 00 Construction Type VN •- Status ISSUED Applied 08/29/96 Apjr/Issue 10/08/96 , Ent^jfed By RMA 619 434-4964 '# lected & Credits*** Fees Required *** Fees Adjustments Total Fees Fee description Number of Bedrooms Number of Bathrooms Building Permit Plan Check Strong Motion Fee or Enter Park-in-L Enter "Y" to Autotifcl1 (PFF (T * BUILDING TOTAL Enter #Units & Code-Potab Enter "Y" for Plumbing Each Plumbing Fixture or Trap Each Building Sewer Each Install/Repair' Water Line Each Water Heater and/or Vent Gas Piping System Each Vacuum Breaker * PLUMBING TOTAL Enter "Y" for .Electric Issue Fee > Single Phase "Per AMP > * ELECTRICAL TOTAL Enter 'Y' for Mechanical Issue Fee> Install Furn/Oucts/Heat Pumps > Each ExHausfe Fan « > * MECHANICAL TOTAL PLDA A > Construct Housing(Y/N)' > Enter Impact Fee > CITY OF 2075 Las Palmas Dr , Carlsbad, *** 00 684 00 17,287 00 Ext fee Data 1pr [><i .., 4 00 2 50 10$*. 00 684 00 22-. 00' 1755.00 1 3959, Ol> Y 200 1 3 25 9 6 25 00 50 3$5. 4*5 11967 2400 20 112. 7. 7 7 14. 182. 10 50 60 15 9 19 '44, ,. 393 00 00 00 00 0$ 00 00 00 00 00 00 00 Y 00 00 00 Y 00 50 00 00 L N PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr . Carlsbad, CA 92009 (619) 438-1161 T PERMIT TYPE From List 1 (see back) give code of Permit Fype For Residential Proiects Only From List 2 (>ee back) give Code of Structure Type Net Ixjss/Gam of Dwelling Units PLAN CHECK NO H[Q \ £ IQ i EST VAL , PLAN CK DEPOSIT VALID BY_ DATE -9- 9371 08/29/96 0^01 01 684 » 2. PROJECT INFORMATION FOR OFFICE USE ONLY Address Nearest Cross Street LEGAL DESCRIPTION Lot No Subdivision Name/Number - 9 O Unit No Phase No CHECK BELOW IF SUBMITTED $3. Energy Calcs D 2 Structural Calcs Soils Report D 1 Addressed Envelope ASSESSOR S PARCEL - 2.EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQ FT g? &?/ (0 -TL .# OF STORIES # OF BEDROOMS 4 # OF BATHROOMS 3 CDTTIAur Ftm>uiM (.it umerent irom applicant; NAME (last name first) CITY STATE ADDRESS ZIP CODE DAY TELEPHONE 4 APPIJCANTU (JONTKALT1 OK LJ AtiEN T KJK CONTRACTORKOWNERU AGENT FOR OWNER NAME (last name first)7^0//4, xi^^V t fl^TADDRESS 3/^-7 ^^A-QUlQ.<-/ 57" CITY STATE ZIP CODE DAY TELEPHONE 5 PROPERTY OWNER NAME (last name first) CITY STATE * r/r~' ADDRESS ZIP CODE ^2St>^> DAY TELEPHONE <- V 6 CONTRACTOR — NAMU (last name first) CITY ADDRESS STATC ZIP CODE DAY TELEPHONE STATE LIC #LICENSE CLASS CITY BUSINESS LIC # NAME (last name lirst) STATL J Of ADDRESS ZIP CODE y 3 -7 DAY TEIJIPHONE '717^ STATE LIC # Workers Compensation Declaration I hereby allirm tnalTnave a certificate of consent to sell insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, lab C) INSURANCE COMPANY POLICY NO EXPIRATION DATE Certificate ot Exemption I certily mat in the performance of tne work Tor which this pi rmit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California g/2 *) ^J £? •—-8 OWNER-BUILDER DECLARATION owner builder Declaration rnereby attirm that l am exempt trom the Contractor's License Law tor tne lollowing reason I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Busmes.> and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who doe.> such work himself or through his own employi es, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner builder will have the burden of proving that he did not build or improve for the purpose of sale ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Lav/ does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section Business and Professions Code for this reason (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to fill a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) SlGNATimE x PA1E COMPLETE THIS SECTION FOR NON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or nsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management distnct? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNIESS THE APPIJCANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 9 CONSTRUCTION IJiNDING AGENCY I hereby attirm that there is a construction lending agency tor the perlormance ot the work tor which this permit is issued (Sec 309710 Civil Code) LENDER'S NAME ADDRESS (013*1 APPIJI^AN T (JKK'lll'UJVllUN I certify that I have read the application and state that the above information is correct I agree to complywith all City ordinances and Statelaws relating to building construction I hereb/authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS IKE CITY OF CARLSBAD AGAINST AIL LIABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SATO CTTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSIIA. An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stories in height Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authonzed by such permit is suspended or abandoned cit any time after the work is commenced for a period of 180 days (Section 303 (d) Uniform Building Code) APPLICANTS SIGNATURE /OsT^.~ ~ /I ~ DATE ""' WHITE File YELLOW Applicant PINK. Finance FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK*: CB961612 DATE: 04/07/97 PERMIT*: CB961612 PERMIT TYPE: SFD PROJECT NAME: 2616 SF + 560SF GAR+171 SF FOR CUSTOM BUILT ADDRESS: 1354 CYNTHIA LN CONTACT PERSON/PHONE*: RS/PAT/434-4984 SEWER DIST: CA WATER DIST: CA »#fc7INSPECTED r\ \ m DATE BY: VnT [^^U^AjG1^]/ INSPECTED: / / /f / APPROVED ^ DISAPPROVED INSPECTED DATE BY- INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS. FINAL BUILDING INSPECTION DEPT. BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB961612 PERMIT#: CB961612 PROJECT NAME: 2616 SF + 560SF GAR+171 SF POR CUSTOM BUILT ADDRESS' 1354 CYNTHIA LN CONTACT PERSON/PHONE*: RS/PAT/434-4984 SEWER DIST: CA WATER DIST: CA ..DATE: 04/07/97 ^PERMIT TYPE: SFD 1 INSPECTED INSPECTED BY INSPECTED BY DATE INSPECTED: DATE INSPECTED DATE INSPECTED: APPROVED ^/ APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS:Sftfx/fta \f\ f • f\eL c.DA&T FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M ;WATER PLAN CHECK*: CB961612 _ DATE: 04/07/97 PERMIT#: CB961612 > " PERMIT TYPE: SFD PROJECT NAME: 2616 SF + 560SF GAR+171 SF FOR -i="'- CUSTOM BUILT ;. , NPR " 7 ^7 ADDRESS: 1354 CYNTHIA LN ;ili=_. - ...-- j Cl i , s CCONTACT PERSON/PHONE#: RS/PAT/434-4984 _~v?„>• — ^r ',. __ SEWER DIST: CA WATER DIST: CA INSPECTED DATE / BY: (^..^.oociuvw^rx INSPECTED: «f/g/<}7 APPROVED S DISAPPROVED _ INSPECTED DATE BY: _ INSPECTED: _ APPROVED _ DISAPPROVED INSPECTED DATE BY: INSPECTED: _ APPROVED DISAPPROVED COMMENTS : PERMIT* CB961612 DESCRIPTION: 2616 SF + 560SF CUSTOM BUILT CITY OF CARLSBAD INSPECTION REQUEST FOR 04/08/97 GAR+171 SF POR TYPE: SFD JOB ADDRESS: APPLICANT: CONTRACTOR: OWNER: 1354 TIRONA, CYNTHIA LN LARRY & PAT PHONE: PHONE: PHONE: INSPECTOR AREA PY PLANCK* CB961612 OCC GRP CONSTR TYPE VN STE: LOT: 619 434-4984 REMARKS: RS/TOM/538-8509 SPECIAL INSTRUCT. A.M. PLEASE INSPECT TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE960116 SWRSD RW970059 ROW ISSUED ISSUED CD 19 29 39 49 LVL DESCRIPTION ST Final Structural PL Final Plumbing EL Final Electrical ME Final Mechanical ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 020697 Interior Lath/Drywall 013197 Gas/Test/Repairs 012997 Interior Lath/Drywall 012797 Interior Lath/Drywall 012197 Insulation 010897 Frame/Steel/Bolting/Welding 010897 Rough/Topout 010897 Rough Electric 010897 Rough/Ducts/Dampers 121996 Roof/Reroof 121996 Shear Panels/HD's 121396 Shear Panels/HD's 120996 Shear Panels/HD's 103196 Const. Service/Agricultural 103096 Const. Service/Agricultural 102296 Ftg/Foundation/Piers 102296 Underground/Conduit-Wiring 101696 Underground/Under Floor 101696 Sewer/Water Service ACT AP AP AP AP AP PA AP AP AP AP AP PA NR AP AP AP AP AP AP INSP PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY COMMENTS BATH LATH ND GAS TEST DORMERS NO ONE THERE 3:20 PM &^^'SD!!"^^^^^ CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE 438-3550 2075 LAS PALMAS DRIVE If FOR INSPECTION CALL 4383101 RE-INSPECTION FEE DUE? J YES FORJ^TRTHER, INFORMATION CONTACT UL-PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION. PERMIT NO (/ ~~\(_~ I 438-3550 2075 LAS PALMAS DRIVE TIME \*~ "~~ 1 FOR INSPECTION CALL. 438-3101 RE-INSPECTION FEE DUE' LJ YES FOR FURTHER INFORMATION CONTACT _ PHONE BUILDING INSPECTOR? 7 'R?7 CODE ENFORCEMENT OFFICER CORRECTION NOTICE D APPROVED PLANS SHALL BE ON JOB SITE BUILDING D FOUNDATION U REINFORCING STEEL D FLOOR AND CEILING FRAME D SHEATHING D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL ' PLUMBING D UNDERGROUND PLUMBING D UNDERGROUND WATER D ROUGH PLUMBING D TOP OUT PLUMBING D SEWER AND PL/CO D TUB OR SHOWER PAN D GAS TEST C WATER HEATER ELECTRICAL U TEMPORARY SERVICE D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D ELECTRIC SERVICE D UFER GROUND a GFI D SMOKE DETECTOR MISCELLANEOUS H PLENUM AND DUCTS D COMBUSTION AIR D CONDITIONED AIR SYSTEMS D SOLAR D GRADING [I POOL C PATIO D SIGN D OTHER TIME . DATE INSPECTOR JUILDING I OF CARLSBAD PECTION DEPARTMENT HONE 4383550 Note Final Inspection Required ##> WYMAN TESTING LABORATORIES 17150 Via del Campo Suite 307 San Diego CA92127 1-800-487-0355 JOB NAME JOB NUMBER JOB ADDRESS ua DATE(S) PLAN FILE PERMIT # OWNER HOURS GENERAL CONTRACTOR CONTRACTOR WORKING SUPERINTENDENT FOREMAN EQUIPMENT WORKER WEATHER CONDITION SUMMARY OF WORK BXcAV/mrM O&SrjQVAlTiCikL Hrvo'v- AviF -T6o^"h?D ~ no TN pfff \ K Y- L\ TEST NO LOCATION DRY ELEVATION DENSITY MOISTURE IN-PI.ACE OPT MAXIMUM RELATIVE DENSITY COMPACTION P/E White - Lab Canary - Clip Board Pink - Superintendent EsGil Corporation 'Professional^ Ian 'Review "Engineers DATE 10/7/96 <g_jygLS a FIRE JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 96-1612 SET II PROJECT ADDRESS 1354 Cynthia Lane PROJECT NAME Tirona SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** coc|es 2<] 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 IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed | | Esgil Corporation staff dud advise the applicant that the plan check has been completed Person contacted Date contacted (by ) Telephone # REMARKS 1 Provide a letter from the soils engineer indicating that the foundation plan has been reviewed and it complies with the soils report 2 Note on the plan that HD2A hold down anchors shall have SSTB16 anchors with 12" minimum embedment By David Yao Enclosures Esgil Corporation Q GA G CM n EJ D PC 9/30 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 4 Fax (619) 560-1576 EsGil Corporation Professional f(an 9(evitW "Engineers DATE 9/17/96 Q-APPyCANT (Q__JURI§!) a FIRE JURISDICTION Carlsbad a PLAN REVIEWER a FILE FtAN CHECK NO 96-1612 SET I PROJECT ADDRESS 1354 Cynthia Lane PROJECT NAME Tirona SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes The plans transmitted herewith will substantially comply with the jurisdiction's ********** 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 XJ The applicant's copy of the check list has been sent to Larry Tirona 3167 Seabury Street Carlsbad CA 92008 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 Date contacted (by ) Telephone # REMARKS By David Yao Enclosures Esgil Corporation D GA D CM D EJ D PC 9/3 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 * Fax (619) 560-1576 Carlsbad 96-1612 9/17/96 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 96-1612 JURISDICTION Carlsbad PROJECT ADDRESS 1354 Cynthia Lane FLOOR AREA living 2616 sf garage 560 sf porch 171 sf REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 9/17/96 STORIES 2 HEIGHT -27 feet DATE PLANS RECEIVED BY ESGIL CORPORATION 9/3 PLAN REVIEWER David Yao 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 vou submit the revised plans LIST NO 1 GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw dot Carlsbad 96-1612 9/17/96 • PLANS 1 Please make all corrections on the original tracings and submit two new sets of prints, to Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619)560-1468 2 Plans(prepare by the engineer or architect), specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction Specify expiration date of license (California Business and Professions Code) • FIRE PROTECT ION 3 Note that the discharge point for exhaust air will be at least 3 feet from any opening which allows air entry into occupied portions of the building Section 12033 4 Ductless fans cannot be used in bathrooms if a tub or shower is present Section 12033 • EXITS, STAIRWAYS, AND RAILINGS 5 Guardrails (Section 509 1) a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B b) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 6 Provide details of winding stairway complying with Section 1006 4 a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest b) Maximum rise is 8 inches c) Minimum width is 36 inches • ROOFING 7 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 Carlsbad 96-1612 9/17/96 8 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 9 All elements supporting floor above garage, including walls supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 