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Home My WebLink About2647 MARMOL CT; ; CB091539; Permit12-29-2009 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title; City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CB091539 Building Inspection Request Line (760) 602-2725 2647 MARMOL CT CBAD RESDNTL 2154910200 $1,004,265.00 Applicant: BRIAN DARNELL Sub Type: SFD Status: Lot #: 0 Applied: Construction Type: 5B Entered By: Reference #: Plan Approved: 1 structure Type: SFD Issued: 0 Bathrooms: 0 Inspect Area: PADILLA: 8105 SF LV/1521 SFGAR Orig PC#: 905 SF ATTACH. CABANA/1865 SF PATIO(S)/225l SF Plan Check # DECKS, 1 METAL FIREPLACE/1 MASONRY FIREPLACE W/AC & SPRINKLERS Owner: PADILLA JOSEPH A ISSUED 09/21/2009 JMA 12/29/2009 12/29/2009 2114 CRYSTAL COVE WAY SAN MARCOS CA 92078 858-554-0730 Building Permit $3,655.94 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $2,376.36 Meter Fee $403.00 Add'l Plan Check Fee $0.00 SDCWA Fee $7,188.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $100.43 PFF (3105540) $18,277.62 Park in Lieu Fee $0.00 PFF (4305540) $16,871.65 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $310.00 License Tax (4304193) $0.00 Bridge Fee $530.00 Traffic Impact Fee (3105541) $2,650.00 other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $427.00 Renewal Fee $0.00 ELECTRICAL TOTAL $110.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $211.00 Other Building Fee $0.00 Housing Impact Fee $2,925.00 HMP Fee $13,640.00 Housing Inllieu Fee $0.00 Pot. Water Con. Fee $7,988.00 Housing Credit Fee $0.00 Meter Size Dl Master Drainage Fee $1,849.26 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB 1473) Fee $40.00 TOTAL PERMIT FEES $79,553.26 Total Fees: $79,553.26 Total Payments To Date: $79,553.26 Balance Due: $0.00 Inspector: ARPRO) FINAL ARPR( Date: VAL Clearance: NOTICE: Please take NOTItE that ilpproval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refened to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required Infomiation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously olherwise expired. CITY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax: 760-602-8558 www.ca risbadca .gov Plan Check No. Est. Value OO ^/.^ihS' Plan Ck. Deposit . Date SUITE#/SPACE#/UNIT# - fll - 07--0V CT/PROJECT # L0T# PHASES # OF ONrrs # BEDROOMS # BATHROOMS TENAliT BUSII>(£SS NAME CONSTR.TYPE occ. GROUP \^'A AmcHfj) OM^^ ^^^f^ JC^f^ PROPOSED USE GAPUeE (SF) PXTIOS (SF) w I ADDRESS ' DECKS (SF) FIREPLACE YES D * A NO • AIRCONDITIONII YEsfb-Moa RRE SPRINKLERS YES NO • APPUCANT NAME ADDRESS CITY _ ZIP CITY STATE ZIP FAX PHONE FAX EMAIL CONTRACTOR BUS. NAME ADDRESS CITYT/ 7 f STATE AODRESS STATE ZIP CITY STATE ZIP PHONE , FAX PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & AODRESS STATE UC. # STATE LIC.# CLASS CITY BUS. UC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a pennit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). W6IIKERS COMPENSATION Workers' Compeniatkin Declaration: / hamby affimi under pena(fy (^perjury one of the following dedarations: O I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Lalxir Code, for the performance of the work fbr whk;h Ihls perm It is issued. O I havs and will maintain wori(ers' compensation, as required by Seclion 3700 of the Labor Code, ibr the perforniance of the wodt ibr which this perniit Is issued. My workers' compensatkxi Insurance carrier and policy number are: Insurance Co. Policy No. Expiratkm Date This section need not be completed If the permit Is Ibr one hundred dollars ($100) or less. O Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not empk>y any persen In any manner so as to become subject to the Workers' Compensation ism of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an empk)yer to criminal penalties and civil fines up to ons hundred thousand dollars (Ii100,000), In addltkin to the cost of compensation, damages as provkled for in Section 3706 of the labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DATE OWM6R-BUILDER DECLARATION I heieby affirm ttial i am exempt from Confractor's License Law for tfie following reason: D I, as owner of the pniperty or my employees with wages as Iheir sole compensatkin, will do the work and the structure Is not inlended or offered fer sale {Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves Ihereon, and who does such work himself or through his own employees, provkled that such improvements are nol intended or offered for sale. If, however, the building br improvement is sold virithin one year of completion, the owner-buiMer will have the burden ef pmving that he did not buiU ur Improve ftir the purpose of sale). I, as owner of the pniperty, am exclusively contracling with licensed contractois to construct the project (Sec. 7044, Business and Professions Code: The Conlractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contiactoits) Ik^nsed pursuant to the Contractor's Lk»nse Law). I am exempt under SecSon ^Business and Professkins Code for this reason: 1.1 Mnsqally plan to provide the major labor and materials for construction of the proposed property improvement. • Yes 2. rhavaf have net) signed an applicatipn for a building pennil for the proposed work. . 3.1 me contracted with the following person (fimi) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provkte podkms of the worit, but I have hired the following person to coordinate, supen/lse and provide the major worti (ind ude name / address / phone / contractors' lk»nse number): 5.1 vriil provide some of the worit, but I have contracted (hired) the foliowing peisons to provide the worit Indtealed (include name / address / phone / lype of worit): yiSTpROPERTY OWNER SM DATE COMPLETE THIS SECTION FOR N O N - R E S I D E N T I A L BUiLDiNG PERMITS ONLV Is the appikant or future buikling occupant required to submit a business plan, acutely hazardous materials registration foitn or risk management and preventon program under Seclions 25S0S, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Ad? • Yes • No Is the applkiant or future building occupant required to obtain a pennit from the air pollutkin control district or air quaii ty management district? • Yes • No Is the fadlity to be constmcted within 1,000 feet of the outer boundary of a school site? OYes DNo IF ANY OF THE ANSWERS ARE YES, A FIN AL CERTIFIC ATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affimi that there is a construction lending agency for the perfomiance of the work this pemiit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I oertily that I have read the applkatkm and state that the above infonnatkin is conect and that the Irifon^^ I heieby aulhorize representative of the City of Carisbad to enter upon Ihe above mentioned propeity AGAINST ALL LIABILITIES, JUOGMEHfTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CfTY IN CONSEQl^NCE OF THE GRANTING OF THIS PERMfT. OSHA: An (3SHA pertnit is requirad Ibf excavatkxis over S'O'deep and demolitkin Of constmctkin of struck EXPIRATION: Every pentt^ueJUy^^ E 180 days hm the date of such p provlskins of this Code shall expiie by limitalkin and bsoorne nul and voM if the b^ by such pemilt is suspended or abandoned at any tline aftor the worit is cornmenced for a perkxl of 160 days (Sectton 106.4.4 DATE Cily •! Carlsbad Final Bullillng Inspecflon Dept: Building Engineering Planning CIVIWD St Lite Fire Plan Check #: Permit*: Project Name: Address: Contact Person: Sewer DIst: CB091539 PADILLA: 8306 SF LV/1521 SFGAR 905 SF ATTACH. CABANA/1865 SF PAT10(S)/2251 SF D 2647 MARMOL CT Lot: JEFF Plione: 76080,37491 LC Water DIst: CA Date: 05/22/2012 Permit Type: RESDNTL SubType: SFD Inspected By: Inspected By: Date Inspected; '^e^'~l^X-Approved: Date Inspected: Approved: Date Inspected: Approved: Disapproved: Disapproved: Disapproved: Comments: Inspection List Permit#: CB091539 Type: RESDNTL SFD PADILLA: 8306 SF LV/1521 SFGAR 905 SF ATTACH. CABANA/1865 SF PATIO( Date Inspection Item Inspector Act Comments 05/22/2012 89 Final Combo PY AP 05/22/2012 89 Final Combo -Rl 12/22/2011 14 Frame/Steel/BoltingA/Veldin PY PA 08/22/2011 39 Final Electrical PY PA EMR 07/08/2011 23 Gas/Test/Repairs PY AP 07/06/2011 17 Interior Lath/Drywall PY AP 07/06/2011 18 Exterior Lath/Drywall PY AP NEED GAS TEST 06/08/2011 84 Rough Combo PY AP 06/07/2011 19 Final Structural PY WC 06/07/2011 84 Rough Combo PY PA 06/01/2011 22 SewerA/Vater Service PY AP WATER SERVICE 04/27/2011 13 Shear Panels/HD's TP AP 04/26/2011 13 Shear Panels/HD's TP PA 04/26/2011 18 Exterior Lath/Drywall TP WC 04/25/2011 13 Shear Panels/HD's TP CA 01720/2011 15 Roof/Reroof PY AP 10/01/2010 11 Ftg/Foundation/Piers PY AP STAIRS @ NORTH SIDE AND PIER F 09/30/2010 11 Ftg/Foundation/Piers PY CA 09/24/2010 11 Ftg/Foundation/Piers MC PA S.O.G. ATI &3 CAR GARAGE.PANTRY&KITCHEN 09/23/2010 11 Ftg/Foundation/Piers PY PA SLAB ON GRADE @ CIRCULAR ARE/ AND LOWER ROOM. 09/17/2010 21 Underground/Under Floor PY AP 09/14/2010 11 Ftg/Foundation/Piers PY WC 09/14/2010 66 Grout PY PA 09/09/2010 11 Ftg/Foundation/Piers RB PA SEE JOB PERMIT CARD 08/31/2010 66 Grout PY AP 08/24/2010 11 Ftg/Foundation/Piers PY PA GARAGE & FRONT TO SOUTH SIDE 08/16/2010 21 Underground/Under Floor PY PA MID LEVEL 07/20/2010 66 Grout PY AP RET WALL 07/14/2010 61 Footing PY PA RETAIN WALL @ LOT FRONT 07/02/2010 65 Retaining Walls RB AP FRENCH DRAIN 06/25/2010 11 Ftg/Foundation/Piers PY PA LOWER SLAB 06/21/2010 66 Grout PY AP 06/17/2010 11 Ftg/Foundation/Piers PY PA FTG FOR MASONRY WALL @ ELEVATOR / BATH 06/15/2010 21 Underground/Under Floor PY PA SUB LEVEL OK 06/15/2010 22 SewerA/Vater Service PY WC 06/01/2010 11 Ftg/Foundation/Piers PY WC 06/01/2010 12 Steel/Bond Beam PY AP WALLS 05/21/2010 11 Ftg/Foundation/Piers RB WC 05/21/2010 12 Steel/Bond Beam RB PA SEE JOB PLANS 05/10/2010 11 Ftg/Foundation/Piers PY PA FTG FOR POUR IN PLACE WALLS 01/06/2010 92 Compliance Investigation PY NR 02/26/2009 32 Const. Service/Agricultural PD AP TPP - OK TO RELEASE Wednesday, May 23, 2012 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 05/22/2012 Permits CB091539 Title: PADILLA: 8306 SF LV/1521 SFGAR inspector Assignment: PY Description: 905 SF ATTACH. CABANA/1865 SF PATIO(S)/2251 SF DECKS, 1 METAL FIREPLACE/1 MASONRY FIREPLACE Type:RESDNTL SubType: SFD Job Address: 2647 MARMOL CT Suite: Lot: 0 Location: OWNER PADILLA JOSEPH A Owner: PADILLA JOSEPH A Remarks: Phone: 7608037491 Inspector: Total Time: Notice Requested By: JEFF Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Meciianical Comments V Comments/Notices/Holds FIRE SPRINKLERS REQUIRED Date 12/22/2011 08/22/2011 07/08/2011 07/06/2011 07/06/2011 Associated PCRs/CVs/SWPPPs Original PC# SW090107 ISSUED PADILLA RESIDENCE; NEW RESIDENCE , PCRl 0039 ISSUED PADILLA: ADD 201 SF TO BASEMENT; NEW FIREPLACE IN BASEMENT PCRl 0072 ISSUED PADILLA RES RECONFIGURE BEDRM; WING @ SOUTH SIDE SW110405 ISSUED PADILLA RES-BUILD 1,166 SF; POOL/SPA Inspection Historv Description 14 Frame/Steel/Bolting/Welding 39 Final Electrical PA PY PY PY PY Act Insp Comments PA PY 23 Gas/Test/Repairs 17 Interior Lath/Drywall 18 Exterior Lath/Drywall PA AP AP AP EMR NEED GAS TEST W.O. DATE NAME ' HOURS % Geotechnical » Coastal * Geologic » Environmental Client Name: FOOTING TRENCH OBSERVATION SUMMARY Project Name: Location/Tract: '^4^? Mo£yML dT. {J/I£^3AZ> Unit/Phase/Lot(s): Referenced Geotechnical Report(s): f<^^•r^y^A/J^'^ //^A^y*. /^/v/^ Atti/i^Mt^'. ^ //^/.Kwai. dr. i^e'^/:Ar> Observation Summary Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. JJSr Initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing fh/io Date excavations generally extend to proper depth and bearing strata, and are In general conformance with recommendations of the geotechnical report. f- -rt Initials A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The •f/j.'flo Date setback was in general accordance with the recommendations of the geotechnical report. Initials Fen MM. ^h^ho Date A^/-.r. > /•Pyr.^Mf^iSjl .^A/ZA»^ AfTJ^^ V/?/7?/ Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking ofsoil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided atthe completion of grading. ^ 5741 Palmer Way Carlsbad, CA 92008 (760)438-3155 1446 E. Chestnut Ave. Santa /\na, CA 92701 (714) 647-0277 Representative of GeoSoils, Inc. 26590 Madison Ave. Murrieta, CA 92562 (951)677-9651 FIELD TESTING REPORT W.O. .^/f'F-3tS DATE NAME _______ HOURS CLIENT f/i/i/UA SUPT .yi^^r^JM£, -TRACT- ./i LOCATION ^y-'^KAO CONTRACTOR. EQUIPMENT /fe^f '/sT TEST NO. LOCATION ^ ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE .r ' i / / f COMMENTS: GeoSoUSf ine. . BY: PAGE. / OF. This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. W.O. • e - DATE 7^//?;//^ NAME HOURS Geotechnical * Coastal * Geologic * Environmental Client Name: FOOTING TRENCH OBSERVATION SUMMARY Project Name: J^^/7 r/lA^^tr^L dir. Location/Tract: i:2^^7 /)1A£^A^. ^.-r: . JA^<,ruA>^ tA Unit/Phase/Lot(s):. Referenced Geotechnical Report(s):.^^8S!^2aft////g^/-^/^//iyg.//'A^ :^J,</7 J/lAr^/r^tdr: ciW^^/^i/^ Observation Summary [yi Initials i^iZ^Date ' i /T-^ Initials ffry/f^ Date /^//< Initials J_ Date Initials l/nffr, Date A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The setback was in general accordance with the recommendations of the geotechnical report. 0/-:-iasl/^ SrTZ/J/Of j:oc*7?jfi^ f'/^l^ ^•^/rTVy ^•iTM/&/^*A Notes to Superintendent/Foreman 1. 2. 3. 4. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. Inthe event of a site change subsequent to our footing observation and priorto concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided atthe completion of grading. Representative of GeoSoils, Inc. 5741 Palmer Way Carlsbad, CA 92008 (760)438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714) 647-0277 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 FIELD TESTING REPORT CLIENT. SUPT -Jt^/- .'.fji^f^.jC. EQUIPMENT :^mziWftfll/^gm/^dr- LOCATION :^Ui/iif5-e/ifi CONTRACTOR " ^/O/S/f^ .5/^ TfiifkM I^/7U, TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE •f.l /.:/-, i (/s/o /-ens. TM. / y f^trf^<.jr UAi/i. (hi deHAH^ ^liJlX ."^^^J&J^ /JM££E^ COMMENTS: GeoSoUSf inc. BY: PAGE. OF. Z. This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT DATE NAME HOURS CLIENT fM//JJi -TRACT^Z/jtoa: (jr LOCATION SUPT V /9 CONTRACTOR Tmmjjz. EQUIPMENT //^M,:.h^r.. //^nH-»Ar /^/«/-/^;>/A^Va^ TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE COMMENTS: GeoSoUs, inc BY: PAGE. / 0 _ OF / This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT W.O. <r^/9-<--i^f DATE ./ //- /o NAME .4,^.. HOURS /. 5- /^i<; CLIENT rji£>r//.0 .qiiPT TXf^O:.r/,,/.^..' -TRACT. LOCATION .:Aj^^ CONTRACTOR. EQUIPMENT. TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE SSir tu6 AJ/M /, A'' / - r/t4 C/^^6ir /3'S i ! j /^'/f< \ /f i •\ T //L rs?, /^f (0,.. . :)Pj0rA /vo^jx? /fyfL . i >''• '/>rr /J r ^'.^/*~> /il -' ^< I'J /t/, \ ' • /.^^ — // ^/ r* . J /i 0 0 r . Ar . COMMENTS: GeoSoiis, inc. ^ BY: PAGE. OF L This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT CLIENT ^<?ri/^ SI IPT />?/>/ (^/> I r//^ryt tf EQUIPMENT. W.O. S'hl'^-P-SC DATE NAME A HOURS • .- -TRACT. 2^ ^"'t^ot, Cr~ LOCATION '-^Aft, i6/io^ r CONTRACTOR. /. TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE /^ r^y* // ,'1 / ' . - — /^i^r .riMr COMMENTS: f^-^y^ r: GeoSoUs, ine. BY: -i-t PAGE. OF. This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include' supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. W.O. / r m ^ M'^^ ^ DATE StMfli;. NAME <y HOURS /. t> Geotechnical * Coastal » Geologic « Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: /^o^n,^ Project Name: -/^ ^? ^r '>r/yfAJc ^ Location/Tract: ^^V'? A-^^.-V^.->-,. /"T- Ct^^j^o , .rA Unit/Phase/Lot(s): A/M Referenced Geotechnical Report(s): -•/<. .,. ,.., ..• •/rc'A' i >->.-//.- >-•-<• •p/.</'^ /'•^^^f-- < Observation Summary XInitials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions f • 7/ IJ Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. //3 Initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing '1- 7/ /u Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. Initials A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The ' Date setback was in general accordance with the recommendations of the geotechnical report. • - /; Initials foj^jp/i f ,iZ^AJ i}y^p4A rflt • • ,.> ^/ nns c:>C£?y*^ i I i-^ Date /?f^>^-r Ts /IA^ -r-^f A/^^^y/f/M /^^ , .jyt S'rinry^^ ^is/- .^^-/T-^A^V. Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. Representative of GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ana, CA 92701 Murrieta, CA 92562 (760) 438-3155 (714) 647-0277 (951) 677-9651 To; Jeff Gamer Page 2 of 2 2010-05-11 18:55:31 (GMT) 18586832000 From: Mark Deardorff IVlark E. Deardorff, Stmctural Engineer 16437 Roca Drive San Diego, CA 92128 Voice (760) 445-8869 Fax (858) 683-2000 CUENT: Castillero PROJECT; Padilla Reslctence JOB No: 09006-004W^i Bracing CALCUUTION BY; MED •? - Forces T 3696-Ibf F.. := 60-ksi V 1.7-T :::: 6283 M 2 - Reinfotvina Dowels #5 Bars = 0.31 ini Uso its bars at 6" on center. NOTE: THESE BARS ARE IN LIEU OF THE #8 DOWELS CURRENTLY SHOWN ON THE PLANS. IN ADDITION. IN ORDER FOR THE DOWELS TO EXTEND VERTICALLY' DURING BACKFILLING. THE WALL WILL BE HELD SHORT WITH THE SLAB POURING OVER THE TOP OF THE WALL. THE DOWELS WILL BE ] [ FIELD BENT TO EXTEND HORIZON- TALLY It^O THE SLAB. A SHEAR KEY WILL BE PLACED IN THE TOP OF THE WALL THE SIZE OFA 2X4 PIECE OF LUMBER CONTINUOUS ; - ALONO THE TOP OF THE WALL. THE DOWELS WILL EXTEND 48 INCHES VERRTtCALLY INTO THE WALL BELOW THE COLD JOINT AND HORI ZOt>ITALLY 48 INCHES PAST THE INSIDE FACE OF THE WALL- 5/11/20-10 1 of 1 C:\Str4cturaIUobs\090OS-004 Padilla 5/11/20-10 Wall Bracing - Castillero\V\fall Dowels.xmcd To: Jeff Garner Page 2 of 2 2010-05-11 18:22:55 (GMT) 18586832000 From: Mark Deardorff Mark E. Deardorff, Structural Engineer 16437 Roca Drive San Diego, CA 92128 Voice (760) 445-8869 Fax (858) 683-2000 CUENT: Castillero PROJECT: Padilla Residence JOB No: 09006-004 Wall Bracing CALCULATION BY: MED 1 - Forces := 60-ksi T := 3696-Ibf .'WV. := 1.7-T = 62831bf A s • 0.9F, 0.116in' 2 - Reinforcinp Dowels #5 ears = 0.31 ird Use #5 bars af 6" on center 5/11/2010 1 Of 1 C:\StructuralUobs\09006-004 Padilla 5/11/2010 1 Of 1 Wall Bracmg - Castillero\Wall Dowels.xmcd Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619)855-9252 SPECIAL INSPECTION REPORT Project: _ Address: 'L^^l A^l c\ r P^n O ^ C_ •' City: C <\t^ IS he J Permit Nuinber: Plan File Number: ^ TYPE OF OBSERVATIONS: Reinforcing Steel ^ Reinforced Concrete Structural Masonry Field Welding Epoxy Prestressed Concrete Shop Welding ___ Bolting Fireproofing _ Number of Samples: Type: Materials/DesignMix/'Psi: Date REPORT r o. // CT/^ c o ^ /-e T-^ T' / / /-T /. ^ ^ . ^^^^^ ^ ^— 7 ^ .' C c ic^a^ ^ c,//y , / / /-g l/-^ I (( •€ t/ Pf' (> f j/>di^ WOip^, INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED ^""g^/ Sc Ln.ytjf ^ Vz. TIME IN: ^ •' OO TIME OUT: Inspector (Print) Certification # ...^^^ ^^.c^-^-^-ti^ Address: 7 / P Inspector's Signature City: General Contractor: C ^ J-/*'/^-cr O jl>-€S,'y^ Phone: Authorized Job Site Contact Signature -r Porter Structural Inspections & Consulting 1536 Downs Street Phone (760) 889-9762 Oceanside, CA 92054 Fax (760) 754-2729 E-mail : piersurfl@aol.com BEST COPY REGISTERED INSPECTOR'S DAILY REPORT Job No. For Week Ending / / TYPE OF INSPECTION REQUIRED Job Address, Job Nome V c- c » Type of structure • Reinforced Concrete • Structural Steel Assembly • Post Tensioned Concrete • Fire Proofing • Reinforced Masonry • Epoxy Anchors (^^-j r/U: o\ O V. City • • Quality Control • Other Permit Noc O'^ I 4* 3*1 | Plan File V-^ S MqteriolDescription^type, grade, source) \iM<a C <i Inspe^tof(s) Name 'V''^ \ \ b V- j ^ Architect Engineer ContractorCl. <i M -/^ o Sub Contractor TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES Inspection Summary — Locations of work inspected, test samples taken, work rejected, job problems, progress, remarks, etc. Includes information about amounts of material placed or work performed, number, type & ident, number of test samples _^ token: struct, connections (weld mode H.T. bolts tc^qued) checkec|n^etc. ^ V- C ^v,vv v;!.yy^ t" 4-^ W C CERTIFICATION OF CO/^PUANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWIEDGE ALLOF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. iilGNAIUkfc OF REGISTERED INSPECTOR SPECIALTV CERT NO. CITY/SAN DIEGO # TIME IN TIMEOUT REG. HOURS / Q.T HOURS aUNDERS V All inspections bosad on o minimum of 4 hours and over 4 hours—8 hour minimum in oddMon, 2 hour show^p minimum For job cancelloHons. Approved by Approved by Project Superintendant W.O. S<'/9-r-Sc DATE NAME ^ HOURS MEMO 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 1 CLIENT_ SLJPT \J^ff io^/^/<Jf<^ TRACT. LOCATION ••"A^^^.^C^O, CONTRACTOR ;-3 (.,)rU /?< Pl/^^f/^ /^AtfoSf Sft^A T^-f^^t^. /i^S^Z /^rf.,:>A'/*^f*Je^r^ £tr>r'T<tAjA/C /^ofi^fa-ri^^ if^f^ygT 70 OAf 77// fft**A^ T^^A'^/•/ />^>"/^<^<- /frr/^^/^ -7h4' /^-y F-S A Il Ot, OeoSoilSfJne. ^ BY: ' ^^^<1 E:/wp/forms/memosant.wpd PAGE .OF. L 0^- j w.0. , ^iiM^ DATE 4/ Si^Ht. ^ b ^ , • W>/ ^ ' NAME Geotechnical * Coastal • Geologic * Environmental EEST COPY "<""'^- \ FOOTING TRENCH OBSERVATION SUMMARY Client Name: Project Name: Location/Tract: - A '-• Unit/Phase/Lot(s): ^ ^ ^ ^. />'•- / - / y,.'o^^'^-^z^^ ,?^/v»^\- / ;V-.^/^•//i• Referenced Geotechnical Report(s): /• o - ' //.^ -• "• ^ - ' ^.•:>T'.'J Observation Summary ''^n • ''^ ."/^W'^'f < f Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. Initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing • Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. . Initials A representative of GeoSoils, Inc. reviewed footing setbacl<s from slope face (if applicable). The • Date setback was in general accordance with the recommendations of the geotechnical report. /'6 Initials Date ,,' //"V -f/l. A G / / '••>,T />A- -uji.r / f / f Notes to Superintendent/Foreman ^ '^'^ ^-^ ^^ 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking ofsoil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. Representative of GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ana, CA 92701 i Murrieta, CA 92562 (760)438-3155 (714)647-0277 (951)677-9651 FIELD TESTING W.O. DATE NAME HOURS r-} - "r- ~ r a. CLIENT. BEST COPY -TRACT, LOCATION. SUPT v '^f ijA/Sfjfj. CONTRACTOR. EQUIPMENT. TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE So(%i'>^fi^ If' / 0, ? 173 ')<.(.) /-•JC /; / 7// COMMENTS: GeoSoUs, ine. BY: L. PAGE. OF. This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. PORT 6EI! CUENT. SUPT .TRACT- W.0. <4^-r-v DATE ^f^-l'" NAME HOURS _ LOCATION_££±£±Jl»^j::i! CONTRACTOR. EQUIPMENT i^A SWry-^r O) iZ-jiff^io*^ fi^rf C^^^-r.f, TEST NO. LOCATION ELEV; OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE j^?f^ XrArAi £f/^*c . ' . F. OSJ ^0:3: f A It f » '^nn'-r/' d<^«A, >A». JXA^ *if t»t/>?fit (>AaoFTMi^ 7/fe t * $Tiff rtt A 1 3 v<SSAf>fff A ' T rA7* c /'o*.*^^e7o t . / ^'^ ^iP/f^7^ Slf.^^^. r« Ya/^JSI UiUiftA |» /M0 i^t^ PAt'ii' /l/ffAf>A'S^ /'/ iAJ Jj f f> . Tl I'Z* .Sa^Oif f'/LjfS Ot/T 'i ^A»AfAT, IA it fit i Jlf 60 ^^f^A /(^Pr^Jt&fA / fa ^f i ) CO/Af / ''AffO A $»Ar-, Tiff t f • — r ^^tr> /^Mtfi^ IJ^ 7ffi Pf/T<Mf '$^AA>/'^f ^ J^Aif • 0 Aft iAiAS ' fAf<;> • 1 .iTi<^« r r T T . .. y IT ^ f . f /l4ilf>ffA> JA* Pt^^f , , 04}fAt> I COMMENTS: T/^ S f^f'^ . ^7 ^ //-yw/ //^/yr Tz/jg ^/^.^^r^^ S^jtiA/j/t fi>ft j-yj 7^pffjc>A-i>'D>i' F*»*-f / /ffa7/'"^*^^f'^^—^AM/^0i^'-^, • 9S3 Jfc^^^f^^s '7/ifAr ^fj rofo^^MS 6rtu.^rf^ 7f'r ^ftsAf^f^ruA*(s/J^A'^f^^*^ /Ut& Si/i7(lu}ff-j /4'J/r7^f^ ijA^i . /f^A Qy^Ai J^AiU f^ryff //^.M^ mt**/^f^^ rUfAT SffifJ^ftT At'Ollfa-r / TH^ff^ff'fA ffpii i3(' fiijrf^r<? PAGE This field report presents a aimmary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or directiori of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered In his work. It Is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING liPORT 4 W.O. DATE f^/y^//o NAME /^.'gf HOURS //r^ • r CLIENT i E^UIPME^T — AAfJf^ -TRACT- CONTRACTOR fiff^^*^ i(0H ¥ t^f^AAMtn. <foiw-*r TEST NO. ^ LOCATION ELEV; OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE SASff^ffAf St^A» Su4iAAfS>t //.^ ^ ///» f ••.'•D^t^K St7t- AT -7HA /^f^if, "X • • • <i» S'f/Ai.Af' Sfi s/vw /•^•T' i" r • TfjT /3>s.fj^ ^A^r-' ^fA. 5 SuHc ZJrifffe ( '•srr T^oTffnff -tn^f 7At rbtfAt St flf , .CfiAf*ftfff " A /Avt^r 3*> .T/l/ /jtf**f4at. /Iff *• T/ fe A^ ATTtfAf. fko^r^Ai Si <ASJ , s " S.SJ AAAf^t*"ifu»s T/f^T /^>* AtS f*^A ^fAjAti, T. <i AfS>c A Afifl^^A^ t/Sflf ^ -7 ffijujr^^ tsr Sfi /Zc • /AA a/^ ' A'^ 't loos* A>^Avi 'A'*fS A!.^'. Af<re<» TV i I "X COMMENTS: /f'f ^oTi^' - af77f^ s,f^ A^'^^rsTkiAf /Z^^r fi^r A^^'y-iiT.' /'cM'at/f.'T'^/A) /^f<3^ f^-A/^rAj^ " GcoSoUSf lne» /^^u/*^ '.ff'd - • • • . BY: PAGE. OF. / This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed^ Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be infofrned that neither the presence of our field representative; nor the observation and testing by our firm, shall excuse him In any way for defects discovered In his work. It is understood that our firm will not be responsible for job or site safety on this project. W.O. ''(f/H-C"^ DATE (^/fljlo NAME /£>g HOURS" i Geotechnical * Coastal * Geologic * Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: fm/U^ Project Name: ~ '/N^ 6t.^//)t/i(:i: Location/Tract:. 0^4"///J/£/7i>c (JT: J/^Cf^<5Al^ , (IA Unit/Phase/Lot(s): 7it^y^Af//u^ //JAO. /^77U9 Referenced Geotechnical Report(s): •ifr>r^A:AfAJ/d^Cr //^A,A TP^ r An/UA Observation Summary fJit Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions fJi//!^ Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and ^ are in general conformance with those indicated in the geotechnical report. Initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing I'a/i/hti Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. //M Initials A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The ^ Date setback was in general accordance with the recommendations of the geotechnical report. Initials Date T- / 7 Notes to Superintendent/Foreman / 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Buiiding inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided atthe completion of grading. Representative of GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ana, CA 92701 Murrieta, CA 92562 (760) 438-3155 (714) 647-0277 (951) 677-9651 W.O. ^LM - t~ %c 3ATE lAME —z:,'/^/ HOURS < J DATE C/r/ ~. m pff** NAME___:2k£zZ Geotechnical » Coastal » Geologic * Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: imyJPLM/l Project Name: .