302 2 (The floor joists shall be 16"o c Otherwise provide 2-layers of 5/8" type'x' gypsum board at ceiling of the garage) . FOUNDATION REQUIREMENTS 10 The soils engineer recommended that he/she review the foundation excavations 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 (when required by the soil report) 12 Note on plans that surface water will dram away from building and show drainage pattern and key elevations Section 1804 7 13 If required, show size, embedment and location of hold down anchors on foundation plan Section 106 3 3 • FRAMING 14 Note on the plans that an A I T C Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation Section 2305 15 Provide calculations for the glu-lam beams in the garage Section 106 3 3 16 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30" Access must be provided to each separated attic area, shall be located in a hallway or other Carlsbad 96-1612 9/17/96 readily accessible location and 30" headroom clearance is required above the opening Section 1505 1 17 Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof Section 1402 • MECHANICAL (UNIFORM MECHANICAL CODE) 18 Note on the plans that approved spark arresters shall be installed on all chimneys UBC, Section 3102 3 8 19 Note on plan Gas vents and noncombustible piping in walls, passing through three floors or less, shall be effectively draft stopped at each floor or ceiling UBC, Section 711 3 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 20 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels If service is over 200 amps, submit single line diagram, panel schedule and load calculations 21 Note on the plans that receptacle outlet locations will comply with 1993 NEC Art 210-52(a) • PLUMBING (UNIFORM PLUMBING CODE) 22 Provide adequate barrier to protect water heater from vehicle damage An 18" platform for the water heater does not satisfy this requirement UPC, Section 5103 23 Show T and P valve on water heater and show route of discharge line to exterior UPC, Section 608 5 24 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 5100 25 Provide a note on the plans In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves UPC Section 4107 Carlsbad 96-1612 9/17/96 • ENERGY CONSERVATION 26 The exposed thermal mass area (tile or vinyl) shall be clearly identified on the plan per the energy calculation 27 Provide fluorescent general lighting (40 lumens per watt minimum) in bathrooms 28 Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value " • MISCELLANEOUS 29 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 30 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 list7 Please indicate Yes Q No Q 31 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 David Yao at Esgil Corporation Thank you Carlsbad 96-1612 9/17/96 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY David Yao BUILDING ADDRESS 1354 Cynthia Lane BUILDING OCCUPANCY R-3/U-1 PLAN CHECK NO 96-1612 DATE 9/17/96 TYPE OF CONSTRUCTION V-N BUILDING PORTION living garage porch Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) 2616 560 171 VALUATION MULTIPLIER VALUE ($) 217,52200 (per City) [X] 1991 UBC Building Permit Fee rj Bldg Permit Fee by ordinance $ 1,05250 [X] 1991 UBC Plan Check Fee rj Plan Check Fee by ordinance $68413 Type of Review [g| Complete Review fj Structural Only rj Hourly rj Repetitive Fee Applicable fj Other Esgil Plan Review Fee $ 547 30 Comments Fire Services Review n Fire Alarm Complete Review Other Suppression System Esgil Fire Services Review Fee Comments $ Sheet 1 of 1 macvaluedoc5196 City of Carlsbad Engineering Department DATE BUILDING ADDRESS PROJECT DESCRIPTION I/fall/ BUILDING PLANCHECK CHECKLIST PLANCHECK NO fijhc^ L/\ CB %' 1^5 V ASSESSOR'S PARCEL NUMBER 17/57 A.J fL-7 P*r z ENGINEERING DEPARTMENT APPROVAL EST VALUE DENIAL 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 attached, as failure to comply with instructions m this report can result in suspension of permit to build A Right-of-Way permit is required prior to construction of the following improvements h Please see the attached report of deficiencies marked with D Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By By By Date Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date ATTACHMENTS 0 Dedication Application 0 Dedication Checklist U Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet LJ Sewer Fee Information Sheet \\lASPALMAS\SYSU.IBRARYgNGVWORD\DOCaCHKlST\Building Pfcndock CHst BP0001 Form DR doc ENGINEERING DEPT CONTACT PERSON Name David Rick City of Carlsbad Address 2075 Las Palmas Dr, Carlsbad, CA 92009 Phone (619) 438-1161, ext 4324 A-4 R«v a/2t/M 2O75 Las Palmas Dr - Carlsbad, CA 92OO9-1576 - (619) 438-1161 - FAX (619) 438-O894 BUILDING PLANCHECK CHECKLIST SITE PLAN j siy^ 2ND/ 3RD/ (2 Q Q 1 Provide a fully dimensioned site plan drawn to scale Show Q/ Q North Arrow ^6 Property Lines Easements - Existing & Proposed Structures ^E Easements <*»»* Mu™ f\> C Existing Street Improvements ^ Right-of-Way Width & Adjacent Streets Q 2 Show on site plan Drainage Patterns Existing & Proposed Slopes Existing Topography Include note "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)" [Per 1985 UBC 2907(d)5] On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent" [Per 1990 UBC 2907(d)5] Include on title sheet Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION Page 1 of 4 H \WORCADOCS\CHKLS-T\Buldng Pbnchedc CUst BP0001 Fom DR doc BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4ST/. oND/ ORD/1 V £. 6 Cr Q Q 5 Project does rjefcbmply with the following Engmeenng Conditions of approval for Project No Mf ^2-7 Conditions were complied with by Date DEDICATION REQUIREMENTS Q Q 6 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ /j pursuant to Code Section 18 40 030 Dedication required as follows fT ttco,<k>A "5</«e~ 3oj 1791 of- 75"' ^V* U Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 >fc" 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 Provide the completed application form and the requirements on the checklist at the time of resubmittal Dedication completed by __ Date _ IMPROVEMENT REQUIREMENTS Q Q 7a 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 $ So.ooo _ , pursuant to Code Section 18 40 040 Public improvements required as follows _ Please have a registered Civil Engineer prepare appropnate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineenng Department Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit Attached please find an application form and submittal checklist for the public improvement requirements Provide the completed application form and the requirements on the checklist at the time of resubmittal Improvement Plans signed by Date Page 2 of 4 H \WORD\DOCS\CHKLST\Buking PUncheck Ckttt BP0001 Form DR doc BUILDING PLANCHECK CHECKLIST 2ndy grdy Q Q 7b Construction of the public improvements may be deferred pursuant to 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, notanzed and approved by the City pnor to issuance of a Building permit Future public improvements required as follows pi A -for (?J€A-\ ts^y /Vcorc/Ccl i Improvement Plans signed by _ Date Q Q 7c Enclosed please find your Future Improvement Agreement Please return agreement signed and notanzed to the Engineering Department Future Improvement Agreement completed by Date Q Q 7d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector pnor to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code Q Q Q 8a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) Q Q Q 8b 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 Grading Inspector sign off by Date 8c No Grading Permit required Page 3 of 4 H \WORD\DOCS\CHKLST\Bukfng Ptancheck CMst BP0001 Form OR doc BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS A sv 2nd/ 3rdy Q Q Q 9 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, trees, dnveways, tiemg into public storm dram, sewer and water utilities for ctRight-of-Way permit required for crWftJta/ aMragcl^ w\\ A separate Right-of-Way permit issued by the Engineering Department is required for the following Q 10 A SEWER PERMIT is required concurrent with the building permit issuance The fee is noted in the fees section on the following page Q 11 INDUSTRIAL WASTE PERMIT is required Applicant must complete Industrial Waste Permit Application Form and submit for City approval pnor to issuance of a Permit Industrial Waste permit accepted by Date 12 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 pnor to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer pnor to issuance of grading or building permit, whichever occurs first Page 4 of 4 H \WORD\DOCS\CHKLSTVBuking Pbnchecfc Ckbt BP0001 Form OR doc ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submrttal /*/"> Cff // / -7 L. Bldg Permit No IJL5 tb ~\& \ c~Address Prepared by Date Checked by Date EDU CALCULATIONS List types and square footages (or all uses Types of Use SP Sq RAJnits UA EDUs Total EDU s APT CALCULATIONS List types and square footages for all uses Types of Use Sq R /Units ADTs Total ADTs FEES REQUIRED PUBLIC FACILITIES FEE REQUIRED Q^YES D NO (See Buildinqpepartment for amount) WITHIN CFD D YES (no bndge & thoroughfare fee Q-NO reduced Traffic Impact Fee) 02 TR PARK-IN-UEU FEE FEE/UNIT _L PARK AREA. X NO UNITS 2 TRAFFIC IMPACT FEE ADTs/UNITS 3 BRIDGE AND THOROUGHFARE FEE ADTs/UNITS 4 FACILITIES MANAGEMENT FEE SOFT SEWER FEE PERMIT No 5>^ %"6(l EDUs ) BENEFIT AREA . EDUs X FEE/ADT X FEE/ADT. ZONE X FEE/SOFT X FEE/EDU. DRAINAGE BASIN _ X 6 DRAINAGE FEES PLDA. ACRES A FEE/EDU. HIGH =$ =$ =$ /, =$ /LOW X FEE/AC I 57 2. 7 SEWER LATERAL ($2 500 DEPOSIT) 8 WATER FEE FEE^DU =$_ TOTAL OF ABOVE FEES* •NOTE This calculation aheet la NOT • complete list of all fee* which may be due Dedications and Improvements may also be required with Building Permits (0 (0 C8Q Q Q .X -* -*o o o0) CO Q).£= .C .CO O O (Q (Q (0 Q. Q. Q. n PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner 1 Address Phone (619) 438-1161 ext (Name) APN / S Lo -3 O - bcd> Type of Project and Use S(^>0 Zone ^- J _± /-// ct> Facilities Management Zone CFD (irtfout)) # circle (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department) Legend Item Complete Item Incomplete - Needs your action Environmental Review Required- YES DATE OF COMPLETION NO TYPE 8 2 '/i ba+hj Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required. YES APPROVAL/PESO NO PROJECT NO NO TYPE DATE OTHER RELATED CASES Compliance with conditions or approval9 If not, state conditions which require action Conditions of Approval California Coastal Commission Permit Required YES DATE OF APPROVAL NO San Diego Coast District, 3111 Cammo Del Rio North, Suite 200, San Diego, CA 92108 (619) 521-8036 Compliance with conditions of approval9 If not, state conditions which require action Conditions of Approval n Inclusionary Housing Fee required YES NO mi EM n n n n n (Effective date of Inclusionary Housing Ordinance - May 21, 1993) Site Plan: 1 Provide a fully dimensioned site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned 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 2 Lot Coverage 3 Height 4 Parking Guest Additional Comments Required 2-O Required 9 1 Required 9 & Required /8 f Required ^ /a Required 30 Spaces Required 2- Spaces Required O Shown Shown Shown Shown Shown Shown Shown Shown 12- ' /r 6 IS. <?/ *<*> 2^' 7- 0 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE Y- K \ADMIN\COUNTER\PLANCK FRM 1-17-96 GEOTECHNICAL INVESTIGATION PROPOSED TIRONA RESIDENCE 1354 CYNTHIA LANE CARLSBAD, CALIFORNIA WYMAN TESTING LABORATORIES • San Diego Co • Riverside Co • Orange Co • San Bernardino Co • Los Angeles Co • Kern Co • Imperial Co • Las Vegas 1-800 487-0355 July 24, 1996 Pat and Lawrence Tirona 134Tavern Roajir-Suite 22 Alpine, 1*7 ST SUBJECT: WTL 96-109 Report No. 1 Report of Soils Investigation, Proposed Tirona Residence, Cynthia Lane Carlsbad, California. Gentlemen: In accordance with your request, we have performed a geotechnical investigation for the proposed residence. We are presenting herein our findings and recommendations. In general, we found the site suitable for the proposed project provided that the recommendations contained herein are adhered to. Items that require special consideration are loose topsoils which will require removal and recompaction to a depth of 2.5 feet. If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, WYMAN TESTING LABORATORY Jerry Redolfi, Project Geologist r^vv f to kp' Ronald S. Halbert, R.C.E. #42204 [£(* WO 042204 HJm i Mar 31 2 s£/v\v lop GEOTECHNICAL INVESTIGATION PROPOSED TIRONA RESIDENCE 1354 CYNTHIA LANE CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the findings and recommendations of our geotechnical investigation for the subject residential site located at 1354 Cynthia Lane in the City of Carslbad, California. The subject project will consist of the construction of a single family residence to be a maximum of two stories in height. The structure will be of wood-frame construction and will be founded on conventional shallow foundations with a concrete floor slab-on-grade. The building will be constructed near the existing lot grade. PROJECT SCOPE Our geotechnical investigation Lncluded: a surface reconnaissance, subsurface exploration, obtaining disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geotechnical literature and documents pertaining to the site, and preparation of this report. More specifically, the intent of this investigation was to: a) Review geotechnical literature and maps pertinent to the project area. b) Explore the subsurface conditions to the depths influenced by the proposed development. c) Evaluate the pertinent engineering properties of the various strata which will influence the proposed development, including bearing capacity and expansion potential. d) Describe general site geology and possible geologic hazards which could have an affect on the development. e) Develop soil engineering criteria for site grading and address potential construction difficulties. f) Recommend an appropriate foundation system for the type of structure anticipated and develop soil engineering design criteria for the recommended foundation design. GEOTECHNICAL INVESTIGATION PROPOSED TIRONA RESIDENCE 1354 CYNTHIA LANE CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the findings and recommendations of our geotechnical investigation for the subject residential site located at 1354 Cynthia Lane in the City of Carslbad, California. The subject project will consist of the construction of a single family residence to be a maximum of two stories in height. The structure will be of wood-frame construction and will be founded on conventional shallow foundations with a concrete floor slab-on-grade. The building will be constructed near the existing lot grade. PROJECT SCOPE Our geotechnical investigation included: a surface reconnaissance, subsurface exploration, obtaining disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geotechnical literature and documents pertaining to the site, and preparation of this report. More specifically, the intent of this investigation was to: a) Review geotechnical literature and maps pertinent to the project area. b) Explore the subsurface conditions to the depths influenced by the proposed development. c) Evaluate the pertinent engineering properties of the various strata which will influence the proposed development, including bearing capacity and expansion potential. d) Describe general site geology and possible geologic hazards which could have an affect on the development. e) Develop soil engineering criteria for site grading and address potential construction difficulties. f) Recommend an appropriate foundation system for the type of structure anticipated and develop soil engineering design criteria for the recommended foundation design. WTL 96-109 July 24, 1996 Page 2 FINDINGS SITE DESCRIPTION The subject property is a nearly square vacant parcel of land comprising approximately 8000 square feet. The property is located on the north side of Cynthia Lane in the City of Carlsbad and is further bounded on the east by a residence at 1364 Cynthia Lane, on the west by a residence at 1344 Cynthia Lane and on the north by a Residence at 1375 Buena Vista. A legal description of the property is Assessor's Parcel No. 156- 230-90. The site is relatively level and is elevated approximately 3 to 4 feet above the grade of Cynthia Street. The resultant cut slope borders the south end of the lot. A masonry retaining wall, a maximum of 4 feet in height, borders the west property line. Vegetation on the site consists of a lightly scattered weeds and a few small citrus trees. SOILS AND GEOLOGIC DESCRIPTION: Our subsurface exploration encountered topsoils and Quaternary- aged Marine Terrace deposits. The encountered materials are described individually below: The lot is overlain with approximately 2.5 to 3 feet of loose topsoils. The topsoils consist primarily of dark brown, silty fine to medium sands. The topsoils are underlain by dense, terrace deposits. The terrace materials consist primarily of orange to red brown slightly silty, fine to medium sands and are exposed in the cut slope along Cynthia Lane. It appears a minor sliver fill may overlie the extreme southwest corner of the lot. We anticipate the fills are comprised materials similar to the above described soils. The materials encountered at the subject site are estimated to possess a very low expansion potential as measured by the UBC test procedure. TECTONIC SETTING No faults are known to traverse the subject site but it should be noted that much of Southern California, including the San Diego County area is characterized by a series of Quaternary- age fault zones which typically consist of several individual, en echelon faults that generally strike in a northerly to north westerly direction. Some of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active, according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones WTL 96-109 July 24, 1996 Page 3 have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. The active Coronado Banks and Rose Canyon Fault Zones are located 20 miles and 2% miles to the southwest, respectively. The active Elsinore Fault Zone is 24 miles northeast of the site. The San Jacinto, San Clemente, Agua Blanca, Coronado Banks and San Miguel Fault Zones are other active fault zones that could impact the site. GEOLOGIC HAZARDS GENERAL: No geologic hazards of sufficient magnitude to preclude development of the site as we presently contemplate it are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed development. GROUND SHAKING: The most likely geologic hazard to affect the site is ground shaking as result of movement along one of the major active fault zones mentioned above. The maximum bedrock accelerations that would be attributed to a maximum probable earthquake occurring along the nearest fault segments of selected fault zones that could affect the site are summarized in the following Table I. TABLE I Maximum Probable Maximum Bedrock Fault Zone Distance Earthquake Acceleration Rose Canyon Coronado Banks San Clemente Elsinore San Jacinto 2% miles 21 miles 60 miles 24 miles 48 miles 6.5 g 7.0 g 7.3 g 7.3 g 7.8 g 0.66 g 0.22 g 0.07 g 0.24 g 0.18 g It is likely the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structure. It should be recognized that Southern California is an area that is subject to some degree of seismic risk and that it is generally not considered economically feasible nor technologically practical to build structures that are totally resistant to earthquake related hazards. Construction in accordance with the minimum requirements of the Uniform Building Code are intended to minimize damage due to seismic events. LANDSLIDES: Considering the sites gently sloping topography and underlying competent material the potential for landsliding appears negligible. WTL 96-109 July 24, 1996 Page 4 LIQUEFACTION: The materials at the site are not subject to liquefaction due to such factors as soil density, grain-size distribution, and groundwater conditions. FLOODING: Considering the sites elevation and location, the potential for flooding is nominal. GROUND WATER: No groundwater was encountered during our subsurface exploration. However, it should be recognized that minor groundwater seepage problems may occur after development of a site even where none were present before development. These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the permeability characteristics of the soil and the anticipated usage and development, it is our opinion that any seepage problems which may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur. OTHER POTENTIAL HAZARDS: Other potential geologic hazards such as volcanos, subsidence, *seiches, tsunamis or ground rupture should be considered to be negligible or nonexistent. CONCLUSIONS AND RECOMMENDATIONS GENERAL Conditions encountered on the site which will require special consideration are the presence of loose topsoils to a maximum of three feet in thickness. Recommendation to mitigate these conditions are provided in the following section. SITE GRADING SITE PREPARATION: Prior to grading, existing vegetation in the proposed building site, should be removed and disposed of legally off-site. Grading should consLst of the removal and recompaction of all existing loose topsoil materials underlying the proposed building area to firm natural ground. The excavation should extend laterally a distance of five feet outside the building perimeter. Prior to receiving fill, the bottoms of the excavations (as prepared above) should be scarified to a depth of approximately 12 inches, moisture conditioned to slightly over optimum moisture content, and recompacting the soils to at least 90 percent of their maximum dry density. Excavated soils should then be placed in thin compacted layers at slightly over optimum moisture contents to the proposed finish grade. FILL SUITABILITY: On-site excavated materials may be used as compacted fill material or backfill. This fill should be placed in compacted layers not exceeding eight inches in thickness at WTL 96-109 July 24, 199(5 Page 5 slightly over optimum moisture content and at least 90 percent of the maximum dry density. The on-site materials, typically posses a very low expansion potential. Any imported soil materials shall posses an expansion index of less than 30 and be obtained from an approved borrow pit or sbockpile. EARTH WORK: All earthwork and grading contemplated for site preparation shou]d be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the Standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to minimum of 90 percent of its dry density. SURFACE DRAINAGE: It is recommended the site be graded with proper surface drainage in accordance with the County of San Diego and local Grading Ordinances. In general, it is recommended that all surface drainage be directed away from structures and improvements and on to established drainage patterns. Ponding of water should not be allowed on the site particularly, adjacent to foundations. No uncontrolled drainage should be allowed over the face of slopes. FOUNDATIONS DIMENSIONS AND EMBEDMENT: Conventional shallow foundations may be utilized in the support of the proposed structure and retaining walls. Continuous footings should have a minimum depth of 18 inches below lowest adjacent finished grade for the proposed two story structure. Any areas supporting one story loads may be founded on 12 inch deep foundations. A minimum width of 12 inches and 24 inches is recommended for continuous and isolated footings, respectively. Two story structures require an a 15 inch minimum foundation, width per the Uniform Building Code. SOIL BEARING VALUE: A bearing capacity of 2000 psf may be assumed for said footings when founded a minimum of 12 inches into firm natural ground or compacted fill. This bearing capacity may be increased by one-third when considering wind and/or seismic loading. REINFORCEMENT: Both exterior and interior continuous footings should be reinforced with a minimum of two No. 4 reinforcing bars, one located near the bottom of the footing and one near the top of the footing. The reinforcement recommendations are based on soil characteristics and are not intended to be in lieu of reinforcement necessary to satisfy structural considerations. WTL 96-109 July 24, 1996 Page 6 SETTLEMENT CHARACTERISTICS: Total sebtlements of individual foundations may vary depending on the width of the foundation, bearing soils, and the total load supported. Maximum settlements of shallow foundations designed and constructed in accordance with the preceding recommendations are estimated to be less than one-half of an inch. It should be recognized that minor hairline cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. SETBACKS FROM TOP OF SLOPES: The compacted fill soils that will occur within ten feet of the face of: any fill slopes will possess poor lateral stability, even though they have been compacted. Proposed structures and other improvements (such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt paving, et cetera), that are located within five feet of the face of compacted fill slopes, could suffer differential movement as a result of the poor lateral stability of these soils. Foundations and footings of proposed structures, wall, et cetera, when located seven feet and further away from the top of compacted fill slopes, may be of standard design in conformance with the recommended soil bearing value. If proposed foundations and footings are located closer than seven feet inside the top of compacted fill slopes, they shall be deepened at least one foot below an imaginary plane, projected at a point five feet