^'I'V/ 1^'^^^/. g Location/Tract: /t'-T/ f/A-/C^\.L . . [y, CC^J^^J / c 'A Unit/Phase/Lot(s): B^/f/H .^''^^ ^uu^nhfi-h) ^/lll o > Referenced Geotechnical Report(s): Observation Summary • Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions \ . ' Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. Z afO-//l/l£.l..^ AL '7v "-/IT Initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing ^/// Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. •• !Initials A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The Date setback was in general accordance with the recommendations of the geotechnical report. Initials Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided atthe completion of grading. /, Representative^f GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ana, CA 92701 Murrieta, CA 92562 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 CLIENT /AiTrffffa Df<.:r6^ SUPT v^A//-^:^^^//^ MEMO TRACT. W.O. S"6/?- C - .Sc DATE Sjzzlfo NAME • HOURS /•^ LOCATION 2(;>^9 AAA*f^.i>L. rr CONTRACTOR fA-?A^J-4LA i' <>^J7Au^ 7 T -^ty AL £>3Sr*Vf /^^-/itdjC^ r',-iA.^fffrjf/:^ /UfKy ~7~- ^<rr»Arfjj /^^.^AfA^ /S-^srf*^<^,j7" cJAflj. "TZ. SoifTf-f iUAti /ff»i> ~Pff /T-df /a&rr^f^ Tj^£?7f^^7f^ -JflA-r Tf/r /^nZf-j^ f^/L-e^iiijm^A^T f^f» /^I^AAT/^i^ A*i^7r.ff^Aff A^AA Z/^ A^f f^^/f/ffAf^ A^ C->7 7ff /^T^4»^iyA^ rS^S T ^tr.^f -^^f r^r>A TrOAfS. 'J1I2AL 23 /^f/Af^^f^jT- £X£- Cf/ifS, l/.0^xfAj[fAy^f^-7' T^/ff /^STA^A^^ 7" ff^>yA: ^sr^r //^ff^^y*^'!...,^^ 77»yi'r- 7ffr /07/Avrs- /3r /i/^ 1^ Ai ^ ...... . ^- ^ /o7ffOirS <://oiJi£> /iMT^y A^<^7S7ifAf~ f^To/*^ C«oSofls, Inc. . BY: E:/wp/forms/memosant.wpd PAGE OF / FIELD TESTING REPORT W.O. <-6-ff'S?i-.''c DATE NAME HOURS CLIENT. .qiiPT /fff -TRACT. CONTRACTOR LOCATION v^^/>'5>'<?, EQUIPMENT. \ •••^/i//ff.t >f TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE A f • ••'/rfz <' /' •... ' . • / ' •' . ' r ' • A./ • V/ ' ' > .. 6/ A.^4PA /, i 7/I/I7 AA^^r-..; -, . C 'fA-'T /JU. nr /'--•.Hff ''-^ 7,1 ^f /''v. r--r^.f , rr; >r.r<ffutay /^r /^:.^ .<. 7//...--r- /^) COMMENTS: /y SZ ) ..V 3 '>/? A4 '/ Ao''f-^$'^''^(> //f^7JUS ^.^ / //,• y -/ /••A'-A/l-',':. '/•'ff' <7 'A/'/At// y^f^ir^T/^SarfJ ^(J/^T^ /^A/<K-^7Js^ T GeoSoUs, ine. /•• t PAGE. OF. 2^ A This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. FIELD TESTING REPORT r.\ iFMT rAf^n/A -TRACT- RlIPT 7/// SAM^fA. CONTRACTOR. EQUIPMENT rf)/2AfU'i/tit w.o._iifciiiiStiy. DATE g-^'/O NAME HOURS J.ta ^J^y*' A^f^"^*^ ^a*ff*^ LOCATION A^AAft/^Oi f^A TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE I!-- fApAt^srar^f^rL. /uk^ m r//e 7//r /3. fAAfAAT*. /S.. r ^ftaj«*^<aJii-f^ -Tif^ ^74 "ajLtTAf^ fr/c 6e *AA*n -Ik /f^jt40lArA. /C f^AIAr-li AA^7r^:f j^i r CST /f^ d^jibiAfA'Mj^Arri^Afs f/9rjff Am YA4f4^A7rA.f A % Afr 7//f iJf 1/Mf ^U^fa AfjAiA i^JA£ .•'ir;;v COMMENTS: GeoSoUs, inck PAGE OF__ZL This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supen/ision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our, field representative, nor the observatton and testing by our firm, shall excuse him In any way for defects discovered In his work. It is understood that oyr firm will not be responsibte for job or site safety on this project. FIELD TESTING REPORT W.O. 5^/'?'3k DATE JT^JT'/O NAME ^'tf* HOURS rilFMT rf*OmAl -TRACT- • 1 LOCATION r^^f^AUt^ •.^ |. •qilPT TJf/f ZtAAf^/fA; CONTRACTOR. EQUIPMENT. 'I TEST NO. LOCATION OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE /^07ff^^ OK F^L Fh&r^f^A- OK a?? n,£f 0 \ QM <T7^ TMr ^tf^ .j» rr fiA ^A>srrA/ra, » Ajiufs>' /SfMar^i *AAyA4lA. AALfAAyt THt AiiAfff'Ay fA^ArS, ^Al- * » rtrifAAj^ InM > AJTA/^ -77 » rtrifAAj^ > (St^faiu f4 /.-/ r^AA 77/r-' 'A f;v.: - AoiAitAsT ^di /%3Ai£f /Ste 9^ . 1 ^yA^tff9T SaAA 4itfjrA7f At r LS^ S r .lA^rr fiP /• ^tarAifit ^'TSA^ pTff /StA^f/tl 31/ TMr /Son tMr fr/A £> ^ 0A A^i rsAAtt. £-0^ J tf/fS AJOT Xt /• COMMENTS , To Pdo>*t0r J ff^r AiF B*jA7A/frAf'p fr/i S<AJ f/rrAi -//i/f f^7TAfM /^otff^ , SSI T^f^ TA*r^Mf/> -n/A/^oji^rAAfyaA SuASfQjff^t ty ^t«0>ff A) THf 6ui ftAfAM A^/ftftT/il L}/IU£ A^/f sr/kt^. ^ GeoSoUSfine, Pj^—Pfff*AAi^^ ^'f/ip Qf'-tsS7^ ^fsrr^tr (?^f7ii BY: OF. /^Af/Ar/JLS (/Sfa T» 6fir)rnfl ."^f-tt dffA-j^ArA^ATlAf/. PAGE. BftG DfAS7'fj7^5TS :Tt'OUAt/ 7Hf*r Ar tf/sr f$y^ /ffArj^r /'af^ff^fP'TA^ /^AS This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direc^tion of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither, thd presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. ^^i : - 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 CLIENT_ SUPT Se/f 6>Ai^.'-jf A.- MEMO TRACT. CONTRACTOR NAME HOURS LOCATION r/iA.l^j?AA>, /'M 7W/ /SAt^f/iA'fAf? /Y<a6>/<. JZv (j>f/>*fAAC^ /r>o7ry^C ^.irr^<fA<7r^/*^ ^.yys^^ -rAT ^r,c.A^^<7A^ir:C^^ ^/r ^XJT. SIZ Sj/^/f C^f^*^ /^A£A> ^ />t O^O -7Jfr f^AtJ'-r' ST £)/ -J/^f £A^^A*/^7J- f7ff£> A/fAtSiJAfA'9^r^ -Mt TZojfATt IT/A'T TMF (S<^A^tt /^f/AAoAT fA>rr //r</ <o/'^/ir /.jAUi /^O7TAJ/. /IT /of^^r-x^A^s^ .Sf//''7r.{::7 ^SZ -7^ ffsJAiyAlir Tf 7//t F//f /9/ 7fff /iiTe'f^oiA^ ^^AtcuT ^KTf^£>i. ^rf^fAOA/ rt/f oJAlL (^7-^/^ T//ou/^ 7Mf /S¥/>/e4>//t roA^AfA/fA:> /^y SiAJ^f^fM 7//^ OJA>U /f>o77r>0 /lA'aX7X^^^C QlAf/^'^ ry^r-^rZ.j^f^fT-// //f(•(<><;A E:/wp/forms/memosant.wpd GeoSoils, Inc. PAGE ,/""' OF FIELD TESTING REPORT W.O. Sl/t'S^/'S^ DATE ¥*Jp'/& NAME Al'.£ HOURS CUENT. A -TRACT- 7£^¥ ? /ft4ftf^»t. €r I nrATlOM AMA,i^*i» . f A CONTRACTOR. EQUIPMENT t/i /if>€f£Jk3f j^/A^^^rrtf^ jJf/Tfi. . r/^//^r^M^St TEST NO. LOCATION OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % • RELATIVE COMPACTION TEST TYPE SOIL TYPE ^CiMM /AftetTTt, i/i% 10 A 3 iff //* / Sht A'M.yMAA. C/t^rm /m • ^ 5* A Sttl /yyftittJ!. /Cfi.»rfA OXL ^n •: \A /As>ri tit AAt ^f. fifXTAlift "-.-Tf*/'.- '^' G4StAiA4 ^ft»Tin» AiXAffi' SAfAhtffTlo V* 4iaf Menffru £ A>»4 Dyd*ij& AM ^ tof^rAA^jra A A tr^ ^MA> /ry/ Aff/irMrM.< 4AfBj^£. -ft •t&. A/a>i t7fmfA. A AsrrAtM. AA>A» SoitTrrtS TfturrAfi 'TTtg' Sitarr* > / ^ IXfdf'^C pAi ^ ^Axf>'/^Ae't AiA0jiriff A'lfATlCAft,^ 2 /^'^ /^i&u> d^rf^ ' Atr J /^Mt^fL »f -T^i 6AA»T^ A A^A . » ^tA COMMENTS: ^\^fi^f*rfa/^- Ptflo PA^s^r^ 'Tf^/^A T^&tAjt/c^ Tmr /(A€fAf /STII Af^/^At/s /^^^^ ^/r^ Ctu^f-ffiji -r^ /fr //^q- 9a % /jti^ rriAjA GeoSoUs, Ine, toA^t/fATS^A/f Lo/f4fe£ Tis^f^, BY: - PAGE. OF. This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were perfornied. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in hisc work. It is understtpod that our firm will not be responsible for job or site safety oh this project. 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 CLIENT. Aor//At SUPT \.lA/f6><A^^-*f4: MEMO TRACT. CONTRACTOR mil ipiiiiii^,i«i)i,iij^pat:iii5^i|j^^ DATE NAME HOURS LOCATION 2'^^ 9 /€^f9fff>^&^ <^7~ e^irrrcf /^•^•f/is Q/^A S ^A^ff^£> JS^^ ftVu'T" /\JfA4. 7Atf St>o7Hffai,r /^Od^fA or //^£ '{j/fcAAuT' ^J/Ai s, S.?-At A:>, A'^^Ai> /^fA'f yi>o? /{ /I AAf^^/l / TfO /f^<g /^-fA^yr^t- /hfA A>/A^ /^// . 6fT /?r/£^<^^f^^rA^ TT/A^T Sf LU'fK/ TZ ^^AAQAf S/o/Ks y/MT Af^A'^ /^TL /?3 Sao^ ^S. ~ ^ 7777^ /^SSZ5/^ , ^JT A?/So /^g'Ac^^^c^ A^oA^r ri3ft7r^/L /^ATf/lS. ^JOAlU -/^ Fx7fyuAPfAP AOaA ./IrA^jsr^yAl S^rKAt/T" A<Jf/f/'^:f /€7r^7yA!il QST /^ //Mr>A ^AA-AA^ ff^;r^. GeoSoils, Inc. .V. /< <^ E:/wp/forms/memosant.wpd PAGE .OF. » K FIELD TESTING REPORT W.O. S%/^*8ii'S£ DATE ^/-rS'/" NAME HOURS CUENT. -TRACT-LOCATION ^/<^^y<MP <r/^ CONTRACTOR. EQUIPMENT (X'i f^rf/fA^T,fii /f>f^ffAi ^ n) Joc//,-^ TEST NO. LOCATION DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE % i6.3 tAti & ^A-iT ifja Sa^7/fit/tf/ an to . 7 I I27.H , I fl.3 I27.H f, % Of^ .iTTjA Air 7/rr /^r ^r <^i7* /nUl0A.:- -JS:: oAsrA j£ -TWO 77srr ^ti A ^^7fArffcf /ff^ffAi Tf^fTHS 71 f K/A VAi/jr^ fittA ryf ^x^f^sTftAA -^ftf 7A/ /r*A iMAS af&S/jt>fAAt S. Mats7 *Ar ' / r/MA^ j9f0 J A^tA r/AA / AAAfrAtAi,S 7^ /^rt/TfAt A / /a ^ ff>/«US jAAorsri/ /hi '/^/WAA AfA> /aA-A^ArFA>-^ i/Sji , i A^4'r//Af^f /AfC TAA^A^Ati . ^r^A^re^ 7^^ r A /^fAftf^UA^ '9(?ya /^f/A •-ZV/ /^ y/**^Atf7rti M /As /^r/fTi TfA- 7H€ A^ff^S rA^r*A?. •i COMMENTS:. BYr_ PAGE. 'oltapjne. / / This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supen/ision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observation ancj testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 CLIENT. SUPT SjffA GAA/^^/I MEMO TRACT CONTRACTOR W.O. s/^r7-cv~^t DATE ^/ Zg - /o NAME /^ ^ HOURS Z'S" LOCATION 7 A^^^'A'^ac f^r ^•1 oA^ /^ 7' /{fif S > f.^ ^A> •' r.i>^s Tf^ 6At?n^ AAf/i £>/ /^5fyt^^^7 A^foc^ TA/£>.:,-,-<f/£• 77//f'r C/f>fa>f i /i/^'^r»o LfSS A :///: {Sfpy/o /l/^io T/)/7 iZ/vA^r/fLtf j/^jj- Sf'V/^cMi Sf 0>^AfkAytv^7f^ ^7" /•fAS7 JjA^'fr Sr/af^ Alay/^y- - ^ ^ £/i/^rAAr€'Ar^^ A> /f^ /'T'/IW ft^% /fff ^f 2^7 ^ ^jVfpy«ry2^AA. OlrfAft^/Af^^y^AAIA Smo/4:7 6f /f>fMp/f?f4P A-rcfAsr ^ ryA/t//r< ^li/Hmmf oi//<^i^f fcf^r />/ 77/g bJA/( Foprr^s-^ r//rs AAfA. GeoSoils, Inc. PAGE. OF. / E:/wp/forms/memosant.wpd FIELD TESTING REPORT W.O. ^^n-dji,'S^ DATE V' • /g NAME HOURS -TRACT-LOCATlON_i2L££ii2f^2 CONTRACTOR. filfAtt tA FnillPMFMT /^^V h4f//,A^rrAi ^A^ptes . ff\//io/A>iA /Vl^jTMa/- ta/AaMpAtna^ U/z/j^^-^ 5 fio/// fi,f^At/ft, An/><//MfATI'S . TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE i^nf ff^o SrnmnAt* n$s f 7. o 1 ^^oent ^^rHrAfJ DlL Z3Zt la/t J3KJ / ti»/n *i Sr<^ mm IL 3 \ r A: D/j^ strr Ar rH£ AfA oA /AS/. '/ifAca Orsz^A/ e i fJMXTA ^dikrA\ AA 7js:^ $ fM f fr>AiAfSZP^ KA A>0 T//e /SAstA^ fAT' F/aaA if Afu / Al^MfTMA, r&A ^ r <I /PAA& AA*& AkAiAM /^ofS^roAt /of^orrs^ f>AfA7 F •—'"f— t^^s Ali&o A^fSi Of Stf/. i 7% 6 Si A t/i ^ -n/t /?(/• *A€y£. • , • • , • . A/S^ &t&/tA3€/€^ /^A7iA tA^l ^ftditfUAS^ T/^t A mpAAf/r^/t 7 '*^Ao7n> '1 ^ l/A^/jt AA^ HfPfPr ^ tA/)/HA^Af/Qf' p j/^ ' 77/fS if- si w COMMENTS: A^t^ /AAA f-/SA/A^X^ /ir/fott^ ^ypost& 77//fr AT T/ft fiur6oAA/^ €47^1 af 7//^ /^^^tA^ff/^ GeoSbUs» inc. UAH ft^f/u^S. Cst o/2SfAAfAf 7?/f Al^7XA/raA BY: "T^^ OF. ca/isfi f?e -ff/r /fCi^ArfA^^rfCf €>\/fAf PAGE_ C0f^7jtAf7i>4't 7HfA/ Sf/SAf^ ^A/i A'^Oj^f/ffiAtr /^otsrMt AaM09Tt^Af/:> Aric^ This field report presents a summary of obsen/ations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supen/ision or direction of the a6tual:W(ifk of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field represeritath/4 nor the obsen/ation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood th^t pui- firm will not be responsible for job or site safety on this project. ^ FIELD TESTING REPORT W.O. ST^fi'B)/'SC DATE H^tffO NAME ^. Q. HOURS CUENT 0AruA fil IPT TTifffi/^AA^fA EQUIPMENT. -TRACT- CONTRACTOR. TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE A> Af\- Ar rftf ^A^ ur^ tAtrTtffA.M PAIU*/ if A/>f>fi7AAfrta^ ^ 7%f/. A£<rAiAA A>7fA ' A)CfAu^r* aAA fo* i r//f f^fi f/f«A.£> /^ A7.s^m0 ar 7* e fSAifMA^r AUAM - ^Al4 'K^J»-^A7 n^M' fiafn s. <& SS/stAtia Ar /AA^r AAfT Sf/^his Sf>77a/> » or Ao&TTt A/JA,J^ 73/1,*/ ^A 6 rx. . jfr^ajk^fMSi/i rx^jAJr : 0A¥A -AtrrAiM SserAr/^rAif Uf/rH ittSAt/^ /otm AAAffAlTAL. . 7r/^/A* r r» THA r i^sA£> /if. AMfA' £it/AaArAof^ AOA rut /5AS£M^ k»r- A/MAt ^TAA 73 /^A0 r M& Ak/t. lof^f fofit A4/l7tA-f A£C /MM tfAATf/i \ /k»A>, TH '*eAtAAr7S0AA- A rTAr ^ittrraA^ TT/f 6^AtA '€Ae* AAT^k. .SH/SIAL&l *e Atrj»>f&r fe* o4 /*Arftfi 1 ifijrr/ '. ASA^ AA*0 /d^fA/7f/f Tf* /^Att ^ASS THAt > e- ^M M I r, 7Af Si J /Wf»fA aA 7A\ COMMENTS: SU&Mi> /Ata S/^eA^ /At/>A, -f^ OJf^AtcA/CS AAArrA!rAf6. 7^i ^/AIAATIM. GeoSoi BY: $oihtftne» PAGE OF. This field report presents a summary of observations and testing by Geosoils, Inc. personnel onlywhere the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, northe observatipn and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be rissponsible for job or site safety on this project. To: Jetff Gamer Page 2 of 5 2010-06-2018:06:18 «3MT) 18586832000 From: Mark Deardorff iy|jurl(:E. Peiildi^ QALCUUTIOHBYvllffiD 1 -Farces Fy := 60-ksi U 2 = 0.116-in 0.9-F, 2' Beinfotdim Dmiels UnMpmiatt' on cmHmr NOTE'. THESE BARS ARE m UEU m6miONJHEPLAN& iN ADorrmi. w OROgft POR THE vmj.m mLS BENT TO EXTEm HOR ROH- TAtl^WTOmBSLABASHEAR KEY VI^L BemA CED lN WE TOP THg POWEfS ytMi. EXTEND 4S mCHES VERRTimLLY mTd THE WALL BELOW THE COLD JOmTAmkimONTALLY 48 nCHES PAST THE mimE FACE <3F lofi C:VStr4ictUFsilUote^iD9(X^^ #7daywl*;xn<cd Carl Schmidt Inspection Services^ Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: P/TL^^Tl/fpf PS i^JA/7£:-e Address: '^^9?/^^^/}^/ QT^ City; OAej^/^h^./ Permit Nuinber: Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete X Structural Masoniy Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ Number of Samples: 3 Type: ^ Y % Materials/DesignMix/Psi: Sp/^fr///^ J i?ZC<^P / 3<S<SO/^S7 Date: ?-//) REPORT L . £. T . Oofs/J^ ^-f F J J / , O c \/PA/ F/f^^y S/A A/ /\ JA'^A Af^A^^/^mf^j/^/^S. A^^yJ /i 9^^iJA/y A/A^/V/^^C^ i^/i< / ^ 6^.. /3 yC^/>% r ^^^^ , TA^AC /p/,< /^t:7o//U^ gj^oi^^^ ay:^A7^t^^ <^<: y^S A^/f"^/^^^/^^^c ^Af^y^/-e^ WOTK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED y^>4-—-/^7^<^ ^TIMEIN: //^ ? Oo TIMEOUT: / - CpQ Inspector (Print) Certification* • General Contractor: '^'Z^S^ —Address: City: Phone; Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: c//' //f^^S/c/-^^ C •€ Address: "2^ ^ V ? /^fctt- J (ZeK,r /s6 ti c/ City: L^g^r /s 6 tj Permit Number: Cl ^ 0^ /S^J 7 Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steei Reinforced Concrete Structural Masonry Field Welding Jt Epoxy Prestressed Concrete Shop Welding Bohing Fireproofing Number of Samples: Type: Materials/DesignMixy^si: A-^fZ^ Af'J(^^ £"7,/ T-^ Date: REPORT /^^s<s- lA^c/ c -e-r r / Pf^^ Q/ u/^- /(/^s r WOgK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED S^t.L^:c/7' TIME IN: ^t'QO TIME OUT: /Z ^'OO Inspector (Print) Certification # ^ . . .. General Contractor; CM ST / //-^.C O Address: Inspector's Signature City: Phone: Authorized Job Site Contact Signature "^^ '"" VlELD^JESTING REPORT DATE ^-/?>ya NAME /i/^ HOURS g?,^ CUENT-^_£££i::i£ -TRACT- ^^y^ /^AAA»/in Aot/A^ LOCATION <^><0^/^<?. '^^^ CONTRACTOR. A fAATA/L .qilPT '\/lfAA /^AA^jfA^ EQUIPMENT //"> y^ff/M^f^ L TAA^fA.^ A/) (SAAA^fiu lJA*i?fA S^AA^ ^^A^^rA/6^ '^^^AA* A^AATm t TEST NO. ^ ^ - - " s:^ --A LOCATION ORr> lyiOISTURE "CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL . TYPE ! M'ATf^ -Souf/^ ^Af*>>{l^rAt4 / J3. o A/£? ttfH B,i C \ • S, • \ • S, • • f 1 i - ' y - . OA . OMS77 4 ftA t?/f > 7J//CAA i • zysT^AA Af mJTAt/gf f >C 7?^?^ Ae»A'AA/^. fA A/AfAfA fii/AA/ftf*^ ^A/f \. . ' 'htttmA\A^ 'AS /SfA ' fit A/CGA. /ff/r/ , (^&A^fA> /fSTTAJi^ " ''/S>/> ^AT/C /fAS /^f^AJ f^Of^^/A/r/^ 7 AA (J'C^ if A a t Al/ /e>A/9AAi, zyr?>y / 'AzA>7^ iAAH AliJi: /ffAciiA^A»f/>^OA-7Tai AS. COMMENTS: GeoSoUs, ine, BY: _ PAGE. OF. This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supen/ision or direction of the actual work of the contractor, Ws employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the observatit^ and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be respbnsible for job qnsif^ safety on this broject. «0p^J ^^ ; : : BEST COPY W.O._fMl£l5^ DATE g-/fV* NAME /g^. C HOURS t.o GiBotechnical * Coastal» Geologic * Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: //orttf* Proiect Name: 24 /Afi^^^t (fov^r (<^/r/i<^o ([llocatio^ract! 2^¥1/^fi'*^at> Aot^ftr^ rf^AtsA,Ao • Unrt/Phase/Lot(s): V/» Referenced Geotechnical Report(s): "^forf/^nTtAL l/^9A7€ /^'^rt/A /jfu^f^/t^. 2(Al^ A^AAA^oL FauAT. AAAti/jAo SAf^ ori^ A^.j^^ AA( TfoA/^rfi ' ^.o. ^un-Al'Sy Observation Summary AS> Initials A representativeof GeoSoils, Inc. observed onsite soii and footing trench conditions. Soii conditions SzSLSl Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with tiiose indibated in the geotechhicai feport^ ) A6 Initiais A representative of GeoSoiis^ inc. observed and reviewed footing excavation depth/width. Footing avf - Date excavations generally extend to proper depth and bearing strata, and are in generai conformance ' with recommendations ofthe geotechnical report. Initiais Arepresentativeof GK)^^^ ^-/f>/ti> Date setbacl< was in generai accordance with the recommendations of the geotechnical report./v^^ fi^ Initials :^±mj±s_Q§^^^^ Date A^tAXT' A^O&A ll^i/fC AyJAAxaA ^arrf^d. f^yrj^, JA 7 T<«A* AofA. */if &AiM^ fA£rS/fiJ. ^ AtSo rJ/ t '.'PfS Arf'Arf*Tf»£' U*tL /-.•//VJ^ ^yfAifArrof^ SAfl^fff^ A^f^fAyi A^«pjAtfMfiA ^ Notes to Superintendent/Foreman A/*f> A*7*>7M7f<^ uj*ii rot^TT/^^ A^fAVA7aA/j Sfr*^r*A 0n>^ooA^ y • AfJt» SitfSt B>(OA<^/^ , 1. Focrting excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion pptehtiai of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should scheduie accordingiy. 3: in the event of asite change subsequent tp our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we shoMid be contacted to perform additional sjte observations and/or testing, 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's * design, if diffisirent from the geotechnical report. Notes to Building Inspector '' .•• • . • • S Soil compaction test resuits, as well as depth of fill , relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. ntative of GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. | j,^§ffll Madlsort%v». Carlsbad.CA 92008 Santa Ana, CA 92701 * Mu^!Bta,GA925^ (760)438-3155 • i ; (714)647-0277 ^ (951)677-9651 NAME tA"3, HOURS Z. O Geotechnical • Coastal» Geologic « Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name- ^oritA Proiect Mame; 26V? /^^^/.^.^^ <^AAAts^o toSSqn>Tract: 2(t?H'^ IAA^MOC Ct,u„T^ rAAt^Ajia.rA . — llnit/Phaaft/l ntrsY; AJ/A — . ; - Referenced Geotechnical Report(s): "^fo79f n^fff^L (JPaATt fi'^rz/ft /*srx>rA//f. ^Cy?' AAAAA^^L. At^^^T AAAtsfJAa, jA^ff OffCa Fo^^y . AAftA&A^AA " U, o. S4/^-A-S<^. A^/^-J 2-it'drf^ Qfo^oTii, TTjr. Observation Sumniary AAL Initials A representative of GeoSoils, Inc. observed onsite soii and footing trench conditions. Soii conditions e»7i^*,i> Date in the trench are generally free of loose soil and debris, non-yielding and uniform; and plumb; and are in general conformance with those indicated in the geotechnical report. /i6 Initiais A representative of GeoSoiis, inc. observed and revievi/ed footing excavation depth/width. Footing 4o2 V^A» Date excavations generaily extend to proper depth and bearing strata, and are in generai conformance with recommendations of the geotechnical report. /^ Initiais A representative of GeoSoils, inc. reviewed footing setbacks from siope face (if applicabie). The S't^ /tn Date setback was in generai accordance with the recommendations of the geotechnical report. A//A Initiais F^orr^^S^ oetfA^fc U^QIA THf ^AiAfftJ^rrrtit Aff^T:yZ/tutiS:FrAsr*'Fta,>* S'lj-ioDate Li^fL e,r*MT.,d. f^rr^iM f^<*^An^f*£ faA -^Mf fMTf^j Ffy^A-f /irpA^f^¥ ^**t> Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2: Based on expansion potential of underiying soils, presoaking of soilbelow slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor shouid scheduie accordingiy. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we shouid be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structurai engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as weli as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion indextest resuits are contained in the As-Graded Geotechnical or Final Compaction Report provided atthe compietion of grading. JP!»A^ 11.^ • —I 'ntative of GeoSoiis, inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad. GA 92008 Santa Ana. CA 92701 Murrieta. CA 92562 FIELD TESTING REPORT ^ BEST OOPY W.O. sXf/f'Fsi^ DATE r/f/t^ NAME HOURS 2 VP • TAASIU. CUENT ^gP^HA SUPT ^-^fifA (^Armfi -TRACT- CONTRACTOR . nr.ia\ni>iai,¥7A?AeM^.j dt^WAi> EQUIPMENT /^aay^r^ TEST . NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY PC.F; % ' RELATIVE COMPACTION TEST TYPE SOIL TYPE iiW9 aoiB H» iiW9 dnm/^^^vi^ *m i,x / & Mo mM n,t ..•^ B /ZfS f/.f ... /. -.' - • • V--:, rnAm t i AJH& 7B f^StMA^ AtA^^/S*jU/ll70^^/£. ^f f£AMeL A '/t&tHU. AHAAl ms /M AiLrmL iAfJ^AAl^ (r/AAi/jmf/ TA^ T *JAA/. /!Aa/k r—r~ f r-e AkfL A/»Y ' dbmpcASf^C^ > TTu/k fum^ A, COMMENTS: CTOOSOUS, inj BY: PAGE This field report presents a summary of obsen/ations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the obsen/ation and testing by our finn, shall excuse him in any way for defects discovered in his work. II is understood that our firm will not be responsible for job or site safety on this project. W.O. s-j./f-c-jii^ DATE ^/f//^ NAME HOURS 7^ Geotechnical * Coastal * Geologic * Environmental FOOTING TRENCH OBSERVATION SUMMARY Project Name: :^(h'7'7 /'D/^pmfPO(Jr (3se^.'A>At> A^ Client Name: I'A/vd/A Location/Tract: S/U^ /)l/^/WA^dr iA/2,'f^A/^ FJA Unlt/Phase/Lot(s):, './fi Referenced Geotechnical Report(s): ,4^tgyafe^/A/i^,(;//^/)/}fi£" P/^t^/UA /M9/>6rHC4f. /flf^t/m^dr j^j.v=Ah ^k.. /iirii^O: ^mnirp Si ^ !/7.0. S(ff/'fA.V. /^/^Ykx^ :^zijplr /^ '4.yT Observation Summary Prf Initials ^4//c Date Initials f/fj/o Date -f^' Initials iklio Date iSsr Initials f/^A? Date A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The setback was in general accordance with the recommendations of the geotechnical report. Agifi/O^^ fsoriuf^ C/A^:>mAfA.: . tx/riY//)*//., A/>.TA^j^/rr'o r^ok ^JBTiA A/m htf^L*L Sy/s/fieA^ ±s;./i/^. 1 Notes to Superintendent/Foreman 1. 2. 3. 4. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking ofsoil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion indextest results are contained in the As-Graded Geotechnical or Final Compaction Report provided atthe completion of grading. / V ^ sx Representative of GeoSoils, Inc. 5741 Palmer Way Carlsbad.CA 92008 (760)438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714) 647-0277 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 DATE f/f//» NAME ' ^gg HOURS I Geotechnical • Coastal« Geologic * Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: '&/£dJl Project Name: ^¥7 A^jt/m^C^ t^HtSim^ <^top)rract: ^/JATT mAOf^ /VAiTW^ <i?f Unrt/Phase/Lot(s): ^ Referenced Geotechnical ReoonisY/^e^t^NiSAA/j^j>Att^ flt>/UA Eii^AMCiS. ^7fflAiBMt,(^ A/^^^fif^ Observation Summary -&Sk. Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions fhjto Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and - .. .. are in general conformance with those indicated in the geotechnical report; & . Initiais A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing ijf ho Date excavations generally extend to proper depth and bearing strata, and are in generai conformance with recommendations of the geotechnical report. Initiais A representative of QeoSoHs; inc reviewed footing setbacks from slope face.(if applicable)< The ' . Date setback was in general accordance with the recommendations of the geotechnical report. 'Ff. Initials fi^nmfil2ai£gufj^! Si>tjm/AJi/j. Ahj^t^j^^'tlB ^MF iF AUA fiuMsa.sy»tMaA^ 9fi/fQ Date rity,^^. ' ' Notes to Superintendent/Foreman :i. . ' . t. Footing excavations shouid be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking ofsoil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor shouid schedule accordingly. 3.~ In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy I rain, etc.), we should be contacted to perform additional site obsen/ations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structurai engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill; relative compaction, bearing values, corrosivity, and soil expansion indextest results ape<9ontained in the As-Graded Geotechnical or Final Compaction Report provided atthe completion of^ding. /M /J ' Representative^QeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ana. CA 92701 Murrieta. CA 92562 (760)438^155 (714)647-0277 (951)677-9651 Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: f o^J i H /^^S/J^ Address: ZOV 7 /^cr/uyo / CT City: Permit Number: Plan File Number: TVPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry )(C Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing _ Number of Samples: 3 Type: ^ ^ ^ "^"^ Materials/DesignMix/Psi: /^o ^ T~ Ay? / X ^ S"^^ ^ 6^ Date: - / ~ /O REPORT //C/<^T:'O ^ o P C2 Ay? (A UJ ^ //x uf^/^^e-T GJ '-'<J~C^j,~e ^-^^ ^ 7^ i^l T<\ f^ (^^ ) J" ^ .A' /e^r-^ / i/-^ €/>/-, fio rM^ c,^c t A^e sF/i^Cj - ^ F/oFt : Qsn/^i^ 7^000 /^ST jrc^^T r-^Q ' r-t^J WORJi INSPECTED CONP'ORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED (S^c^r / -^O ^ Q^ 7^ d Vz TIME IN: //. ' O O TIME OUT: Inspector (Print) Certification # ^ J y , General Contractor: (S ^ / 7^/'//-£-r Q C^^^^y/'jJ^^y^^^y^ Address: Inspector's Signature City: ^ Phone: Authorized Job Site Contact Signature FIELD TESTING REPORT W.O. 5S/f-C-sc DATE 9*2^ *y# NAME >g*<S. HOURS CUENT. -TRACT- ^i,V9 AAAftMo$, Cr .<=;iiPT 2>AlAf CAsrri/rAa CONTRACTOR. A EQUIPMENT. TEST NO. LOCATION ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE J-FAS. £utA6t A/U FCaA(SA^A€ \ f./ • / 7 f f / \ ... 0&/^A I >, / /%/ srrt AT THf /i6> mr ^ 77tf FAA/ fAAt F&s /7AA/T/tA^ "7? . 7T9r A^sme^ FZjTfA»r AA -p/i A/ *aA / Vri. DA^ Stf. ^AtAHef. r "IfAirAfU^- 7%aijteArri StAt SiAfS/ /test /^ef\ TtfATT^t-Aim JK/ • AA-tsAOA^lt AJTJ^ A^J/ffA /m ^. ^XAfSttiiA/A rA&AT;FC AS. Qsr AFf A/iAi tnrrmtj Aki. /'Ai/'- SeA A'T»t COMMENTS: GeoSoiiiL ine, /y-^— PAGE— / OF Z. This field disport present^ a summary of observations and testing by Geosoils, Inc. pei'sonnei only where the tests were performed. Our work doea hot include siiipen/itljon or direcrtioii of the actual work of the contractor, his employees, or agents. The/Contractor should be informed that neither the presence of our fiekl representative, nor the observation and testing by our firm, shall excuse him in any way for defects discovered in his work. It is understood that our firm will not be resp<}nsible for job or site safety on this project. - 'IT-"---"- €>t^/A CLIENT. .<;[IPT 2>ltjCASrT//^a EQUIPMENT -TRACT- REPORT ' WO. SI^'f 'F-sc DATE 'r'J«'t9~~~ NAME A O HOURS -LSI LOCATION- f /*AAftffi9t Ar ^/ytH/SA€>. CA CONTRACTOR. TEST NO. LOCATION iTAtr/tTAHr ELEV. OR DEPTH MOISTURE CONTENT % DRY DENSITY P.C.F. % RELATIVE COMPACTION TEST TYPE SOIL TYPE A)M srr^ Ar mr A^i$^4s7' A^ mr ^£ef£0A_ ilatA SlAt€>aAJSfJ, <msmi/irrf^ /j-A/^.fffo 2)fAr^ SA^ ^^/A' FoAf7^AeTti* AM r4fA. \s F/^ J*^^ f^rr Ao ^/Tggy At^jAS JeJlAS- \££J>A, '^T Ljri I F^ CAtsrrt ^A^f L JrT*4 A^FT . ^f^M^T. /W i^/^ 9-2/-o 7^ C./frM Aa-iTf-^ AA^SAJTC 0\/MiAf. COMMENTS: GeoSoUaipJne^ BY: ^Us^ine^ ^ PAGE. OF. / This field report presents a summary of observations and testing by Geosoils, Inc. personnel only where the tests were performed. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The Contractor should be informed that neither the presence of our field representative, nor the obsen/ation and testing by our firm, shall excuse him In any way for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project. CONSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • TRACY • RIVERSIDE • OXT^ARD • LANCASTER • SACRAMENTO INSPECTION REPORT PROJECT NAME: fadtlll/- ^.id.tf\C-^ ADDRESS: i{\<k(YV^o\ C\r . 