inside the top of slope, parallel to the face of the fill slope. EXCAVATION OBSERVATION: All foundations excavations should be observed by a representative of our engineering/geology staff prior to the placement of forms and reinforcing steel to verify that the soil conditions are similar to those anticipated. If unforeseen conditions are encountered, additional recommendations will be provided by this office. CONCRETE FLOOR SLABS CONCRETE SLABS-ON-GRADE: Concrete slabs-on-grade should have a minimum thickness of four inches and be underlain by a four-inch blanket of clean, poorly graded, course sand or crushed rock. This blanket should consist of 100, 50, 30, 20, 10, and 5 percent passing the 3/8", No. 8, No. ]6, No. 30, No. 100, and No. 200 sieves, respectively. Where moisture sensitive floor coverings are planned, a visqueen barner should be placed on top of the sand layer. A two-inch-thick layer of clean sand should be placed over the visqueen to allow proper concrete curing WTL 96-109 July 24, 1996 Page 7 The slab should be reinforced the 13 reinforcing bars placed at 24 inches on center each way or with 6" x 6" - W2.9 x W2.9 (6" x 6" - 6/6) welded wire mesh. The reinforcement should be placed on concrete "chairs" or spacers, to within the middle third of the slab. Theoretically, the above recommended rebar and wire mesh options provide similar reinforcement strength. However, based on our past experience, we have found that the wire mesh is often and is more easily pushed to the bottom of the slab during the finishing process, thus significantly reducing its intended function. The rebar grid, if properly supported is less likely to be dislodged during the finishing process. Thus, unless the concrete finisher is diligent in this regard, the rebar option is the preferred method of slab reinforcement. FLOOR COVERINGS: Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. Standardized teisting of the slab can be performed to determine if the slab moisture emissions are within the limits recommended by the manufacturer of the specified floor covering product. EXTERIOR SLABS-ON-GRADE: Exterior slabs should have a minimum thickness of four inches. Walks or slabs five feet in width should be reinforced with 6" x 6" - W1.4 x W1.4 (6" x 6" - 10/10) welded wire mesh and provided with weakened plane joints. Any slabs with widths between five and ten feet should be provided with longitudinal weakened plane joints at the center lines. If exterior slabs are to have widths in excess of ten feet, additional recommendations and details for weakened plane joints should be requested from our office. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to have a very low expansive potential. The recommendations contained in this report reflect these conditions. EARTH RETAINING WALLS ACTIVE PRESSURE: For the design of retaining walls, we recommend using a active equivalent fluid weight of 35 pcf for walls with level backfills. It is also assumed that no additional surcharge acts on the wall and a properly designed drainage system is provided to prevent build up of hydrostatic pressures. Structure retaining walls should be properly water proofed to prevent moisture related problems in the interior of the building. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 8 H (eight times the total height of retained soil, considered in pounds WTL 96-109 July 24, 1996 Page 8 per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. LATERAL RESISTANCE: To provide resistance against design lateral loads, we recommend that an equivalent fluid weight of 325 pcf be used for passive earth pressure on footings or shear keys. This value assumes that the ground surface is horizontal adjacent to the footing for a minimum di_stance of 10 feet, or 3 times the height generating the passive pressure, whichever is greater. We recommend that the upper 1 foot of soil not protected by pavement or concrete slabs be neglected when calculating passive resistance. For frictional resistance to lateral loads, we recommend that a coefficient of 0.4 be used between soil and concrete. If passive and frictional resistance are to be used in combination, we recommend that the friction coefficient be reduced by 25 percent. SLOPE DESIGN AND RECOMMENDATIONS SLOPE STABILITY: Cut slopes of maximum inclination of 1.5 horizontal to 1.0 vertical and compacted fill slopes of maximum inclination of 2.0 horizontal to 1.0 veitical will be stable and free of deep seated failures to a height of 5 feet. TEMPORARY CUTS: In the event that development of the site necessitates construction of steep temporary cut slopes immediately adjacent to existing structures, or to property boundaries at which off-site grading permission has not been granted, either shoring, bracing, or underpinning may be required to prevent damage to off-site structures as a result of construction of the temporary slope. If necessary, this office should be contacted for additional recommendations pertaining to such protection of existing structures. Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site shall be constructed in accordance with section 1541 of Title 8, Construction Safety Orders, issued by OSHA. LIMITATIONS OF INVESTIGATION REVIEW, OBSERVATION, GRADING AND TESTING The recommendations presented in this report are contingent upon review of the final plans and specifications for the project. Such plans and specifications should be made available to our office so that they may be reviewed to verify their compliance with this report. It is recommended our firm be retained to provide soil engineering services during earthwork operations. This is to WTL 96-109 July 24, 1996 Page 9 verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the &ite; the safety of others is the responsibility of the Contractor. The Contractor should notify the owner or his representative if he considers any of the recommended actions presented herein to be unsafe. PROFESSIONAL STANDARD The conclusions and recommendations presented in this report reflect our best estimate of the project requirements based on our review of the referenced documents, evaluation of the subsurface conditions and laboratory te<sts, and our knowledge of similar soil conditions on nearby projects in the area. Our study was peri ormed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and used for testing and the observations made are believed representative of the entice project; however, soil and geologic conditions can vary significantly between trenches and surface outcrops. As in most major projects, conditions revealed by excavation may be in variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and Geologist, and designs adjusted as required or alternate designs recommended. TIME LIMITATIONS Changes in applicable or appropriate professional standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should be updated after a period of three years. The findings of this report are valid as of the present date. However, change in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. CLIENTS RESPONSIBILITY This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure WTL 96-109 July 24, 1996 Page 10 that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. FIELD INVESTIGATION The site investigation was conducted by our personnel on July 17, 1996 and consisted of the placement of three hand excavated test excavations and three helical probe tests (HPT). The field work was performed by our engineering geologist. The approximate locations of these exploratory excavations are shown of the attached plot plan, Figure Number 2. The exploratory excavations and probes were carefully logged when made. These logs are presented on the following Figure Numbers 4 through 6. The Hpt results are presented of Figure 7 through 9. The descriptions of the soil units and log legend are presented on Figure Number 3. In addition, a written textural description, the wet color, the apparent moisture, and the density or consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed and undisturbed samples of typical and representative soils were obtained and returned to the laboratory for testing. LABORATORY TESTING Laboratory testing of the undisturbed and disturbed samples obtained during the field investigation was performed in accordance with the American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) EXPANSION INDEX TEST: An expansion index test on a remolded sample was performed on a representative sample of the clayey soils encountered during the investigation was performed on the portion of the sample passing the #4 standard sieve. The sample was brought to optimum moisture content the dried back to a constant moisture content for 12 hours at 230 +/-9 degrees Fahrenheit. The specimen was then compacted in a 4-inch-diameter mold in two equal layers by means of a tamper, then trimmed to a final height of 1 inch, and brought to a WTL 96-109 July 24, 1996 Page 11 saturation of approximately 50 percent. The specimen was placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12.63 pounds was placed (144.7 psf), and the sample was allowed to consolidate for a period of 10 minutes. The sample was allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The sample was allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The expansion index is reported as the total vertical displacement times the fraction of the sample passing the #4 sieve times 1000. CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION 1-20 very low 21-50 low 51-90 medium 91-130 high Above 130 very high to critical c) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for representative samples of the native soils in accordance with A.S.T.M. Standard Test D-422. The results of these tests are presented on Figure Numbers FIELD TESTING HELICAL PROBE TEST (HPT): The test probe consists of a helical screw fastened to five foot long, connectable shafts. The probe is advanced into the ground by turning it in a clockwise direction. A torque wrench is used to read the torque necessary to advance the probe which is in turn related to soil strength characteristics. Preliminary studies indicate that the HPT test correlates well with the Standard Penetration Test (SPT) and the Cone Penetrometer Test (CPT). After site calibration, the HPT has been used to estimate relative compaction and in-situ density of compacted soils. The HPT device used by our firm is manufactured by A. B. Chance Company which provides a soil classification chart that converts the torque readings to a bearing factor of the soil. Our HPT data is presented on Figures 7 to 9. When interpreting the data presented on the HPT logs, a bearing factor above 3.0 is considered suitable bearing material. Readings between 2.0 to 3.0 indicated marginal conditions and, therefore, require further evaluation. A value below 2.0 is poor and should be considered an unsuitable bearing strata. *^Vw** V S.LAS 3*. »OR* -— __ - - - - -» . -t. - - '*^^\ i^/%,^\^K va^ri'v \c«S \ *• * [A tftUt* CAROEL L MAC!EMM srxrr :*** v uaw ,>«»£« ' WYMAN TESTING LABORATORY Efigln««r)ng • Inspection • Tailing SITE LOCATION HAP TORINO RESIDENCE JOB NO. 96109 FIGURE NO, CYNTHIA LANE 1364 curb A. tl A TP3 A / ' TPl PI P2 TP2 +. 4* Retaining Wall 1344 NOTE All dimensions are approximate and not to be used for legal purposes. LEGEND Test Excavation Location Existing Cut Slope Existing Fills — Test Probe Location APPROXIMATE SCALE: 1- = 2O' TP2 NI 'PI WYMAN TESTING LABORATORY Ertgln««rlng . PLOT PLAN TORINO RESIDENCE JOB NO.96109 FIGURE NO.2 SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART (DSC) SOIL DESCRIPTION COARSE GRAINED, more than half of material is larger than No 200 sieve size GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than No 4 sieve size but smaller than 3" GROUP SYMBOL GW GP GRAVELS WITH FINES (Appreciable amount of fines) SANDS More than half of coarse fraction is smaller than No 4 sieve size CLEAN SANDS GM GC SW SP SANDS WITH FINES SH (Appreciable amount of fines) SC II FINE GRAIN?D, more than half of material is smaller than No 200 sieve size SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS ML CL OL MH Liquid Limit CH greater than 50 OH HIGHLY ORGANIC SOILS PT TYPICAL NAMES Well graded gravels, gravel- sand mixtures, little or no fines Poorly graded gravels, gravel sand mixtures, little or no fines Silty gravels, poorly graded gravel-sand-silt mixtures Clayey gravels, poorly graded gravel-sand, clay mixtures Well graded sand, gravelly sands, little or no fines Poorly graded sands, gravelly sands, 1ittle or no fines 'nlty sands, poorly graded sand and silty mixtures (layey sands, poorly graded sand and clay mixtures Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays or low plasticity Inorganic silts, micaceous or diatomaccous fine sandy or silty soils elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat and other highly organic soils Water level at time of excavation or as indicated Undisturbed, driven ring sample or tube sample D - Undisturbed chunk sample Bulk sample Standard penetration sample Sample- Disturbed -TB5S «i -C|^~ WYMAN 1 5£_ TESTING MJCp LABORATORY ii t S— *l Enolnoorlna • Inipoellon •Tooting TIRONA RESIDENCE JOB1O. 96109 FEXEEND. 