6nA>>wcy CC\ ARCHITECT: ft<"cV. "X^C- ENGINEER: (VN^T D CONTRACTOR: ^A>h({ft^C (yS<fi^lA <j rO«:>(-A(cfa^SHOPWET.DING INSPECTION DATE: " ( ) PILE DRIVING N/^' PAGE OF j_ CTE JOB # /Q-/6^^ 1^ REPORT# N//^ INSPECTION ^CONCRETE ( ) MASONRY ( ) RT. CONC. ( ) FIELD WELD MATERIAL IDENTIFICATION CONC.MIX#/PSI_ GROUT MIX#/PSI PLAN FILE: BLDG. PERMIT: OTHER: ( ) BATCH PL/^NT ( ) EXP. ANCHOR ( )OTHER MORTAR TYPE/PSI REBAR GRADE STR. STEEL HS.BOLT MAS. BLOCK ELECTRODE MATERIAL SAMPLING vf CONCRETE () MORTAR () GROUT () FIREPROOFING () MASONRY BLOCK () REBAR f ) STRUCTURAL STEEL ( ) BOLTS INSPECTION PERFOfUiED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS r31^.^g3 ^ ^, y^a- i<2) per. qpfroupd ^iAvLi^^<^ (/ afp Ucalo ie_.„,^/^tr[^ ^ <^ ^)\Ay\aukoY^ ^-o. ^^li-- r-S<^ dc<{^o< ^^cjd'^-^- 0-^ v)^(>c Aes\ci^^ 'l.<:oo c6mr4.4e ^(jl'Actor^ OA^-L^ Certification of Compliance: All work, uniess otherwise noted, compiles witti ithe approved plans and specifications and the unifonn buiiding code. NAME: (PRINT) CERTIFICATION NO: mtQihcb/^ SIGNATU GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 THE Crr^ OF SAN DIEGO 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection O (Primary) Page 1 of 2 THIS CARD MUST BE FItXED OUT AND JStCMLABLE ON THE JOB SITE FOR THE ROUGH INSPECTION. USE %lii#lJEMBiTAL' THAN EIGHT (8) CENERAL llSEaCmCUITS PERMrr/APPROVAL NO. PLAN FILE/PROJECT NO. JOB AODRESS (Print Number. Street Name. Unit No.) Fill In applicable items below Use remarte as necessary to describe work CIRCUIT NO. 1 CIRCUIT NO. 2 Breaker Size: ISA WireSizs: 140 BreakerSize: 20A WireSize; . 12G *ROOMS T C W R S •ROOMS T C W R S Bedroom #1 1 2 2 Kitchen ® Hall 2 1 1 Kitchen 1 Bedroain#2 1 4 1 Dining Room 1 Bedroom #3 ® ® Breaktast Nook 1 Garage 1 1 1 CIRCUIT NO. 1 ciRcun"NO. 2. Breaker Size: ZO A WireSize: 12 G Breaker Size: £o A WireSize; \2_ G •ROOMS T c w R S 'ROOMS T C w R s 6fVAi>f. e 6 CIRCUn- NO. 3 CIRCUn"NO. lit Breaker Size: 2 O ^ WireSize: \2. G Breaker Size; 20 * Wire Size; ^2. ^ •ROOMS T C w R S •ROOMS T C w R s B-ATeeiccC. Ctv H ciRcurrNo. 5 ciRcurrNO. 6 BreakerSize: ^0 A WireSize: \.Z G BreakerSize: ^ A WireSize: G -ROOMS T c w R S 'ROOMS T 0 w R s .AUU(Xy Z. / s Z. CIRCUrTNO. "7 ciRcurrNG. % BreakerSize: \^ A WireSize: ^^ G Breaker Size: 50 A WireSize: Yi. G •ROOMS T c w R S 'ROOMS T c w R s WALL. Z \ \ 1. * Name of each Room where devices are located. 2. List old and new devices on same circuit-marking oM devices thus ® 3. Use circuit spaces below for general light and small appliance circuits only. 4. San Diego Electrical Policy limits current consuming devk»s to a maximum of 15 per general use circuit and 4 per small appliance (20 amp.) circuit. 5. Atl circuit breakers to be permanently labeled at all service and feeder panel dead fronts. T = Device Tail C = Ceiling Ught W = Wall Bracket Light R = Convenience Receptacle S = Switch (Use actual numbers 1,2,3... to Identify amounts of each device type). SERVICE (Main) FEEDER #1 (Subpanel) FEEDER #2 (Subpanel) COMPACTOR COOKTOP DISHWASHER DISPOSAL MICROWAVE OVEN RANGE DRYER LAUNDRY mien i ICATCR; A/C HEATING NAME PLATE AMPS-KW to 2S1. 2o_ 1Q_ Ho QO lo_ WIRE SIZE AL CU 2/L \2/7 BREAKER SIZE (AMPS) Is 2oo 1C7 6o 2^ lo lo lQ_ <9o 2Q REMARKS: SoK^/^ tt- :! Icx^Anf tAhjfJC)C^ SogpAAJfct- *t fA(M\6fi<X. tvf^ IcxJAf^ Computed Load: AMPS ^$-5 C-^fS^ AFCI Protected Circuits (list locattons): GFCI Protected Circuits (list kx^attons): Service Bond/Ground informatton: (a) 0 New (•) OR • Existing (•) (b) Bond/Ground Wire(s): Si2e(s) \/Q Type(•) • AL OR^CU (c) Location of CofcJ Water Bond Clamp: \NJrA"Vec VAfater (d) Locatton of Ground Clamp: VJ^'^gC" I certify that the above Infbmiation is accurate and complete and that all terminations are property torqued. Company Name (Print): 5T£&&tM6S 't^tecvi'&nt. $egvicg<; Electrician/Owner Name(Print): ^crV: Stgir^i'fV^S Electridan/Owner Signature: iMo^ Califomia Electrician Certiflcatton Number: 6^ ^ Date: Q/G/ [\ Q This infbrmatkm is avaiiabie in attemative formats upon request. DS-1779 (Rev. 243) isl THE Crrv OF SAN DIEOO Development Services Departnnent Inspection Services Division 9601 Ridgehaven Court Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 fbr Inspection Page Circuit Card (Supplemental) _2 of_Z THIS CARD MUST BE FILLED OUT ANO AVAILABLE OM THE MM STIX RM . THE ROUGH INSPECTION. THE USE OF THIS 'SUPPLaiBITAL' C«tCUIT CARD RBQUIRES THE USE OF THE <nillUUnr CIRCUrr CARO AS niGE I. ciRcurrNO. 2.{ CIRCUIT NO. 22. THIS CARD MUST BE FILLED OUT ANO AVAILABLE OM THE MM STIX RM . THE ROUGH INSPECTION. THE USE OF THIS 'SUPPLaiBITAL' C«tCUIT CARD RBQUIRES THE USE OF THE <nillUUnr CIRCUrr CARO AS niGE I. Breaker Size; 20 A Wir eSi2 s; 1? G Breaker Size: A Wir BSiz »: G PERMIT/APPROVAL NO. PLAN FILE/PROJECT NO. •ROOMS T C W R S •ROOMS T C W R S PERMIT/APPROVAL NO. PLAN FILE/PROJECT NO. 1 I PERMIT/APPROVAL NO. PLAN FILE/PROJECT NO. JOB AODRESS (Print Number, Street Name. Unit No.) JOB AODRESS (Print Number, Street Name. Unit No.) aRcu n-NO. ^ CIRCU rrNO. /o CIRCU n^Ni 0. ?Z CIRCU rrN O. //* Breaker Size; 20 A Wm eSiz s; G BreakerSize /2CJ> A Ww sSiz e: G BreakerSize; 20 A WireSize: |? G BreakerSize: A WireSize: |a G •ROOMS T C W R S "ROOMS T C W R S •ROOMS T 0 w R S •ROOMS T C w R S i^i;ick*Aj I D\SHiAjA5Her 1 ciRcurrNO. ( ciRCurrNO. 2 ORCU (Tt* 0. ; '•S CIRCU rrNt 0. 7i^ Breaker Size: A Win 9 Siz e: G Breaker Size; A WireSize: Breaker Size: A WireSize: ISL G BreakerSize: ^c^A WireSize: lO 6 •ROOMS T C W R S •ROOMS T C w R S •ROOMS J C w R S •ROOMS T C w R S DiS£tj5AC / 1 if CIRCU ITNO. K CIRCUl ITNO. \H ORCU rrN( 0. 01 CIRCU ITW 3. / BreakerSize: 13 A Win iSiz G Breaker Size:^0 A WireSize: \2_ G Breaker Size; 20 A WireSize: \P G BreakerSize: 30 A WireSize: (o G •ROOMS T C W R s •ROOMS T C w R s •ROOMS T C w R s •ROOMS T C w R S 1 ? ?(t^(i ^) \ 1 1 evTeet'oi 6 { ( CIRCU FTNO CIRCUn' NO. \ ^ CIRCU ITNl 0. oq CIRCUl rrm ). •: 5u BreakerSize; A Win iSiz e: G BreakerSize: A WireSizs: |^ G BreakerSize; ^ A WireSize: 14 G BreakerSize: I'S A WhaSize: |M G •ROOMS T C W R s •ROOMS T C w R S •ROOMS T C w R S •ROOMS T C w R S H |o rv(& ^(i 1 CIRCU TNO. n CmCUITNO. \^ aRCu JTHt 3. 3 1 CIRCUl JNC ). ? z BreakerSize; A Win iSizi e: It 6 BreakerSize; ^ A WireSize: G BreakerSize: A WireSize: lO G BredcerSize: 7o A WireSize: ^ G •ROOMS T C W R S "ROOMS T C w R S •ROOMS T C w R S •ROOMS T C w R S G I '^^:^</'^'^^ / CIRCUIT NO. CIRCUIT NO. 20 Bleaker Size; \^ A WireSize: G BreakerSize; A WireSize; G 1 certify that the at>ove information is accurate and complete and ttHrt all tBrmburtions are properly torqued. •ROOMS T C w R s •ROOMS T C w R s 1 certify that the at>ove information is accurate and complete and ttHrt all tBrmburtions are properly torqued. (0 Company Name (Print): Company Name (Print): Electnaan/Owner Name (Pnnt): ' Electrician/Owner Signature- Califomia Electrician Certific Electrician/Owner Signature- Califomia Electrician Certific atton Number Date: THE Cmr OF SAN DIECSO Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection Page (Primary) 1 of THIS CARD MUST BE FliXED OifT AND AWUtABLE ONTHE JOB SITE FOR THE ROUGH INSPECTION. USE «UP«>taiBiTM.* ORCMirr CMIO^) FOR MORE THAN BGHT (8) OENERM; IIM laWaBlfs TdT^ SIDE. PERMIT/APPROVAL NO. PLAN FILE/PROJECT NO. JOB ADDRESS (Print Number, Street Nanf«e, Unit No.) Fill In applicable Kerns lielow Use remarks a« necessary to describe work ciRCurrNO. 1 ciRCurrNO.2 BreakerSize: ISA Wire Size: 14 6 BreakerSize: 20A WireSize: 12G •ROOMS T C W R s •ROOMS T c W R s Bedroom #1 1 2 2 Kitchen ® Hall 2 1 1 Kitchen 1 Bedroom #2 1 4 1 Dining Room 1 Bedroom #3 @ ® Breakfast Nook 1 Garage 1 1 1 1. • Name of each Room where devtoes are tocated. 2. List okl and new devices on same circuit-maricing oki devtoes thus <D 3. Use circuit spaces below for general light and small appliance circuits only. 4. San Diego Electrical Poltoy limits current consuming devtoes to a maximum of 15 per general use circuit and 4 per small appliance (20 amp.) circuit. 5. All circuit breakers to be permanently labeled at all service and feeder panel dead fronts. T = Device Tall C = Celling Light W = Wall Bracket Ught R - Convenience Receptacle S = Switch (Use actual numbers 1,2,3... to identify amounts of each device type). ciRCurrNO. ( ciRcun" NO. Z BreakerSize: \^ A WireSize: U G Brewer Size; A Wire Size: •ROOMS T C W R S •ROOMS T C w R S BtD tt 1 V 8 7 CIRCUrfNO. ? ciRCurr NO. V BreakerSize: |^ A WireSize: H G BreakerSize; A WireSize; /tf G •ROOMS T 0 w R s 'ROOMS T c w R s % ? H 8 S CIRCUrTNO. ciRcurr NO. 6 BreakerSize: ($ A WireSize: G BreakerSize; |^ A WireSize: l¥ G •ROOMS T c w R s •ROOMS T C w R s t $ 5 6 ciRcurr NO. 7 CiRCurrNO. f BreakerSize: )/j A WireSize: G BreakerSize; A WireSize; /// G •ROOIWS T C w R s 'ROOMS T C w R s 1 14 SERVICE (Main) FEEDER #1 (Subpanel) FEEDER COMPACTOR COOKTOP DISHWASHER DISPOSAL MICROWAVE RANGE DRYER LAUNDRY WATER HEATER A/C HEATING NAME PLATE AMPS-KW to ZO Zo WIRE SIZE AL CU BREAKER SIZE (AMPS) 2JO REMARKS: Computed Load: AMPS AFCI Protected Circuits (list tocations): ^pf^xstM [jl^^^if GFCI Protected Circuits (list locations); i^/ffjigfiQ/KS L^y^y ^ Sennce Bond/GrcHiral infonnatton: (a) • New (•) OR • Existing (•) (b) Bond/Ground Wife(s): Si2e(s) Type(/) • AL OR • CU (c) Location of CoM Water Bond Clamp:, (d) Locatton of Ground Clamp: I certify that the above information is accurate and complete and that all terminations are properiy torqued. Company Name (Print): Electrician/Owner Name(Print): Electrician/Owner Signature: Califomia Electrician Certification Number Date: Q This informatkm is available in altemative formats upon request. DS-1779 (Rev. 2-(a) THE Crrr OF SAN DIEOO inspection services uivision 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection Page (Supplemental) Z o\t THIS CARD MUST BE FILLED OUT AND AVAILABLE ON THE JOB srTE FOR THE ROUGH INSPECTION. THE USE OF THIS <SUPPLEMENTAL' CIRCUIT CARD REQUIRES THE USE OF THE 'FRIMMRY' CIRCUrf CARD AS PAGE 1. PERMIT/APPROVAL NO. PLAN FILErt'ROJECT NO. JOB ADDRESS (Print Number, SIreel Name, Unit No.) ciRCurrNO. ^ ciRcurrNO. /o Breaker Size: 20 A WireSize: 'L G BreakerSize iS'^ WireSize; •ROOMS T c w R S •ROOMS T C w R S t7ATK 1, L Z-Tf J j ciRCun- NO. n ciRCurrNO. (2. BreakerSize: 20 A WireSize: 12. G Breaker Size : ^oA WireSi»; lO G •ROOMS T C w R S 'ROOMS T C w R S lOilVt I ftc / CIRCUn"NO.|^ ciRcurrNO. BreakerSize;^ A WireSize: G Breaker Size: 30 A WireSize; \0 G •ROOMS T c w R S •ROOMS T C w R S UimL 1 AC / ciRCurrNO. CiRCurrNO. BreakerSize: MOA WireSize; G Breiri(er Size: A WireSize: G •ROOMS T c w R S •ROOMS T C w R S ciRCurrNO. T CIRCUn-NO. 15^ BreakerSize: [i^ A WireSize: <^ G Breaker Size; 20 A WireSize: \t, G •ROOMS T c w R S •ROOMS T C w R S PrC. oecit 6W l-v-H CIRCUn- NO. CIRCUn NO. Breaker Size: A Wire Size: G BreakerSize: A Wire Size: G •ROOMS T c w R S •ROOMS T C w R S CIRCUn-NO. ClRCUn-NO. Breaker Size: A WireSize: G Breaker Size; A Wire Size: G •ROOMS T 0 w R S •ROOMS T C W R S ciRCurr NO. CIRCUn" NO. Breaker Size; A WireSize: G Breaker Size: A WireSize: G •ROOMS T c w R S •ROOMS T C w R S CIRCUrTNO. ciRcurrNO. Breaker Size: A Wire Size; G BreakerSize; A Wire Size: G •ROOMS T c w R S •ROOMS T C w R S ciRCurr NO. ciRCurr NO. Breaker Size: A WireSize: G Breaker Size: A Wire Size; G •ROOMS T c w R S •ROOMS T c w R S ciRCurr NO. ciRcurr NO. Breaker Size: A WireSize; G Breaker Size: A WireSize: G •ROOMS T c w R S •ROOMS T c w R S ciRcurr NO. CIRCUIT NO. Breaker Size: A WireSize; G BreakerSize; A Wire Stee: G •ROOMS T c w R S •ROOMS T c w R S I certify ttiat Uie above information Is accurate and complete and that all tenninations are properly torqued. Company Name (Print): Electrician/Owner Name (Print): Electrician/Owner Signature: Califomia Electrician Certiflcatton Numben . Date: THE CITY OF SAN DIEGO Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 fbr Inspection Page WIIUUIL OdlU (Primary) 1 of a THIS CARD MUST BE FlUfD OUT AND AVAILABLE ON THE JOB SfTE FOR THE ROUGH INSPECTION. USE «SUPPl£MiENlAU CIRCUIT CJUn^ FOR MORE THJWJaOHT (8) GEHERAL li^lalK^ SIDE. PERMIT/APPROVAL NO. PLAN FILETPROJECT NO. JOB ADDRESS (Print Number, Street Name, Unit No.) (^mi C4r C/m>CfiD CA Fill in applicable Items below Use remarks as necessary to describe work ciRCurr NO. i ciRcurrNO.2 BreakerSize: 15 A Wire Size: 14 G Breaker Size: 20 A WireSi^: 12G •ROOMS T C W R s •ROOMS T c W R S Bedroom #1 1 2 2 Kitchen ® Hall 2 1 1 Kitchan 1 Bedroom #2 1 4 1 Dining Room 1 Bedroom#3 ® ® Breakfast Nook 1 Garage 1 1 1 1. • Name of each Room where devtoes are tocated. 2. List okl and new devices on same circuit-marking okl devtoes thus (D 3. Use circuit spaces betow for general light and small appliance circuits only. 4. San Diego Electrical Policy limits current consuming devices to a maximum of 15 per general use circuit and 4 per small appliance (20 amp.) circuit. 5. All circuit tneakers to be permanently lat>eled at all service and feeder panel dead fronts. T = Device Tail C = Ceiling Light W = Wall Bracket Ught R - Convenience Receptacle S = Switch (Use actual numbers 1,2,3... to identify amounts of each device type). CIRCUn-NO. / ciRCurr NO. 2- BreakerSize: \S A WireSize: in G Breaker Size; \^ A WireSize: [Lf G •ROOMS T C w R S 'ROOMS T C w R S 1 (VV>cxj\c ti 2. I ciRCurrNO. i CIRCUn-NO. i/ BreakerSize; A WireSize: /I4 G BreakerSize: A Wire Size: G •ROOMS T C w R S 'ROOMS T C w R S \ 1 ciRCurr NO. ^ ciRcurr NO. ^ Breaker Size; A WireSize: /I4 G Brewer Size: 15 A WireSize: G •ROOMS 7 C w R S •ROOMS T C w R s (\riaDu\t. » 1 (HOOVJV- it ^ I ciRCurr NO. w» CIRCUfT NO. ^ BreakerSize: A Wire Size: ik 0 BreakerSize; A WireSize: /// G •ROOMS T c w R S 'ROOMS T C w R S 1 ret' / SERVICE (Main) FEEDER #1 (Subpanel) FEEDER, COMPACTOR COOKTOP DISHWASHER DISPOSAL MICROWAVE OVEN RANGE DRYER LAUNDRY WATER HEATER A«: HEATING NAME PLATE AMPS-KW loo 20 20 30 WIRE SIZE AL CU \tlt 11^ 10/3 BREAKER SIZE (AMPS) 7^ ISL 19. IL 3o REMARKS: Computed Load: AMPS 67 AFCI Protected Circuits (list locattons): GFCI Protected Circuits (list locattons): Service Bond/Ground infonnatton: (a) • New (•) OR • Existing (/) (b) Bond/Ground Wire(s): Size(s) Type(/) • AL OR • CU (c) Locatton of Cokl Water Bond Clamp: (d) Location of Ground Clamp: I certify that tlie above infbmiation is accurate and compiete and ttiat all tenninations are properiy torqued. Company Name (Print): Etectrician/Owner Name(Print):. Electritsan/Owner Signature: Califomia Electrician Certification Numtter Date: Q Tilts informatkm is available in alternative fcNmats upon request. DS-1779 (Ftev. 2-03) THE CITV OF SAN DIEGO inspection services uivision 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Cail (858) 581-7111 for Inspection Page (Supplemental) £_ of o? THIS CARO MUST BE FILLED OUT AND AVAILABLE ON THE J<»l SrfE FOR THE ROUGH INSPi^lON. THE USE OF THIS 'SUPPLEMENTAL' CIRCUrr CARD REQUIRES THE USE OF THE PRIMARY* CIRCUrT CMID AS FAGE 1. PERMIT/APPROVAL NO. PIAH FILEypROJECT NO. JOB ADDRESS (Print Number, Street 1 Mame, Unit No.) ciRcunrNo. \ei ciRcurr NO. i\ Breaker Size; 2o A WireSize: [t, G BreakerSize 2,0 A WireSize: G •ROOMS T c W R S •ROOMS T C w R S \ \ I % \ 6 CIRCUrTNO. \2, ciRcurr NO. ? Breaker Size: 2.0 A WireSize: (i G BreakerSize: A WireSize: \t. G •ROOMS T c w R S •ROOMS T C w R S H CIRCUrTNO. 1^ CIRCUrTNO. Breaker Size: tD A WireSize; \1, G BreakerSize: A WireSize: 12-G •ROOMS T c w R S 'ROOMS T c w R S CIRCUrTNO. J6 CiRCurrNO. y7 BreakerSize; 2.c> A WireSize; \1 G BreakerSize: \5 A Wne Size: [i\ G •ROOMS T c w R s 'ROOMS T c w R S \ \ 3 -? 3 ciRCurr NO. « CIRCUn-NO. Breaker Size; 20 A WireSi2»: 12, G BreakerSize: A WireSize; (4 G •ROOMS T c w R S 'ROOMS T c w R S I / 1 ciRCun-No. 2-0 CiRCurrNO. BreakerSize: |5 A WireSize: G Breaker Sto: 16 A WireSize: G •ROOMS T c w R S •ROOMS T c w R S 1 \ J l^ c Ws / ciRcurrNO. CIRCUrTNO. Breaker Size: A WireSize; G Breaker Size; A Wire Size: G •ROOMS T C w R S •ROOMS T C w R S QRCUrr NO. ciRcurr NO. BreakerSize: A WireSize; G Breaker Size: A Wire Size: G •ROOMS T C w R S 'ROOMS T C w R S ciRCurr NO. ciRcurr NO. Breaker Size; A WireSize; G Breaker Size: A Wire Size: 6 •ROOMS T C w R S 'ROOMS T C w R S ciRCurr NO. ciRCurr NO. Breaker Size: A WireSize; G Breaker Size: A Wire Size: G •ROOMS T C w R S •ROOMS T C w R S CIRCUrTNO. CIRCUrTNO. Breaker Size: A WtfeSize: G Breaker Size: A WireSize: G •ROOMS T C w R s 'ROOMS T c w R S ciRcurr NO. CIRCUrTNO. Breaker Size; A WireSize: G Breaker Size: A WireSize: G •ROOMS T C w R S 'ROOMS T c w R S I certily ttiat the above Infomiation Is accurate and compiete and ttiat all terminations are properiy torqued. Company Name (Print): Electrician/Owner Name (Print): Etectridan/Owner Signature: Caiifomia Electrician Certiflcation Number Date: THE Cmr OF SAN DIEGO Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection Page wiiuuii v^diu (Primary) 1 of ( THIS CARD MUST BE FILLED OUT AND AVAILABLE IHI THE JOB SrTE FOR THE ROUGH INSP^rnON. USE <SUIVLEMENTW CM^ FOR MORE TOAN KGHT jp^GENERAL UiSEjaife^ PERMIT/APPROVAL NO. PLAN FILE/PROJECT NO. JOB ADDRESS (Print Number, Street Name, Unit No.) 16^l yvu-mdi Ci. CAIZLSMD (A Fill In applicable items below Use remarks as necessaiy to descritie work 1 »f ciRCurr NO. i ciRCurrNO.2 BreakerSize: ISA WireSize: 14 G BreakerSize: 20A WireSi2»: 12 G •ROOMS T c W R s •ROOMS T C W R s Bedroom #1 1 2 2 Kitchen ® Hall 2 1 1 Kiti^ien 1 Bedroom #2 1 4 t DinkigRoam 1 Bedroom #3 ® ® Breakfast Nook 1 Garage 1 1 1 1. * Name of each Room where devices are tocated. 2. List oki and new devices on same drcuit-martdng oki devtoes thus ® 3. Use drcuit spaces below for general light and small appliance drcuits only. 4. San Diego Etoctrical Poltoy limits current consuming devtoes to a maximum of 15 per general use drcuit and 4 per small appUance (20 amp.) drcuit. 5. All drcuit breakers to be pennanently labeled at all servtoe and feeder panel dead ftonts. T = Device Tail C = Ceiling Light W - Wail Bracket Ught R » Convenience Receptacle S - Switch (Use actual numbere 1,2,3... to iderMify amounts of each device type). CIRCUrTNO. I CIRCUTT NO. 2- BreakerSize: jf^ A WireSize: l^f G BreakerSize: I5 A WireSize: Cl G •ROOMS T C w R S 'ROOMS T C W R S \^ MoDUlf 1 H IO CIRCUTT NO. Z CIRCUTT NO. Lf BreakerSize: A WireSize: {H G BreakerSize: 2p A WireSize: \2, G •ROOMS T c w R S 'ROOMS T C w R S It H CIRCUTT NO. ^ ciRcurr NO. 6 BreakerSize; ^ A WireSize: ZO G Breaker Size: I5 A WireSize: a G •ROOMS T c w R S •ROOMS T c w R s I ? ? fVPoiw- uosex I ? CIRCUn-NO. 7 CIRCUn-NO. 1 BreakerSize: A WireSize; G Breaker Size: t.O A WireSize: 12, G •ROOMS T c w R s •ROOMS T c w R S Gifrenioti cvitc-r 1 SERVICE (Main) FEEDER #1 (Subpanel) FEEDER <g(^b^iTgj COMPACTOR COOKTOP DISHWASHER DISPOSAL MICROWAVE OVEN RANGE DRYER LAUNDRY WATER HEATER A/C HEATING NAME PLATE AMPS-KW SO WIRE SIZE AL CU BREAKER SIZE (AMPS) REMARKS: Computed Load: AMPS 3S. AFCI Protected Circuits (list locattons): yWfeTfeg R^oaflA Li-)s^ (Jtf> GFCI Protected Circuits (list tocattons): fVVfeT^£(Z (jiArU Qtrrlf ' trjtfrae wtz Pec \c ajr^is Servtoe Bond/Ground informatton: (a) • New(/) OR • Existing (•) (b) Bond/Ground Wire(s): Size(s) Type (/) • AL OR • CU (c) Locatton of CoM Water Bond Clamp: (d) Locatton of Ground Clamp: I certify that ttie above Infbrmation is accurate and complete and that all terminations are properiy torqued. Company Name (Print): ^&gj?)Ai^s ^\AC-\C\O'\C ^e/zwug Electrician/Owner Name(Print): ^fQY S\ei^] Electrtoian/Owner Signature: ITI^*^ Califomia Electrician Certiflcatton Numt)er. Date; 6/6/ /j Q Ttiis il is avaiiat>le in altemative formats upon request. DS-1779 (Rev. 2-03) EsGil Corporation In (Partnership witli Qovemment for (BuiUing Safety DATE: 11/24/09 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 09-1539 SET: III PROJECT ADDRESS: 2647 Marmol Court PROJECT NAME: SFD/Garage/Decks/Covered Porches for Padilla Residence XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil ; Corporation until corrected plans are submitted for recheck. I I The applicant's copy ofthe check list is enclosed for the jurisdiction to forward to the applicant contact person. I I 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. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: {\ TAJI Mail Telephone Fax In Person A^ XI REMARKS: City to attach regional fireplace standards to final sets. Slip sheet into city set enclosed sheet SD-1. )Q CHA<^ By: Ray Fuller Enclosures: Appointment Appiicant IHand Carried Plans to tiie City EsGil Corporation • GA • EJ • PC (P) 11/18/09 EsGil Corporation In (PartnersAip with government for (Buidfing Safety DATE: 10/29/09 • APPLICANT "JURT JURISDICTION: Carlsbad ^ PLAf^ REVIEWER • FILE PLANCHECKNO.: 09-1539 SET: II PROJECT ADDRESS: 2647 Marmol Court PROJECT NAME: SFD/Garage/Decks/Covered Porches for Padilla Residence [~1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I 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. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: DSA INC Post Office Box 910725 San Diego, Ca. 92191 I 1 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: Brian Darnell Telephone #: (858) 554-0730 Date contacted: Fax #: (858) 554-0732 Ma\\^ Telephone Fax \FPerson I I REMARKS: City to attach regional fireplace standards to final sets. By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 10/26/09 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 09-1539 10/29/09 RECHECK CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2647 Marmol Court PLANCHECKNO.: 09-1539 SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 10/26/09 REVIEWED BY: Ray Fuller DATE RECHECK COMPLETED: 10/29/09 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit prints to: new complete sets of B. To facilitate recheclcing, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? •Yes •No Carlsbad 09-1539 10/29/09 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. Could not determine why oid codes were bubbled with delta 1 and still not changed to current codes. 5. Verfiy that the final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. The structurai sheets SD-1 thru SD-7 are still reflecting a expiration date of 03/31/07. 6. The special inspection list on the cover sheet is incorrect and the list on S-1 to includes soils compliance. Fastener spacing of the sheathing where 4" or less oc occurs. Strong walls (per their IBC listing) etc. The special inspection list on TS-1 still only list field welding and iist on S-1 to includes soils compliance. Fastener spacing ofthe sheathing where 4" or iess oc occurs. Strong walls (per their IBC listing) etc 10. The listing given for fireplace (ICC 5850) on A-2c is for wood shingles and please provide cut sheets with manufacturer's name/product number on plans for direct vented fireplaces on A-2b. 18. No architectural / structural details provided (see exterior stairs at A-2a for example). Provide structural support, rise, run, handrails. Specify stringer size and spacing and show how top and bottom of runs are structurally supported. See circular stairs at exterior to include landing support and interior circular stairs. Could not locate footings for circular stair, landing support /details for stairs on the north side as shown on A-2b. Carlsbad 09-1539 10/29/09 19. Provide structural support /details for 3 story elevator or if deferring then On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and fon/vard them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design ofthe building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Response was see S3 and architectural. Architectural did not address this. 21. Provide I.C.B.O. Research Report and number for metal stainway, or submit plans and calculations and approved fabricator registered with the building department or note on the cover sheet that the stairway fabrication plans shall be submitted to and approved by the building official priorto installation. Not provided. If deferring then add complete note (item 19) on cover sheet and list deferred items i.e. spiral staircase and elevator (if appiies). 31 If applies: Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section 1405.12.2. Notes on A2a and A2b should state 6 ft and not 6". 33. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3. See note 2 on Al-a for example. Still applies. 34. Piease compiete ceiling joist schedule on S3. 35. Provide a ietter from the soiis 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 (required per page 33). Not provided. 40. Please identify all beams on the plans so can cross reference to the calculations and verify correct beam sizes reflected on the plans. For example no id's and/or calculations for beam above wardrobe area on S-5, 5 % x 18 supporting point loads from RB 8 and 9 etc. Some examples of beam sizes not matching calculations are RB-10 to be a 5 % x11 7/8 instead of 6 xlO RB-11a to be 51/4 x 14 instead of 117/8, RB-13 to be 7x 18 instead of 5 % x 18 etc. Examples of FB's are FB-5 to be 10 % x 18 and plans reflect 8 3/4x 18" Recheck all locations. Still seems to apply. 48. Please recheck all details to verify that they are complete and/or correct. See for example 1®* detail checked was right side of wardrobe on S-6 where referencing detail 40/SD1? Stiil seems to apply. Carlsbad 09-1539 10/29/09 52. Please recheck restrained retaining walls to verify match calculations. For example the 12 ft wall to have a toe width of 8 14 ft with heel of 2 ft. Verfiy steel size, placement, shear etc. Response was see new calculations . Calculations provided did not address this. 57. Clearly note on the plans that the retaining walls will be backfilled prior to the installation of the floor framing or upper slab on grade if applicable. For any restraining walls (if applicable) note for retraining walls that walls will be braced priorto backfill. Response was see note added on SI. Could not locate. 59. Detail and reference ledger attachment of deck -roof rafter to wall to include type member attaching to and size, length and spacing of lags for example. See detail 23/SD- 1 for example. Response was see detaii 46/SD5? Could not locate. The response to items below was to see "Planner Rely Sheet" . Could not locate this or the following notes on the pians. 63. Automatic sprinklers are required for buildings having an aggregate floor area of 5,000 sq. ft. or more. City ordinance. Could not locate this note on the plans. 64. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Couid not locate this note on the pians. 65. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). Could not locate this note on the plans. 66. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). Could not locate this note on the plans. 67. All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area ofthe spark arrester shall be not less than four times the net free area of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to twelve gauge wire, nineteen gauge galvanized wire or twenty-four gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than one-half inch and shall not block the passage of spheres having a diameter of less than three-eight inch. City ordinance. Couid not locate this note on the plans. • 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. Carlsbad 09-1539 10/29/09 • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone numberof 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation . In (Partnersfiip with government for (BuiCding Safety DATE: 09/28/09 ^APPLICANT ^JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 09-1539 SET:I PROJECT ADDRESS: 2647 Marmol Court PROJECT NAME: SFD/Garage/Decks/Covered Porches for Padilla Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 1 I The plans transmitted herewith wili substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: DSA INC Post Office Box 910725 San Diego, Ca. 92191 I I 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: Brian Darnell Telephone #: (858) 554-0730 Date contacted: ^ ]z^U'} (by: }^ Fax #: (858) 554-0732 Mail ^Telephone Fax^^ In Person • REMARKS: By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 09/22/09 9320 Chesapeake Drive, Suite 208 • SanDiego, Cahfomia 92123 • (858) 560-1468 • Fax(858) 560-1576 Carlsbad 09-1539 09/28/09 PLAN REVIEW CORRECTION LIST SiNGLE FAiVilLY DWELLINGS AND DUPLEXES PLANCHECKNO.: 09-1539 JURISDICTION: Carlsbad PROJECT ADDRESS: 2647 Marmol Court FLOOR AREA: Dwelling 8105 Garage 1521 Covered roof areas 2774 Decks 2251 Fireplaces 3 metal 4 masonry STORIES: 2 plus basement HEIGHT: 29 ft per CBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 09/21/09 DATE PLANS RECEIVED BY ESGIL CORPORATION: 09/22/09 DATE INITIAL PLAN REVIEW COMPLETED: 09/28/09 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International 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 priorto the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless ofthe 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. 105.4 of the 2006 International 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 iist (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. parisbad 09-1539 09/28/09 1. The following note should be given with eac^ correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed bythe City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. The plans are incomplete in various areas both architecturally and structurally and need to be reviewed closely before resubmitting. Some examples are listed below. 3. Provide a statement on the Title Sheet ofthe plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. 4. Sheet index on cover sheet to include SD-5 thru SD-7. There were no H-1 (doesn't seem apply), N-1, sheet provided as well as a T-24 shfeet as noted on sheet index. 5. Verfiy that the final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. The expiration date for architect expires end ofthe month, structural sheets unsigned and the SD sheets have a expiration date of 3/31/0? 6. The special inspection list on the cover sheet is incorrect and the list on S-1 to includes soils compliance, Fastener spacing ofthe sheathing where 4" or less oc occurs. Strong walls (per their IBC listing) etc. 7. When the proposed fireplace is masonry, please provide details on the plans for it (showing rebar, foundation information, etc.). Section 106.1.1. 8. Any metal transition from masonry fireplace to zero clearance flue will required details and a approved transition fitting. Provide listing agency and approval number. Carlsbad 09-1539 09/28/09 9. Detail and reference proposed Isokern fireplaces proposing. Plans/details to reflect if flue is to be masonry or if masonry firebox only and metal flue . If firebox only then provide details/approval number(s) for transition fitting. ICBO Report for this fireplace ( ER-5017) and LA requires under Section 4.4 that the designer provides structural design calculations and details forthe reinforcement and anchorage. Please provide the required details and structural calculations. Plans to reflect foundation support / reinforcement. Architectural and structural to clearly reflect clearances to combustibles as required in listing. a) If applicable: Second floor applications are generally not approved unless supported hearth and fireplace are supported directly by foundation below as required per their listing in our seismic zone. This would need to be clearly detailed and referenced in addition to the required calculations /design. 10. The chimney caps shown on the elevations is not a approved listed assembly. When deviating from a listed termination, the plans must reflect a complying design i.e. details of termination reflecting non combustible construction i.e.. wall/roof framing, roof covering and written approval from manufacturer of fireplace/ flue. Any foam, walls, roofing framing, stucco paper for walls must be all noncombustible and any openings cannot impede required drafting ofthe fireplace. 11. Grotto to be noted a storage (wine cellar) as does nof meet minimum requirements for habitable room i.e. minimum 70 sq ft and light and ventilation. 12. Keynotes and architectural details providing are incorrect in various areas. For example see keynote 24 on A-2a where noting rise to be 8" max and minimum run to be 9". 13. Provide stairway and landing details for both interior and exterior where applies. Verfiy the following is reflected on the plans at all applicable locations. Section 1009. Maximum rise is 7-3/4" and minimum run is 10". A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stairways with solid risers where the tread depth is less than 11 inches. 14. Specify how obtaining the required minimum 74 inch per foot deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers-detail attachment to floor joist. 15. The elevations do not appear to match the plans. For example see windows noted at right side of master bedroom on A-2c. Recheck all locations. 16. Handrails (CBC Section 1009.10): a) Handrails are required on each side of stairways (stairways within dwelling units only require handrails on one side). • Exception: Stairs with fewer than four risers do not require any handrails. Carlsbad 09-1539 09/28/09 17. Provide details of winding stairway complying with Section 1009.3: See stairs from basement a) Minimum tread is 6 inches at any point and minimum 10 inches at a point 12 inches from where the treads are narrowest. b) Maximum rise is 7-3/4 inches. c) A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stairways with solid risers where the tread depth is less than 11 inches. 18. No architectural / structural details provided (see exterior stairs at A-2a for example). Provide structural support, rise, run, handrails. Specify stringer size and spacing and show how top and bottom of runs are structurally supported. See circular stairs at exterior to include landing support and interior circular stairs. 19. Provide structural support /details for 3 story elevator or if deferring then On the cover sheet ofthe plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design ofthe building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 20. Provide spiral stainA/ay details, per Section 1009.8: See outside nook on A-2b. a) Minimum run is 7-1/2 inches measured at a point 12 inches from where the treads are the narrowest. b) Maximum rise is 9-1/2 inches. Maximum clear opening between risers is 4 inches. c) Minimum headroom is 6 feet 6 inches. d) The tread must provide a clear walking area measuring at least 26 inches from the outer edge of the supporting column to the inner edge of the handrail. 21. Provide I.C.B.O. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note on the cover sheet that the stairway fabrication plans shall be submitted to and approved by the building official priorto installation. 22. Missing window and door sizes thru out. For example see right side of garage/ dwelling on A2-b where missing window sizes, door size at !4 bath etc. Recheck all locations. Carlsbad 09-1539 09/28/09 23. Exterior stairs to reflect handrails on each side of stairs, continuous with returns etc. 24. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stairwells if applicable. Section 2406.3 See for example the 3- 3070's at right of foyer on A2-b. 25. Show route of discharge line to exterior for the water heater (s) T& P. 26. Show how providing combustion air to garage as not large enough for both FAU and 2 water heaters. 27. Could not locate locations of AC condensers. 28. Show or note that doors may open to the exterior only if the exterior landing is not than more than 0.5 inch lower than the door threshold. CBC Section 1008.1.4 See out swinging doors to cover decks for example on A2-c. 29. Elevations are reflecting glass railing. Specify thickness of glass, note to be tempered and per Section 2407.1.2 top rails are required. See covered patio off master bath for example on a-2c. 30. Provide details for guards at all locations i.e. landings, balcony's (ext and int) and detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. Guards are noted to be 36" in various places and need to be a minimum of 42". 31. If applies: Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section 1405.12.2. 32. Recheck all details to verify comply with IBC i.e. see details 26, 44 and 45 on A- 3f. There are too many keynotes/details that need to be IBC . 33. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3. See note 2 on Al-a for example. 34. Could not determine why plans are reflecting R-19 in ceiling and R-13 in walls on A5-a for example. Plans and framing to match energy calculations- generally minimum 2x 10's required for R-30 for example. 35. The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: mininium depth of spread footings is to be 24", slab thickness to be 5", slab steel to be #3's at 12" oc etc. Carlsbad 09-1539 09/28/09 36. 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 (required per page 33). 37. The soils report has stated that the soil is severely corrosive and that a corrosive engineer be consulted to provide addition recommendations. Please provide this report to verify that all recommendations have been incorporated into the plans. 38. The copy ofthe soils report provided stopped at page 33 and per soils report index there are at least 46 pages. 39. Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. Some examples are listed below. 40. Please identify all beams on the plans so can cross reference to the calculations and verify correct beam sizes reflected on the plans. For example no id's and/or calculations for beam above wardrobe area on S-5, 5 Vi x 18 supporting point loads from RB 8 and 9 etc. Some examples of beam sizes not matching calculations are RB-10 to be a 5 VA X1 1 7/8 instead of 6 x10 RB-11a to be 51/4 x 14 instead of 117/8, RB-13 to be 7x 18 instead of 5 % x 18 etc. Examples of FB's are FB-5 to be 10 y4 x 18 and plans reflect 8 3/4x 18" Recheck all locations. 41. Missing ID# on line E2 on S-4. 42. Specify on the plans all beam to beam connections . 43. Pressure treated ledgers required for details 12 and 13/SD-5? 44. Specify type of skewed hanger at left side of deck support for the 2.68 x 16 PSL and additional anchor bolts required at ledger at this location? 45. Please recheck lateral load path to very matches calculations. For example could not locate 7 ft of type 3 shear required for line 3 on S-5? Could not locate which wall is to receive the 7 V2 ft of shear for line 4 on S-5 with hold downs? Could not locate 6 ft of shear for line E. Unsure how loads are being dragged to shear walls. Verfiy plans reflect adequate collectors with end nailing and chords and connections are adequate. Recheck all locations. 46. Please verify that all hold down locations reflect an appropriate detail i.e. from floor to floor, floor to beams, floor to rim joist where applicable. Verfiy overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. Please show how for example how resisting members i.e. post, beams , rim joist/joist are capable of resisting uplift forces. Carlsbad 09-1539 09/28/09 47. Framing plans to reflect required minimum 2" separation to masonry fireplaces i.e. beams, post shear walls etc. See also Isokern's requirements. 48. Please recheck all details to verify that they are complete and/or correct. See for example 1^' detail checked was right side of wardrobe on S-6 where referencing detail 40/SD1? Example's of incomplete details are at FB-1, left of master bedroom on S-4. 49. Specify length of all shear panels at their respective locations and verify shear transfer details provided for each location. See wall line 4 on S-4. 50. Could not locate the 14 ft of shear required for line D on S-4 and verify lengths area shown and match calculations for line E. 51. Could not locate where loads were developed, R values etc for moment frame shown on line B on S-3? 