3 TEST EXCAVATION NO. i DEPTH (ft ) 1 - 2 _ "• 6 - 7 - 8 - 9 - 10 - SAMPLE 1 YPE BG CK use SM SM DESCRIPTION TOPSOIL Dark reddish Brown dry loose to medium dense silty fine to medium sand TERRACE DEPOSITS Orange brown humid medium dense to dense slightly silty fine to medium sand Excavation Bottom DRY DENSITY 122 pcf MOISTURE CONTENT 4 2% SUBSURFACE EXPLORATION LOG Project Name Evcavation Method and Dimension Ground Elevation N/A Tirona Residence 12 Inch diameter Hand excavated Logged By JBR Date Completed 7/1 7/96 JOB NO 96-109 FIGURE NO 4 TEST EXCAVATION NO. 2 DEP1H (ft ) 1 ••" 2 _ SAMPLE 1 YPE J CK 4 fl 5 - 6 - 7 - 8 """ 9 - 10 - "BG use SM SP DESCRIPTION TOPSOIL Dark reddish Brown dry loose to medium dense silty fine to medium sand TERRACE DEPOSITS Orange brown humid medium dense to dense slightly silly fine to medium sand Excavation Bottom DRY DENSITY MOISTURE CON TENT SUBSURFACE EXPLORATION LOG Project Name Evcavation Method and Dimension Ground Elevation N/A Tirana Residence 12 Inch diameter Hand excavated Logged By JBR Date Completed 7/17/96 JOB NO 96-109 FIGURE NO 5 TEST EXCAVATION NO. 3 DEP'IH (ft ) 1 - :i 5 - 6 ~™ 7 - 8 - 9 - 10 - SAMPLE TYPE CK BG use SM SP DESCRIPTION TOPSOIL Dark reddish Brown dry loose to medium dense silty fine to medium sand TERRACE DEPOSITS Orange brown humid dense slightly silty fine to medium sand Excavation Bottom DRY DENSI'lY 127 pcf MOISTURE CONTENT •) 6% SUBSURFACE EXPLORATION LOG Project Name Evcavation Method and Dimension Ground Elevation N/A firona Residence 12 Inch diameter Hand excavated Logged By JBR Date Completed 7/17/96 JOB NO 96-109 FIGURE NO 6 PROBE TEST 1'iobcNo. 1 TIRONA. RESIDENCE SOIL CLASSIFICATION ULAKING l-'ACTOK U',SS11IAN I 0 1 0 to 2 0 2 0 (o J 0 3 0 (o 4 0 4 0 to 5 0 5 0 lo 6 0 OVKR6O DESCRIPTION OF SOIL VliKY SO1-1 SIH OR CLAY VKRY LOOSh SAND OR GRAVhL SOl'l S1L1 OK CLAY U)OSh SAND OR CKAVI- L SOU 1OMLI) LOOM- IOM1- SUM- S1L1 ORCLATi I) DI-NSKSAND/C-VL MhDLUMSlll'I' SIL'l OR CLAY Ml- DI UM DI-JSJSI- SAND OR CRAY]- L SUM' S1L1 OR CLAY Ml- 1) DI-NSK lODI'NSl- SANDK7VL VKRY SlII'I'SILI OR CLAY Dl',NSr, SAND Oil UlAVI'I, 11ARDS1L1 OR CLAY VI- RY Dl- NS1- SAND OR (7RAVI- L _ L .1 A. B. CHANCE SOI ^^^i, ^^ T^X TORQUK<T ^-WRENCH SCREW HEAD ^/^^ L TEST PROBE 0 I 2 3 4 5 w6e E7 gs 9 10 11 12 13 14 < BEARING FACTOR VS DEPTH (TONS PCR SQUARC TOOT) J I 2 3 4 5 6 i \1vV^ • ^ — , 1 ) 1 2 3 4 5 6 BEARING FACTOR JOB NO. 96109 FIGURE NO. 7 PROBE TEST 1'iobcNo. 2.Location- ICOT SOIL CLASSIFICATION UhARING FACTOR U',Sh THAN 1 0 i 0 IH 2 0 2 0 to 3 0 3 0 to 4 0 <l 0 lo 5 0 50 to 60 OVhlUO DLbCRIITlON OF SOIL VERY SO1-T .S1LI OK CLAY VKRY LOOM-. SAND OR GRAVhl, bOI'TSlLl'ORCLAY 7.00SL SAND OK GRAVM, .SO1'"1 iOMhl) S 1 U- 1- ML I OK CLAY 1X)OSI- IOMI-D DJ-NSKSAND/CVL MIiWUMSIIM' MLI OR CLAY Ml' DIUM DKNSK SAND OK GKAVKL S"Hl'i'\SlLrOKCLAY MM) DKNSK 1C) DI^NSl- vSAND/GVL VhRY S'ill'I- SILT OK CLAY OhNSivSANDOJUJKAVJiL 11AKD.S1L10RCLAY VKKY 1)1- NSK. SAND OK GRAV1-L t \\Y^"WTO^ « 1 \*^^ ^ A..B. CHANCE SO [I 1 II /^1 .XXX^tx^V TOKO UK JT ^-WKLNCU SCREW HEAD¥ .TEST PROBE 0 I 2 3 4 5 w6B I7 g8 9 10 11 12 13 14 . BEARING FACTOR VS DEPTH (TONS PCR SQUARE TOOT) J 1 23456 . < 1 » i ;k "V ^-^ 1 ) 1 2 3 4 5 6 BEARING FACTOR JOB NO. 96109 FIGURE NO. 8 J3uij juaojajo o o o SW—o~ oooo°y O 00 f^ v l/> ^ ro (M — O , ^ s is ^ C oIt8 1 8 * oo o (p O<0 * in | ? o ^ • J>s * ^ °r* *. ^ fO a CO w • * <( i \ j ' i 1 '• ii . . i ! 1 1 O i ** ' , ' • , J i«. _ *, \ 1 i II1 i i J , i I ^ j i ! ? — ,-"; > /f f—1 j / ' - i^T + ' J •&•&*# j» ^f^r"r,, »- .. ^i 4 '»* X i ** %• >", / - •••» . . 1 * \ •f-r ™ «' ^V xx V" * V. - •" M'^ „ *•": ^ '- « * " w / ,^V '' I | : 'i i <i ' 1:1 i \\ i i 1 | { i 1 i 1 1 i i ' -oO <M \fi Oi-o »o tn *"~ 2 i -- _J <v •n « UJ -- Sj M ^ CO - 5- a <r tn i 0 5 i . i; "- * 1 1 i" • • ^,, ! | i t *~ 2 ! . , , -i 1 |•o _io IT O ^~ V) Q Z 10 GRAVELB C Coarta | Mtdium |ec iZ oo 0 COBBLESBOULDER jii0o ^ UJ o ^ UJ 0 > o —z to oa: 0 < o Q z z t S c O ro c to c iooooogooboo ~' jauij juaojaj "=~^1:^~ WYMAN •vllL K_ TESTING llMJir LABORATORY Hfflfl ^ w-»J Engineering • Insoectlon • Testing GRAIN SIZE DISTRIBUTION SAWtPLE LOCATION: TP-2 , 41 BY MAA JOB NO 96_1()9 DATE 7/25/96 FIGURE NO. 9 APPENDIX A Page 1 STANDARD SPECIFICATIONS FOR GRADING PROJECTS Section 1 — General The guidelines contained herein and the standard details attached hereto represent Wyman Testing Laboratory's standard recommendations for grading and other associated operations on construction projects These guidelines should be considered a portion of the project specifications Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and/or reguirements as specified herein Disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein shall be interpreted by the project geotechnical consultant Section 2 — Responsibilities of Project Personnel The geotechnical consultant should provide observation and testing services sufficient to assure that geotechnical construction in performed in general conformance with project specifications and standard grading practices The geotechnical consultant should report any deviations to the client or his authorized representative The Client should be chiefly responsible for all aspects of. the project He or his authorized representative has the responsibility of reviewing the findings and recommendations of the geotechnical consultant He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. The contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 — Preconstruction Meeting A preconstruction &ite meeting shall be arranged by the owner and/or client and shall include the grading contractor, the design engineer, the geotechnical consultant, owners representative and representatives of the appropriate governing authorities APPENDIX A Page 2 Section 4 — Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, et The appropriate approvals should be obtained prior to proceeding with grading operations Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc ) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommencations of the geotechnical consultant at the time of demolition Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site Clearing, grubbing and demolition operations should be performed under the observation of the geotechnical consultant Section 5 - Site Protection Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site Where low areas cannot be avoided, pumps should be kept on had to continually remove water during periods of rainfall APPENDIX A Page 3 Rain related damage should be considered to include/ but may not be limited to,erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined by the geotechnical consultant Soil adversely affected should be classified as unsuitable materials and should be subject to over excavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical consultant The contractor should be responsible for the stability of all temporary excavations Recommendations by the geotechnical consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor Recommendations by the geotechnical consultant should not be considered to preclude more restrictive requirements by the regulating agencies The contractor should provide, during periods of extensive rainfall, plastic sheeting to prevent unprotected slopes from becoming saturated and unstable When deemed appropriate by the geotechnical consultant or governing agencies the contractor shall install checkdams, desilting basins, and bags or other drainage control measures In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1 0 foot, they should be overexcavazed and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, reiredial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein my be attempted If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein As field conditions dictate, other slope repair procedures may be recommended by the geotechnical consultant Section 6 — Excavations 6 1 Unsuitable Materials Materials which are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may mot be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated, moisture conditioned as needed, to a uniform at or above optimum moisture condition (as stated in Section 928) prior to placement as compacted fill. APPENDIX A Page 4 If during the course of grading, adverse geotechnical conditions are exposed which were not anticipated in the preliminary soils report as determined by the geotechnical consultant, additional exploration, analyzation and treatment of these problems may be recommended 6 2 Cut Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2 1 (horizontal vertical) The geotechnical consultant should observe cut slope excavations and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope 6 3 Pad Areas All lot pad areas, including side yard terrain containing both cut and fill materials, transitions, located less than 3 feet deep shouJd be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet Actual depth of overexcavation may vary and should be delineated by the geotechnical consultant during grading For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope This my be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended Section 7 — Compacted Fill All Fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant APPENDIX A Page 5 7 1 Fill Material Quality Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement All import materials anticipated for use on- site should be sampled, tested and approved prior to placement in conformance with the requirements outlined below in Section 7 2 rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids The amount of rock should not exceed 40 percent by dry weight passing the 3/4 inch sieve The geotechnical consultant may vary those requirements as field conditions dictate Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with attached Plates and described below Rocks greater than four feet should be broken down or disposed off-site 7 2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should inspect the area to receive fill. After inspection and approval the exposed ground surface should be scarified to a depth of 12 inches The scarified material should be conditioned (i e moisture added or air dried by continued discing) to achieve a moisture content at of slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions. APPENDIX A Page 6 When placing fill in horizontal lifts adjacent to areas sloping steeper than 5-1 (horizontal-vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill No compacted fill should be placed in an area subsequent to keying and benching until the area has been reviewed by the geotechnical consultant Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill Typical keying and benching details have been included within the accompanying Plates Within a single fill area where grading procedures dictate two of more separate fills, temporary slopes (false slopes) may be created When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described At least a 3-foot vertical bench should b established within the firm core of adjacent approved compacted fill prior to placement of additional fill Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be overexcavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein Rocks 12 inches in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fillareas Rocks 12 inches up to four feet maximum dimension should be placed below the upper 5 feet of any fill and should not be closer than 11 feet to any slope face These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas APPENDIX A Page 7 where structures or deep utilities are proposed Oversized material should be placed in windrows on a clean, over, excavated or unyielding compacted fill or firm natural ground surface Select native or imported granular soil (S E. 30 or higher) should be placed and thoroughly flooded over and around all wondrowed rock, such that voids are filled Windrows of oversized material should be staggered so that successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill The contractor should provide this work at no additional cost to the owner or contractor's client. Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions Field density testing should conform to ASTM Method of Test D1556-82, D2922-81. Tests should be conducted at a minimum of two vertical feet or 1,000 cubic yards of fill placed Fill found not to be to the minimum recommended degree of compaction should be removed or otherwise aandled as recommended by the geotechnical consultant 7.3 Fill Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2'1 (horizontal vertical) Except as specifically recommended in these grading guidelines compacted fill slopes should be overbuilt and cut back to grade, exposing the firm, compacted fill inner core The actual amount of overbuilding may vary as field conditions dictate If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the geotechnical consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. APPENDIX A Page 8 At the discretion of the geotechnical consultant/ slope face compaction may be attempted by conventional construction procedures including backrolling The procedure must create a firmly compacted material throughout the entire depth of the. slope face to the surface of the previously compacted firm fill intercore. During gradjng operations care should be taken to extend compactive effort to the outer edge of the slope Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades Grade during construction should not be allowed to roll off at the edge of the slope It may be helpful to elevate slightly the outer edge of the slope Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts At intervals not exceeding four feet in vertical slope height or the capacity of available equipment, whichever is less, fill slope faces should be thoroughly compacted Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the accompanying Standard Details should be adopted For pad areas above fill slopes, positive drainage should be established away from the top-of-slope This may be accomplished utilizing a berm and pad gradients of at least 2 percent Section 8 - Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means If on-site materials are utilized, they should be wheel- rolled, tamped or otherwise compacted to a firm condition For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, base on review of backfill operations during construction APPENDIX A Page 9 If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean/ granular material/ which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed/ the procedures should be considered subject to review by the geotechnical consultant Clean granular backfill and/or bedding are not recommended in slope areas Section 9 — Drainage Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be installed in accordance with the attached plates Typical subdrains for compacted fill buttresses/ slope stabilizations or sidehill masses/ should be installed in accordance with the specifications of the accompanying attached plates Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non- erodible devices (i.e., gutters, down spouts, concrete swales) as shown in the attached plates For drainage in extensively landscaped areas near structures, (i e., within four feet) a minimum of 5 percent gradient away from the structure should be maintained Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the time of fine grading should be maintained throughout the lift of the project. Property owners should be made aware that altering drainage patterns can be detrimental to slope stability and foundation performance. APPENDIX A Page 10 Section 10 — Slope Maintenance 10 1 - Landscape Plants In order to enhance surficial slope stability, slope planting should be accomplished at the completion of grading Slope planting should consist of deep-rooting vegetation reguiring little watering Plants native to the Southern California area and plants relative to native plants are generally desirable Plants native to other simi-arid and arid areas may also be appropriate A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration 10 2 - Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. Slope irrigation should be minimized If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10 3 - Repair As a precautionary measure, plastic sheeting should be readily available, or kept on had, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period of time prior to landscape planting. If slope failures occur, the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair If slope failures occur as a result of exposure to period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures (i e , occurring typically within the outer one foot to three feet of a slope face). Page 1 : = = = = = = = = = = = = : CF-1R Date 08/19/96 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Project Title MR & MRS TIRONA RESIDENCE Project Address CYNTHIA LANE *#*#*** CARLSBAD, CA *v4.50* ! Documentation Author... RON MOORE ****#** ! Building Permit tt Ron Moore Title 24 Energy Calcs. ! 7O5 Regal Road ! Plan Check / Date Encinitas, CA 92024 ! 619-436-6736 ! Field Check/ Date Climate Zone.. 07 Compliance Method MICROPAS4 v4.5u for 1995 Standards by Enercomp, Inc ! MICROPAS4 V4.50 File-TIRONA Wth-CTZ07S92 Program-FORM CF-1R ! User#-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA GENERAL INFORMATION Conditioned Floor Area 2616 sf Building Type Single Family Detached Construction Type New Building Front Orientation. Front Facing 180 deg <.S.> Number of Dwelling Units... 1 Number of Stories 2 Floor Construction Type.... Slab On Grade Glazing Percentage 17.7 7. of floor area Average Glazing U-value.... 0.61 Btu/hr-sf-F BUILDING SHELL INSULATION Component Frame Cavity Sheathing Insul Assembly Type Type R-value R-value R-value U-value Location/Comments Wall Wood R-13 R-0 R-13 0.088 R-13 BATT \J Roof Wood R-30.77 R-0 R-30.77 0.035 Vented/R-3OBAT Roof Wood R-19.75 R-0 R-19.75 0.051 Unvented/R-19B Door n/a R-0 R-n/a R-<> 0.330 Solid Wood SlabEdge n/a R-0 R-n/a R-0 0.900 To Outside SlabEdge n/a R-0 R-n/a R-O 0.720 To Outside SlabEdge n/a R-O R-n/a R-O 0.55O To Garage SlabEdge n/a R-0 R-n/a R-O O.5OO To Garage FloorEvt Wood R-19 R-O R-19 0.048 To Garage Orientation Area Csf ) U- Value FENESTRATION # of Interior Pan- Shading/ es Description Exterior Shading Over - hang/ Framing Fins Type Window Window Door Window Window Window Window Door Door Window Window Front Front <S) Front (S") Front (.S) Back (N.) Back Back Back Back Right Left (.N.) (N) (.N) (.W) 90. 1 6.0 20. 1 30.0 80.0 21.0 15.0 40.2 53.6 44.0 20.0 0.650 0.650 0.550 0.650 0.600 0.600 0.600 0.55O 0.550 0.60O 2 2 2 2 2 2 2 2 2 2 0.650 2 Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std Drapes.Std None None None None None None None None None None None None Yes Yes Yes None Yes Yes Yes None None None VinylDiv VinylDiv Wood VinylDiv Vinyl Vinyl Vinyl Vinyl Vinyl Vinyl VinylDiv CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title MR & MRS TIRONA RESIDENCE Date 08/19/36 ! MICROPAS4 v4.50 File-TIRONA Wth-CTZ07S92 Program-FORM CF-1R ! User#-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA FENESTRATION Orientat Window Window Skylight ion Left Back Front (NW) <NE> (S) Area <sf •> 15. 15. 12. U- Value 0 0 0 0. 0. 0. 600 600 80() # of Pan- es 2 2 Interior Shading/ Description Drapes. Std Drapes. Std None Exterior Shading None None TINT Over - hang/ Fins Yes None None Framing Type Vinyl Vinyl Metal THERMAL MASS Type SlabOnGrade SlabOnGrade Exposed Yes No Area Thickness (sf.) (in.) Location/Comments 345 1032 3. 3. 5 5 Exposed/SEE Covered/SEE T. T. M. M. SUMMARY SUMMARY HVAC SYSTEMS Equipment Type Furnace NoCool ing Minimum Efficiency 0.800 AFUE 10.00 SEER Duct Location Attic Attic Duct R-value R-4.2 R-4.2 Thermostat Type Setback Setback WATER HEATING SYSTEMS Tank Type Storage Heater Gas Type Distribution Type Standard Number in System 1 Energy Factor 0.60 EF Tank Size (gal > 50 External Insulat ion R-val ue R-o SPECIAL FEATURES/REMARKS ***************** IMPORTANT NOTES * PLEASE READ ***************** NOTE A: OWNER OR DESIGNER OF BUILDING MUST SIGN THESE CALCULA- TIONS BEFORE SUBMITTING THEM TO BUILDING DEPARTMENT. SIGNED CALCULATIONS INDICATE THAT OWNER AND DESIGNER UNDERSTAND TITLE 24 COMPLIANCE METHODOLOGY AND EXPRESSLY APPROVE USE OF SUGGESTED COMPONENTS LISTED HEREIN. QUESTIONS'? CALL RON MOORE TITLE 24 ENERGY CONSULTANT AT 619/436-6736 BEFORE MAKING EXPENDITURES NOTE B: CONTRACTORS INSTALLING HVAC AND/OR WATER HEATING EQUIP- MENT MUST BE GIVEN A COPY OF THESE CALCULATIONS BY OWNER PRIOR TO ANY WORK BEING DONE. EACH INSTALLING CONTRACTOR IS TO REVIEW THESE DOCUMENTS AND TO VERIFY EQUIPMENT SIZING AND WARRANT SYSTEM PERFORMANCE. SYSTEMS SPECIFIED MAY BE REPLACED BY APPROVED EQUAL EQUIPMENT (.SPECIFIED MINIMUM CAPACITY & EQUAL OR BETTER EFFICIENCY"). IF CHANGES ARE MADE INSTALLING CONTRACTOR IS TO NOTIFY (1) OWNER (2) DESIGNER (3) DOCUMENTATION AUTHOR IN CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-1R Project Title MR ?< MRS TIRONA RESIDENCE Date O8/13/36 MICROPAS4 v4.50 File-TIRONA Wth-CTZ07S92 Program-FORM CF-1R ! ! User#-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA ! SPECIAL FEATURES/REMARKS WRITING AT ADDRESSES LISTED UNDER THE COMPLIANCE STATEMENT OF THIS CF-1R FORM PRIOR TO DOING ACTUAL WORK. NOTE C: FURNACE USED IN CALCULATIONS IS A DAY << NIGHT 373LAV036095 RATED OUTPUT 75,OOO BTUH, AFUE=0.80. SEE ATTACHED SPEC SHEETS. ****#******THIS INFORMATION IS SUPPLIED AS A COURTESY TO SHOW THERE IS HVAC EQUIPMENT WITH THE EFFICIENCY CALLED OUT IN THESE CALCULATIONS. THE HVAC CONTRACTOR IS RESPONSIBLE FOR SIZING EQUIPMENT, SELECTION AND WARRANTING SYSTEM PERFORMANCE.********** NOTE D: WATER HEATER USED IN CALCULATIONS IS A.O. SMITH FGR-50. FOR WATER HEATER SPEC SEE ATTACHED SPEC SHEET. NOTE E: FOR ENERGY CALCULATIONS FRONT OF RESIDENCE IS CONSIDERED TO BE WALL AT BOTTOM OF FLOOR PLAN. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF-1R Project Title MR & MRS TIRONA RESIDENCE Date O8/19/96 ! MICROPAS4 v4.5O File-TIRONA Wth-CTZ07S92 Program-FORM CF-1R ! ! Usertt-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA ! COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and S of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section Name.... Company. Address. Phone... License. Signed.. DESIGNER or OWNER MR. ?< MRS. TIRONA HOMEOWNER 3167 SEABURY STREET CARLSBAD, CA 92O08 619/434-4984 DOCUMENTATION AUTHOR Name... Company Address RON MOORE Ron Moore Title 7<">5 Regal Road Encinitas, CA 92024 Phone... 619-436-6736 4 Energy Calcs. (date;date> ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed. . (date) COMPUTER METHOD SUMMARY Page 1 C-2R Project Title MR »< MRS TIRONA RESIDENCE Date O8/19/96 Project Address CYNTHIA LANE **#**** CARLSBAD, CA *v4.50* Documentation Author... RON MOORE #****** Building Permit # Ron Moore Title 24 Energy Calcs. 705 Regal Road Encinitas, CA 32u24 619-436-6736 Climate Zone 07 Compliance Method MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. ! MICROPAS4 v4.50 File-TIRONA Wth-CTZ07S92 Program-FORM C-2R ! ! Usertt-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA ! MICROPAS4 ENERGY USE SUMMARY Plan Check / Date Field Check/ Date = Energy Use Standard Proposed Compliance = OBtu/sf-yr> Design Design Margin = Space Heating 3.04 2.76 O.28 = Space Cooling 3.94 1.83 2.11 = Water Heating 9.99 9.59 0.40 Total 16.97 14.18 2.79 = *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area 2616 sf Building Type Single Family Detached Construction Type New Building Front Orientation. Front Facing 180 deg Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type ReducedYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume 22538 cf Footprint Area 1714 sf Ground Floor Area. 1377 <3f Slab-On-Grade Area 1377 sf Glazing Percentage 17.7 7. of floor area Average Glazing U-value.... O.61 Btu/hr-sf-F Average Ceiling Height 8.6 ft COMPUTER METHOD SUMMARY Page 2 C-2R Project Title MR & MRS TIRONA RESIDENCE Date 08/19/96 ! MICROPAS4 v4.50 File-TIRONA Wth-CTZ07S92 Program-FORM C-2R ! II User#-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA BUILDING ZONE INFORMATION Zone Type Floor Area <.sf > Vo 1 ume <cf > # of Dwell Units Cond - itioned Thermostat Type Vent Height eft; Special Vent Area (sf > HOUSE Residence 2616 11538 1.00 Yes Setback OPAQUE SURFACES 8.0 n/a Surface Area <sf ) U- value Insul R-val Act Solar Azm Tilt Gains Form 3 Reference Location/ Comments HOUSE 1 -i 3 4 5 6 7 8 9 10 15 Wall Wall Mall Wall Mall Wall Roof Roof Door Door FloorEy t 624 665 590 609 21 21 1340 374 34 18 337 0.088 0.088 O.O88 0 . 088 0.088 0 . 088 0.035 0.051 0.330 0.330 0.048 13 13 13 13 13 13 30.77 19.75 0 0 19 180 0 90 270 315 45 n/a 180 180 90 n/a 90 9o 90 30 30 90 0 45 90 90 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No W. 13. W. 13. W. 13. W. 13. W. 13. W. 13. R.30. R. 19. None None FX. 19 2X4. 16 2X4. 16 2X4. 16 2X4. 16 2X4.16 2X4. 16 2X12. 16 2X8. 16 .2X8. 16 R-13 BATT R-13 BATT R-13 BATT R-13 BATT R-13 BATT R-13 BATT Vented/R-30BAT Unvented/R Solid Wood Solid Wood To Garage -19B Surface PERIMETER LOSSES Length F2 Insul Solar (ft) Factor R-val Gains Location/Comments HOUSE 11 SlabEdge 30 12 SlabEdge 126 13 SlabEdge 4 14 SlabEdge 25 0.900 0.720 0.550 0.500 R-0 R-0 R-0 R-0 No To Outside No To Outside No To Garage No To Garage FENESTRATION SURFACES Surface Area Csf ) # of Pan- Frame es Type Vent Open Type U- val ue Act Azm SC Glass Tit Only SC Interior Int Shading/ Shade Description HOUSE 1 -i.c. 3 4 5 6 7 8 9 Window Window Door Window Window Window Window Door Door 90. 1 6.0 20.1 3O . u 80.0 21.0 15.0 40.2 53.6 2-i 2 -ijL. o4. 2 2 2 2 VinylDiv VinylDiv Wood VinylDiv Vinyl Vinyl Vinyl Vinyl Vinyl Slider Slider Slider Slider Slider Slider Slider Slider Slider 0.650 0.650 0.550 0 . 650 0.600 0.600 0.60O 0.550 0.550 180 180 ISO 180 0 0 0 0 0 90 90 90 90 90 90 90 90 90 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.78 0.78 0.78 0.78 0.78 0.78 O.78 0.78 0.78 Drapes. Std Drapes. Std Drapes. Std Drapes. Std Drapes. Std Drapes. Std Drapes. Std Drapes. Std Drapes. Std COMPUTER METHOD SUMMARY Page 3 C-2R Project Title MR & MRS TIRONA RESIDENCE Date 08/19/36 ! MICROPAS4 v4.50 File-TIRONA Wth-CTZ07S92 Program-FORM C-2R ! ! User#-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA ! Surface # of Area Pan- Frame es Type FENESTRATION SURFACES Vent SC SC Interior Open U- Act Glass Int Shading/ Type value Azm Tit Only Shade Description 10 Window 11 Window II Window 13 Window 14 S^ ylight 44.0 10.0 15.0 15.0 12.0 2 2 Vinyl VinylDiv Vinyl Vinyl Metal Slider 0.600 90 Slider 0.650 27O Slider 0.600 315 Slider O.600 45 Fi'ed 0.800 180 30 0.88 0.78 Drapes.Std 30 0.88 0.78 Drapes.Std 90 0.88 0.78 Drapes.Std 30 0.88 0.78 Drapes.Std 23 0.88 0.88 None OVERHANGS AND SIDE FINS Surface Window- Area Csf) Hght Wdth -Left Fin--Right Fin--Overhang Left Rght Dpth Hght Ext Ext Ext Dpth Hght E/t Dpth Hght HOUSE 2 Window 6.O 5.2 n/a 7.0 0.0 n/a n/a 3 Door 20.1 5.2 n/a 7.0 0.0 n/a n/a 4 Window 30.0 5.0 n/a 9.0 0.0 n/a n/a 6 Window 21 0 3.5 n/a 6.0 1.0 n/a n/a 7 Window 15.0 5.O n/a 1.0 1.0 n/a n/a 8 Door 40.2 6.7 n/a 2.0 1.0 n/a n/a 12 Window 15.0 5.O n/a 1.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a EXTERIOR SHADING Area Shading SC of Surface (sf) Type Ext Shade HOUSE 14 Skylight 12.0 TINT 0.63 THERMAL MASS Area Thick Heat Conduct- Surface Mass Type <sf) <in) Cap ivity R-value Location/Comments HOUSE 1 SlabOnGrade 345 3.5 28.0 0.98 R-0.0 Exposed/SEE T.M. SUMMARY I SlabOnGrade 1O32 3.5 28.0 0.38 R-2.O Covered/SEE T.M. SUMMARY HVAC SYSTEMS Minimum Duct Duct Duct System Type Efficiency Location R-value Efficiency HOUSE Furnace 0.800 AFUE Attic R-4.2 0.880 NoCooling 10.00 SEER Attic R-4.2 <>.S7O COMPUTER METHOD SUMMARY Page 4 C-2R Project Title MR & MRS TIRONA RESIDENCE Date 08/19/36 ! MICROPAS4 V4.50 File-TIRONA Wth-CTZ07S32 Program-FORM C-2R ! ! User#-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor <"gal > R-value 1 Storage Gas Standard 1 0.60 50 R-<> SPECIAL FEATURES/REMARKS ***************** IMPORTANT NOTES # PLEASE READ ***************** NOTE A: OWNER OR DESIGNER OF BUILDING MUST SIGN THESE CALCULA- TIONS BEFORE SUBMITTING THEM TO BUILDING DEPARTMENT. SIGNED CALCULATIONS INDICATE THAT OWNER AND DESIGNER UNDERSTAND TITLE 24 COMPLIANCE METHODOLOGY AND EXPRESSLY APPROVE USE OF SUGGESTED COMPONENTS LISTED HEREIN. QUESTIONS'? CALL RON MOORE TITLE 24 ENERGY CONSULTANT AT 619/436-6736 BEFORE MAKING EXPENDITURES. NOTE B: CONTRACTORS INSTALLING HVAC AND/OR WATER HEATING EQUIP- MENT MUST BE GIVEN A COPY OF THESE CALCULATIONS BY OWNER PRIOR TO ANY WORK BEING DONE. EACH INSTALLING CONTRACTOR IS TO REVIEW THESE DOCUMENTS AND TO VERIFY EQUIPMENT SIZING AND WARRANT SYSTEM PERFORMANCE. SYSTEMS SPECIFIED MAY BE REPLACED BY APPROVED EQUAL EQUIPMENT 'SPECIFIED MINIMUM CAPACITY & EQUAL OR BETTER EFFICIENCY). IF CHANGES ARE MADE INSTALLING CONTRACTOR IS TO NOTIFY <1> OWNER (2) DESIGNER <3> DOCUMENTATION AUTHOR IN WRITING AT ADDRESSES LISTED UNDER THE COMPLIANCE STATEMENT OF THIS CF-1R FORM PRIOR TO DOING ACTUAL WORK. NOTE C: FURNACE USED IN CALCULATIONS IS A DAY & NIGHT 373LAV036095 RATED OUTPUT 75,000 BTUH, AFUE=O.SO. SEE ATTACHED SPEC SHEETS. ***********THIS INFORMATION IS SUPPLIED AS A COURTESY TO SHOW THERE IS HVAC EQUIPMENT WITH THE EFFICIENCY CALLED OUT IN THESE CALCULATIONS. THE HVAC CONTRACTOR IS RESPONSIBLE FOR SIZING EQUIPMENT, SELECTION AND WARRANTING SYSTEM PERFORMANCE.********** NOTE D: WATER HEATER USED IN CALCULATIONS IS A.O. SMITH FGR-50. FOR WATER HEATER SPEC SEE ATTACHED SPEC SHEET. NOTE E: FOR ENERGY CALCULATIONS FRONT OF RESIDENCE IS CONSIDERED TO BE WALL AT BOTTOM OF FLOOR PLAN. Plan Check / Date Field Checl-/ Date HVAC SIZING Page 1 HVAC Project Title MR *< MRS TIRONA RESIDENCE Date oS/19/96 Project Address CYNTHIA LANE *#***** CARLSBAD, CA *v4.5O* Documentation Author... RON MOORE ******* Building Permit # Ron Moore Title 24 Energy Calcs. 705 Regal Road Encinitas, CA 92O24 619-436-6736 Climate Zone 07 Compliance Method MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. ! MICROPAS4 v4.50 File-TIRONA Wth-CTZ07S92 Program-HVAC SIZING ! Usertt-MP1315 User-Ron Moore Title 24 Energy Run-TIROMA GENERAL INFORMATION Floor Area 2616 sf Volume 22538 cf Front Orientation Front Facing 180 deg (.S) Sizing Location ENCINITAS Latitude 33 degrees Winter Outside Design 39 F Winter Inside Design 70 F Summer Outside Design 83 F Summer Inside Design 78 F Summer Range 10 F Interior Shading Used No Exterior Shading Used No Overhang Shading Used No Latent Load Fraction.. 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btuh.) <Btuh> Opaque Conduction and Solar 14108 5262 Glazing Conduction 8718 14O6 Glazing Solar n/a 10635 Infiltration 8917 619 Internal Gain n/a 78OO Ducts 3174 2573 Sensible Load! 34916 28305 Latent Load n/a 5661 Minimum Total Load 34916 33966 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. GLAZING Coda Wth Ht TOT £•„ ito * s L 3- 5-• B ^ I t,5 3 pfl^l frj J 2 fe.7 5 7' 0^ Jtf7'£.0' r. t»i AO. Mil ii TOTAL Clod* Page 2 Wth Ht TOT Ovr Hi • (> rr* O -^ 6 3*5 (*' ? 17 ' Q 4^" OH- ,r c,rt^ s'//// //rMoM^7','/ ^ Cod*vth Ht TOT ovrh / Z 2 v/ 7 TOTAL (ft Ced« f Wth Ht TOT Ovr 1. J. 5 2©^) TOTAL (SLA2 SXTLZTZS TOTALPOCBTT GLAZIVG Code » Wtb, Ht Page 2 TOT Ovrh L_•7-f 3 5 TOTAL Coda Ht TOT Ovr TOTAL Cod* f Vtli at TOT Ovrh TOTAL Cod* * Vtfc Ht TOT Ovr TOTAL 6LAZ SXYLXTX3 TOTAL potcsrr CoJe. /u 5, C, P- E, F> Yz Gr. H. J K- J-. Pq3 ^ Wi4ti\ Ht"» Comments 3° 5° /£> -30 T"/-l 1 ^\7V ^5 ^p ^J<S(-Cxv r\ f~d r\ (oj / 1 1/ ZO -3 O O 6° 5° 3° 5° .&W /^^J'^s T 5° <?° 5° C7 ° o°0 ^1 6" 3* 3° 5° / o f g (^Ll.'J r* 1 /\(a to O|IC|lh<3 \TO^S /JOOl' ti u M. G- 1 4-2-1** MASTER MICROPAS DATA TAKE-OFF/INPUT SUMMARY RON MOORE, TITLE 24 CONSULTANT * 613/436-6736 Notice to building official: The data on these sheets was was gathered from the plans submitted by our client. It was subsequently input into MICROPAS 3 for calculation. If drawings submitted to you vary signif- icantly, discrepancy should be noted on correction sheet and all docu- ments should be returned for re-calculation. Page 1 13-Aug-96 Job owner Job location Climate zone Run title/File name. Type: <SFR=1/CLU=2>. MR. *< MRS. TIRONA CARLSBAD 7 TI ROMA 1 THERMAL MASS SUMMARY THERMAL MASS #1 Concrete without carpet KITCHEN/NOOK LAUNDRY LAUNDRY FOYER POWDER THERMAL MASS #2 Carpet over concrete THERMAL MASS #3 Vertical mass 189 42 54 37 23 345 TOTAL 1032 TOTAL N/A 0 TOTAL THERMAL MASS #4 ERR TOTAL Day& Night Day&Night Air Conditioning Indianapolis IN HIGH-EFFICIENCY DOWNFLOW/HORIZONTAL INDUCED-COMBUSTION FURNACE MODEL 373LAV Sizes 050 through 135 Senes C DOWNFLOW HORIZONTAL The 373LAV is our special induced-combustion furnace manufac- tured to meet the requirements of builders and budget-minded consumers Lower cost with the same quality and efficiency you expect FEATURES EFFICIENCY—The 373LAV Induced-Combustion Gas Furnace provides the efficiency customers want with 80% Annual Fuel Uti- lization Efficiency (AFUE) HOT SURFACE IGNITION—This field-proven ignition system will save energy and improve reliability ALUMINIZED HEAT EXCHANGER—The patented 4-pass heat exchanger is made of alummized steel and backed by a 10-year Limited Warranty INTELLIGENT CONTROL BOARD—The 373LAV Furnace has an intelligent control board that monitors the operation of the fur- nace This control board also has a self-test feature that enables the servicing technician to venfy operation of the board itself the mducer, the hot surface ignitor, both high- and low-speed blower operation, and the humidifier 40-IN HEIGHT—The 373LAV is assembled in a cabinet only 40 in tall This simplifies installation in alcoves, attics, basements (ideal for short basement) closets and utility rooms especially with a high-efficiency cooling coil MULTIPOISED DOWNFLOW OR HORIZONTAL—Our furnace can be used in a downflow horizontal left, or horizontal right configuration CABINET—An embossed galvanized steel with a clear coating that surpasses our 200-hour high humidity test It provides supe- rior rust and humidity protection PATENTED DRAFT SAFEGUARD—Our induced-combustion furnace has a patented draft safeguard switch The safeguard switch stops furnace operation if the vent system becomes blocked or is not operating properly An exclusive with our furnaces EASY INSTALLATION—The model 373LAV has many features that make installation easier left or nght gas and electrical con- nections, blower speed selector matching coil sizes accessory low-voltage connections and many more Form No PDS 373LAV35 2D 13/16-* U-2 "2 DIATHERMOSTAT WIRE ENTRY 39-7/8 11/16-* NOTE ADDITIONAL 7/8 DIA K O ARE LOCATED IN THE TOP PLATE AND BOTTOM PLATE AIRFLOW A88324 DIMENSIONS (In) UNIT SIZE 024050 036050 024070 036070 036095 048095 048115 060115 060135 A 14 3/16 14-3/16 143/16 143/16 171/2 17-1/2 17 1/2 21 241/2 0 12 9/16 12-9/16 129/16 129/16 157/8 157/8 157/8 193/8 227/8 E 12 11/16 12 11/16 12 11/16 12 11/16 16 16 16 19 1/2 23 VENT CONNECTION* 4 4 4 4 4 4 4 4 5 SHIPPING WEIGHT 118 121 135 139 146 146 163 171 182 •Refer to the furnace Installation Instructions for proper venting procedures ACCESSORY DOWNFLOW SUBBASE LOCATING TABS PLENUM IPENING FACTOm SUPPLIEDFIELD-INSTALLEDINSULATION A88207 A88206 Disassembled Assembled DIMENSIONAL DATA (In) FURNACE WIDTH 143/16 17 1/2 21 24 1/2 PLENUM OPENING* A 11 13/16 15 1/8 185/8 221/8 B 19 19 19 19 FRAMED FLOOR HOLE C 137/16 163/4 20-1/4 233/4 D 203/8 20-3/8 20-3/8 20-3/8 HOLE NO FOR WIDTH ADJUSTMENT 4 3 2 1 *The plenum should be constructed 1/4-m smaller in width and depth than the plenum dimensions shown above —2— SPECIFICATIONS UNIT SIZE 024050 | 036050 024070 036070 036095 048095 048115 060115 060135 RATINGS AND PERFORMANCE Input BtulT Capacity! Nonweathenzed ICSi AFUE%t Nonweathenzed ICS* Certified Temperature Rise Range F Certified External Static Pressure Heat/Cool Airflow CFM Heating Cooling 46000 37000 800 30—60 010/050 720 895 46000 37000 800 20—50 010/050 1170 1215 69 000 69 000 56 000 56 000 80 0 80 0 50—80 30—60 012/050 012/050 660 1200 930 1300 92000 92000 115000 75 000 75 000 94 000 80 0 80 0 80 0 45—75 30—60 50—80 015/050 015/050 020/050 1155 1350 1400 1395 1580 1595 115000 135000 94000 110000 80 0 80 0 35—65 45—75 0 20/0 50 0 20/0 50 1735 1690 1950 2055 ELECTRICAL Unit Volts— Hertz— Phase Operating Voltage Range Mm — Max Maximum Unit Amps Maximum Wire Length (Measured 1 Wav) Ft Minimum Wire Size Maximum Fuse Size Transformer (24v) External Control Heating Power Available Cooling Air Conditioning Blower Relay_ 115—60—1 104—127 66 42 81 34 67 84 42 33 92 102 101 30 28 28 14 15 133 143 33 31 12 20 40VA 12VA 35VA Standard CONTROLS Limit Control Heating Blower Control Burners (Monoport) Gas Connection Size SPST 'Solid State Time Operation 2 3 4 56 1/2 in NPT GAS CONTROLS Gas Valve (Redundant) Mm Inlet Pressure (in we) Max inlet Pressure (in we) Mam Burner Ignitor White Rodgers 4 5 (Natural Gas) 13 6 (Natural Gas) Hot Surface BLOWER DATA Direct Drive Motor HP (PSC) Motor Full Load Amps RPM (Nominal) — Speeds Blower Wheel Diameter x Width (In ) Filter Size (In ) — Permanent Washable 1/5 29 1075—3 1/3 58 1075—4 1/5 1/3 1/2 29 58 79 3/4 11 1 1075—3 1075—4 10x6 10x7 10x8 (2)16x20x1 11 x10 FACTORY AUTHORIZED DEALER INSTALLED ACCESSORIES Accessory Downflow Subbase Gas Conversion Kit — Natural to Propane Gas Conversion Kit — Propane to Natural Duct Flange Kit KGASB0101ALL KGANP2001ALL KGAPN1601ALL KGARF0101ALL * Gas inputs shown are for elevations up to 2000 ft For elevations above 2000 ft input should be reduced at the rate of 4% for each 1000 ft above sea level Refer to National Fuel Gas Code-Table F4 t Tentative capacity in accordance with U S Government DOE test procedures t Isolated Combustion System GEFFICIENCY RATING CERTIFIEDama MEETS DOE RESIDENTIAL CONSERVATION SERVICES PROGRAM STANDARDS Before purchasing this appliance read important energy cost and efficiency information available from your retailer A82172 A82173 Duct Flanges (Accessory) Filter Retainers (Field Supplied) —3— ENERGY SAVER GAS RESIDENTIAL WATER HEATERS FGR MODELS (REPLACES FGW MODELS) FEATURES Code Compliance H U D , B O C A, ASHRAE/IES 90 1b- 1992, CEC, and 1990 NAECA HIGH EFFICIENCY Complies with most utility rebate programs or energy conservation guidelines THICK PERMAFOAM™ INSULATION - Minimizes radiant heat loss R-16 on 30, 40 and 50 gallon models GLASS-LINED TANK • Glass, specifically developed by A O Smith ceramic research for water heater use, is fused to steel at 1600°F, providing corrosion protection for years of dependable use Proven reliable in millions of water heaters for over 50 years DIP TUBE - Carries inlet water deep into tank ANODE - Tank-mounted, screw-in anode for longer tank life THERMOSTAT - Designed for long service life Provided with safety shutoff Propane models have built-in filter and dirt leg provided BURNER - All steel, multiport burner for improved combustion efficiency CALIFORNIA - Models for sale in California are built to special requirements See California specification sheet available from sales office NON-LINTING ENERGY SAVING PILOT NON-METALLIC BALL-TYPE DRAIN VALVE FACTORY INSTALLED TEMPERATURE AND PRESSURE RELIEF VALVE (NOT SHOWN) O 5 YEAR LIMITED WARRANTY OUTLINE If the tank should leak any time during the first 5 years under the terms of the warranty A O Smith will furnish a replacement heater Installation labor handling and local delivery are extra When used commercially warranty is for 1 year THIS OUTLINE IS NOT A WARRANTY For complete information consult the written warranty or A O Smith Water Products Company Revised December 1993 A 7170 ENERGY SAVER GAS GLASS-LINED WATER HEATER 1/2 NPT GAS INLET TOP VIEW 3/4 NPT INLET NPT OUTLET FRONT VIEW TOP VIEW *4-T-— ! Model FOR 30 FGR 40 * FGR 50 EF + 62 62 60 Gal Cap 30 40 50 Vent Siz« 3 3 3" NATURAL GAS (S-06) BTU Input Per/Hr 40000 40000 40000 GalJHr • Recovery 90" Rise 426 426 426 PROP GAS BTU Input Per/Hr 37000 37000 37000 Gal./Hr • Recovery 90° Rise 394 394 394 A Height Plus Dlverter 61 1/2 591/2 601/4 B Height Less Diverter 58 56 563/4 C Dia 18 1/4 20 1/4 22 Approx Ship Wt (Lbs) 119 130 165 NOTE To compensate for the effects of high altitude areas above 2 000 feet recovery capacity should be reduced approximately 4% for each 1 000 feet above sea level ALL DIMENSIONS IN INCHES Recovery capacities are based on DOE method of test -•-Energy factor SUGGESTED SPECIFICATIONS Water Heater(s) shall be Model No equipped to burn rating of as manufactured by A O SMITH or an approved equal Heater(s) shall be glass nned gas fired gas design certified to meet the latest ANSI Standard by the American Gas Association Heater(s) shall have an input BTU/HR and with a recovery capacity of GPH at °F temperature nse and an energy factor of or greater Gas Heater(s) shall have a maximum working pressure of 150 psi a nominal storage tankcontrol shall totally regulate the gas supply to main and pilot burners capacity of gallons with a separate 3/4 tapping for relief valve installation and a rigidly supported anode rod for maximum cathode protection All internal surfaces of the heater(s) exposed to water shall be glass lined with an alkaline borosilcate composition fused-to-steel Heater(s) shall also be equipped with an automatic gas shutoff device to shutoff entire gas supply in event of excessive temperature in tank Heater(s) shall also be equipped with an A G A certified draft hood Tank shall be foam insulated (R 16 thermal resistance on all models) or equal Outer jacket shall have a baked enamel finish Heater shall have a 5 year limited warranty as outlined in the wntten warranty in a residential installation (1 year in a commercial installation) Fully illustrated instruction manual to be included Heater(s) shall meet ASHRAE 90 lb-1992 for energy efficiencies and the minimum energy factor required by the Federal "National Appliance Energy Conservation Act of 1987 • A 0 Smith Water Products Company Irving TX A Division of A O Smith Corporation A 0 Smith Corporation rejervei the right to make product change* or improvement! at any time without notice A 717.1 ©A 0 Smith Corp 1993 Printed in U S A WYMAN TESTING LABORATORIES • San Diego Co • Riverside Co • Orange Co • San Bernardino Co • Los Angeles Co • Kern Co • Imperial Co • Las Vegas 1-8004870355 October 8, 1996 Pat and Lawrence Tirona 3167 Seabury Street Carlsbad, California 92008 WTL 96-109 Report No. 3 SUBJECT: Foundation Plan Review, Tirona Residence, 1354 Cynthia Lane, Carlsbad, California. A.P.N. 156-230-90. REFERENCES: 1) "Report of Soils Investigation, Tirona Residence, 1354 Cynthia Lane, Carlsbad, California", by Wyman Testing Laboratories, dated July 24, 1996. 2) Report of Field Observations and Relative Compaction Test Results, Tirona Residence, 1354 Cynthia Lane, by Wyman Testing Laboratory, dated October 1, 1996. 3) "Foundation Plans and Details, Tirona Residence", by Spec. Drafting, dated August 3, 1996. Gentlemen: We have reviewed the above referenced documents to verify the foundation designs (Reference 3) are in compliance with the recommendations of the Geotechnical Investigation (Reference 1). Grading for the proposed structure was performed under the observation and testing of a representative of Wyman Testing Laboratory and the findings and conclusions are presented in reference report no. 2. Based on the observations and relative compaction tests results and our review of the above mentioned reports, we found the drawings to be in compliance with the recommendations contained therein. If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, WYMAN TESTING LABORATORIES Ronald S. Halbert, R.C.E. #42204 17150 VIA DEL CAMPO, STE 307, SAN DIEGO, CA 92127 PHONE (619) 675-0270 FAX (619) 675 0083 • San Diego Co • Riverside Co WYMAN 'Orange Co • San Bernardino Co TESTIN G •Los An9c|cs c° • Kern Co LABORATORIES ..mpena.Co • Las Vegas 1-800487-0355 October 1, 1996 Pat and Laurence Tirona WTL 96-109 3167 Seabury Street Report No. 2 Carlsbad, California 92008 SUBJECT: Report of Field Observations and Relative Compaction Test Results, Tirona Residence, 1354 Cynthia Lane, Carlsbad, California. REFERENCE: "Report of Soils Investigation, Tirona Residence, 1354 Cynthia Lane, Carlsbad, California", by Wyman Testing Laboratories, dated July 24, 1996. Gentlemen: In accordance with your request, this report has been prepared to present the results of our field observations and relative compaction tests performed during the rough grading operations for the above subject residential building pad. Grading was performed between September 26 and 27, 1996 under the observation and testing of a representative of Wyman Testing Laboratories. SITE DESCRIPTION The project site as on approximately square shaped parcel of land, approximately 0.18 acres in size and located on the north side of Cynthia Lane. Prior to grading the property consisted of a relatively level, vacant lot with a 2 to 3 foot high composite slope located along the southern property boundary. Vegetation consisted of light growth of grasses and weeds and a few shrubs. PROPOSED CONSTRUCTION The site is being developed to receive a single family residence to be a maximum of two stories in height. The structure is to be of wood-frame construction founded on shallow foundations and a conventional concrete slab-on-grade floor system. AVAILABLE PLANS To assist in presenting the locations and elevations of our field density tests and to define the general extent of the site grading for this phase of work, we were provided with a site plan prepared by Spec Drafting, dated August 3, 1996. 17150 VIA DEL CAMPO STE 307, SAN DIEGO, CA 92127 PHONE (619) 675-0270 TAX (619) 675 0083 A WTL 96-109 October 1, 1996 Page 2 SITE PREPARATION Prior to grading vegetation was removed from the building pad area and stockpiled off-site. The western half of the building pad was then ovei excavated to a depth of approximately 3 feet in order to remove loose topsoil materials. The excavated materials were stockpiled on the eastern half of the lot. Firm natural ground terrace materials exposed in the excavation bottom were scarified to a depth of approximately 6 inches, moisture conditioned, and then compacted to at least 90 percent relative density. The stockpiled materials were then placed back in the excavation in 6 to 8 inch loose lifts, moisture conditioned and compacted to achieve rough finish grade elevations. The over excavation and recompaction process was then repeated on the eastern half of the lot in a "flip-flop" type operation. The area of recompaction extended a minimum of 5 feet outside the perimeter of the proposed structure as delineated on the attached Plate No. 1. FIELD OBSERVATION AND DENSITY TESTING Field observation and density testing were performed by a representative of Wyman Testing Laboratory during the grading of the proposed building pad. Field density testing was performed in accordance with A.S.T.M. D1556-90. The locations and results of these tests are presented on the attached plates. The locations and elevations of the density tests were obtained by pacing and hand level methods and are only accurate to the degree implied by the methods used. LABORATORY TESTING Maximum dry density determinations of the fill materials were performed in accordance with A.S.T.M D1557. These tests consisted of placing five (5) equal layers of the soils used in the fill in a four (4) inch diameter mold of 1/30 cubic foot volume and compacting each layer with twenty-five (25) blows of a ten (10) pound hammer. The results of these tests are presented on Plate No. 2. CONCLUSION Based on the field observations and relative compaction tests results, it is the opinion of Wyman Testing Laboratories that the grading for the building pad was performed essentially in accordance with the recommendations contained in the referenced report, and the recommendations contained therein do apply to the subject site. The opinions presented herein are based on the field observations and in-place density testing performed by our WTL 96-109 October 1, 1996 Page 3 representative during the grading operations. Our services were performed in accordance with currently accepted standards of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operation with the recommendations in the referenced report and local grading ordinances. If you should have any guestions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, WYMAN TESTING LABORATORY Ronald S. Halbert, R.C.E. #42204 RSH/mtm cc: (2) submitted TABU? I RELATIVE COMPACTION TEST RESULTS Test Date No. 1 9/26/96 2 9/26/96 3 9/27/96 4 9/26/96 Soil Type Location Fill In-Place Thickness Density (pcO SW Building -t-1 5' 127 0 Corner West Center +3' 126 4 Building (F G ) Northeast +1 5' 124 4 Building Corner East Center +3' 126 6 Building (F G ) TABLE II Soil Description In-Place Moisture (%) 10 0 9 6 9 8 9 9 Maximum Density (pcf) Relative Soil Compaction Type (%) 98 1 97 1 97 1 98 1 Optimum Moisture (%) Dark reddish brown silty sand 130 0 9 5 CTOTHIA LANE 1364 curb.—* A r: •*3 .^2 • ' « • > ^4 i •1 L _•_";-"-•— _^^±1'_1--- 4* Retaining Wall 1344 NOTE AH dimensions are approximate and not to be used for legal purposes. APPROXIMATE SCALE: 1- = 20" N I LEGEND Field Density Test Locati on Area of removal and recompacted WYMAN TESTING LABORATORY Engineering • Inspection • Testing PLOT PLAN TIRONA RESIDENCE JOB NO 96-109 PLATE NO 1 City of Carlsbad Building Department OWNER-BUILDER VERIFICATION Attention Property Owner An 'owner-builder' building permit has been applied for in your name and bearing your signature Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit No building permit will be issued until this verification is received 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement (yes or no) 2 I (have/have not) /M</tf signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction Name Address City Phone Contractors License No I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work £$> G- £u&e/-i/i $o/-«y Name Tdm(/&fa l/€cJife*\ - 1/kn I/CO^&* d<j Address /3 V 1*5 ^uuhoT^ fiA, City _ Phone ^33~ $52) *7 Contractors License No O ~ 33 3 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated Name Address Phone Type of Work Signed Property Owner Date 2O75 Las Palmas Drive • Carlsbad California 92OO9-1576 • (619)438-1161 Plan Check No CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR , CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department SCHOOL DISTRICT fs Carlsbad Unified 801 Pine Avenue Carlsbad CA 92009(434-0661) Encmitas Union 101 South Rancho Santa Fe Rd Encmitas CA 92024 (944-4300) Project Applicant Project Address RESIDENTIAL -r\G>L. SQ FT of living area 'ZJo SQ FT of covered area COMMERCIAL/INDUSTRIAL SQ xR AREA Prepared by _-^cJ^J^ San Marcos Unified 1290 West San Marcos Blvd San Marcos CA 92024 (744-4776) San Dieguito Union High School 710 Encmitas Boulevard Encmitas CA 92024 (753-6491) APN L number of dwelling units SQ h I of garage area Date O FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986 (other school fees paid) Other Residential Fee Levied Comm/lndust Fee Levied $ based on based on Schcrol District Official Title Date