52. Please recheck restrained retaining walls to verify match calculations. For example the 12 ft wall to have a toe width of 8 ft with heel of 2 ft. Verfiy steel size, placement, shear etc. 53. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan as well as all required hold downs. Section 1806.6. 54. Plans to note if beams are to be dropped or flush ( not noted for some beams). If dropped then show required straps if held flush to top plates. If beams are flush then calculations and plans to reflect any required taper cuts. 55. Plans to detail reference how hips are supported where they intersect. For example post to reflect positive connections from hip to ridge/ king post below, king post to beam with beam sized to be adequate of carry point load from above. 56. Plans to note if beams are to be dropped or flush. If dropped then note minimum 7' head clearance and show required straps if held flush to top plates. If beams are flush then calculations and plans to reflect any required taper cuts to support this intersection. If king post to beam/wall not provided then provide design calculations for tension and compression members. 57. Clearly note on the plans that the retaining walls will be backfilled prior to the installation of the floor framing or upper slab on grade if applicable. For any restraining walls (if applicable) note for retraining walls that walls will be braced prior to backfill. 58. Anchor bolts shall be provided with 3" square x 0.229" washers . See note 10 on S-1 and S-2 for example. Carlsbad 09-1539 09/28/09 59. Detail and reference ledger attachment of deck -roof rafter to wall to include type member attaching to and size, length and spacing of lags for example. See detail 23/SD-1 for example. 60. No design provided for the curved plates. Specified how radius's will be created i.e. material using for sill and top plates and if using plywood then specify number and thickness of ply's and how shear will be attached to these members (as will be edge nailing into grain). 61. Reference all details to applicable locations and cross out or remove those that do not apply. Appears to be too many areas both architecturally and structurally that need close review before a complete plan check can be performed. . CITY of CARLSBAD REQUiREMENTS 62. If applies: Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJl's (i.e., along the sides), per city policy, unless specific written approval from Tfus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. ' 63. Automatic sprinklers are required for buildings having an aggregate floor area of 5,000 sq. ft. or more. City ordinance. 64. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 65. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 66. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). 67. All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The net free area of the spark arrester shall be not less than four times the net free area of the outlet of the chimney. The spark arrester screen shall have heat and corrosion resistance equivalent to twelve gauge wire, nineteen gauge galvanized wire or twenty-four gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than one-half inch and shall not block the passage of spheres having a diameter of less than three-eight inch. City ordinance. Carlsbad 09-1539 09/28/09 • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 09-1539 09/28/09 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 09-1539 PREPARED BY: Ray Fuller DATE: 09/28/09 BUILDING ADDRESS: 2647 Marmol Court BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 8105 101.99 826,629 Garage 1521 26.21 39,865 Covered roofs 2774 8.87 24,605 Decks 2251 14.41 32,437 Fireplace Metal 3 2,426.62 7,280 Fireplace Mason 4 3,569.54 14,278 Air Conditioning 8105 3.88 31,447 Fire Sprinklers 9626 2.88 27,723 TOTAL VALUE 1,004,265 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Pian Checic Fee by Ordinance Type of Review: I I Repetitive Fee Repeats H Complete Review • Other j—I Hourly EsGII Fee • Structural Only Hr. @ $3,655.94 $2,376.36 $2,047.33 Comments: Sheet 1 of 1 macvalue.doc + Citv of Carlsbad Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING AD PLANCHECK NO AkSlsU2M£i2ioj^Mi :(fS)pcr99-/.^39 PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ^lOi^ bLiltiit^^O [Sll &d/c/^t EST VALUE: APPROVAL The item you have submitted for review/ has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: ENGINEERING D^ARTMENT "7 DENIAL Please searthe/attached list of outstanding issues marked ywn •. Make necessary corrections to plans or specmcatidns for compliance with applicable codes an^tandards. Submit corrected plans and/or specifications to the Building Dept. for resubmittal to the have I Engineering-IJ&pt. Onlv the applicable^sheets re been Sj^t. / Date: (( Jy: Date Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Oate: 1 ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON • Engineering Application Name: KATHLEEN M. LAWRENCE • Dedication Checklist City of Carlsbad • Improvement Checklist Address: 1635 Faraday Avenue, Carlsbad, CA 92008 • Neighborhood Improvement Agreement Phone: (760) 602-2741 • Grading Submittal Checklist NOTE: If there are retainina walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. • Right-of-Way Permit Application and Info Sheet NOTE: If there are retainina walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. • Storm Water Applicability Checklist/Storm Water Compliance Exemption Form NOTE: If there are retainina walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. o Hi DX CO O rn m Zl 1635 Faraday Avenue • Carlsbad, CA 92008^14 • (760) 602-2720 • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show North Arrow ^^8f Existing & Proposed Structures ^,^-er^xisting Street Improvements ^^r--;^KJperty Lines (show all dirrjensio /'''^BAEasements - vSA^cw JliFt • • 2. Show on site plan: • ht-of-Way Width & Adj Streets' ^way widths^/<:/ u,/d//i <f6A/^(/e^ Existing or proposed^ewei^later^ S/i(rv^ Existing or proposed water service Existing or proposed Irrigation service Submit on signed approved plans DWG No. /o'/"^ B. C. D. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description/Lot Number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE .| ST 3RD n n n 4a. project does not comply with the following Engineering Conditions of approval for Project No. n n D 4b. All conditions are In compliance. Date: DEDICATION REQUIREMENTS • • 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz xll" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to Issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist Items and fees to the Engineering Department in person. Applications will not be accept by mall or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS n n D 6a. All needed public Improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 pursuant to Carlsbad Municipal Code Section 18.40.040. Public Improvements required as follows: BUILDING PLANCHECK CHECKLIST ST 1 • ND 2 • 3 • RD • • • • • • 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public Improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. improvements found adiacent to SPECIAL NOTE: Damaged or defective building site must be repaired to the satisfaction of the City Inspector prior to occupancv. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found In Section 15.16 ofthe Municipal Code. 7a. Inadequate Information available on Site Plan to make a determination on n grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be Included on the plans. - jn^-i^c/ -jSi.l\.--i^S7SSS( t^^-'^ L.^ (r-^-^f ^^A,^^^ • • • 7b. Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. O n D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. D D • 7d. No Grading Permit required. ST 1 • 2 • ND RD 3 • BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: • • • INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey. Fax or mail to Encina Wastewater Authority 6200 Avenida Encinas, Carlsbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCE 10a. Kequires Tier 1 Storm Water Pollution PreventioitJ^n 1/ - /V^Please complete attached form and return (PSR^^^^t^ € ^ i A cclV• Exempt - Please complete attached exemption form • • • • • STORM WATER APPLICABILITY CHECKLIST 10b. • Priority Project • Not required FEES 11. I^y^qmed fees are attached ^H^rainage Fee Applicable Added Square Fee ^~/^C^li^S> to ^ Added Square Footage in last two years? Permit No. Permit No. yes no • • Project Built after 1980 Impervious surface > 50% Impact unconstructed fac.. .yes. .yes yes. . no . no no Fire Sprinklers required yes no (is addition over 150' from CL) Upgrade yes no No fees required PROJECT INSPECTOR: PROJECT ID: CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE: GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: N/A= NOT APPLICABLE COMPLETE 0= Incomplete or unacceptable 1»' 2nd 1. Site access to requested lots adequate and logically grouped. 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8 V2 X 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot(s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather road access to site are required. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Project Inspector Date Construction Manager Date -7 tt i BUILDING PLANCHECK CHECKLIST WATER METER REVIEW .jST 3RD • • • 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. • owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size Is a 2" service with a 2" meter. • • • 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "1", and potable water is typically a circled "W". 1. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide Irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically the Planning Dept. Landscape Consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will Include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection BUILDING PLANCHECK CHECKLIST .J ST 2^'' 3"^ • • • 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: •T^kt^r- /^fa4,/ A LJauj [''CoiS^) QJ aafU/L JsjAzI^ '/:iM Cfy/L //nL^^ 7 //u^cX^/^oS•^ ^ C^y^f 'Pth iV-v^ Qo/AJ-tAfiA /A^£^) o C^^^^< ^vu^ ^^^^ . ^ ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Address: Prepared bv: /s iS_ Date: /O // /^ "^Checked by: Bldg. Permit No.. Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: h 7^ Sq. Ft./Units: .5/^0 Types of Use: Sq. Ft./Units: EDU's:. EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: i) Sq. Ft./Units: .')f^0 Types of Use: Sq. Ft./Units: ADTs ADTs FEES REQUIRED: WITHIN CFD: • YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)n NO • 1. PARK-IN-LIEU FEE FEE/UNIT: Reso No. PARK AREA & #: X NO. UNITS:. Line Item: • 2. TRAFFIC IMPACT FEE ADT's/UNITS: X FEE/ADT: 7S(,V • 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADT's/UNITS: X FEE/ADT: • 4. FACILITIES MANAGEMENT FEE ZONE: (o UNIT/SP.FT. • 5. SEWER FEE EDU's: FT./UNIT X FEE/EDU: BENEFIT AREA:. EDU's: X FEE/EDU: (A) • 6. DRAINAGE FEES PLDA : • ACRES: // 0^ fx pkE/AC: l^'?' HIGH EDIUM • 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE =$. DIST. #3 ) S^- iss^shm =$_ LOW =$_ SDCWA FEE IRRIGATION TOTAL OF ABOVE FEES»: $ Word\Docs\Mi«forms\FM Calculation Woiicshest Rev. 7/14/00 p^\z\'og26 sou t^-9z ON -J.D1 avesiyvo-soe9 dv^M •S33NVNia«0 CMQIOG UO NaSI/yOSnS 1V301 Hm AldWO IQ si3:avd s.aoss3Csv ma-s viva 3Hi dO xovbooov sni uoj a= XWS3 j.d002 a-^oas •oo~i nvicads o± rans.) LLIAIS3 30VdS yo •( H3NI NV iOOin HiaiV3S (VJ I — -fe CM to CHANGES 11 CHANGES (5-s CHANGES NEW 5 s lev h CHANGES a O T CHANGES is V .sr 2 JO I. •.\^•^^S '60036 VO QVaSIMVO '10 nOIAiyWJ '00-30-l.6t^S 1.3 - 01.03-6003 'VO 'oBsiQ UBS PROJECT mP£C-X0R:^2^^lSM^^ PROJECT ID -O^- CITY OF CARLSBAD GRADING INSPECTION CHECKUST FOR PARTIAL SITE RELEASE MAKMvs CJ DATF: 4/Z9//O .GRADING PERMIT HO^f^9ooZ J LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE V = COMPLETE 1st 2nd. 4 J J J J y Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial reiease of spedfic lots pads or bklg. 8%" x 11" site pian (atlachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing ths soils roport and Identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letler if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. • Partial release of grading for the above stated lots is approved for the purpose of building pemiit issuance. Issuance of buikling pemiits is still subject to all normal City requirements required pursuant to the building permit process • Partial release ot the site Is denied for the following reasons: Project inspector Constraction Manager Date Date :[LEMAST£R,FCRr/!S/FARTSrrEFRf;i Tier 2 Construction SWPPP Site Assessment Form Project ID: Project Information: Project Name: _ Project Address/Location; ZS^I W\AIA\M4 Q^. O^^t^^ CA' Responsible Parties/Contact Information: Name of Preparer: C^r^^eH ^ \S^ify^A I" ^PSTT^Mgr" Qualification of Preparer (Registration/Certification): Address: fe^ ^lOTZ^ City/State/Zip Code: ^^X^V CAr Phone Number: ^<:^ - J$3^ "^30 Name of Owner/Owner'sAgent: T^l/VK^A ^*^S^^^<//^ " "BviaM Vkrvi&l \ Address: B^. '^[CTJTJ^ City/State/Zip Code: Phone Number: (^5?" ^^Tf -t?7 3^ Name of Emergency Contact: '^YltidA ^^hfr*/-^)^ (during construction) Address: 1-S>^ -^dA ^(07X-r City/State/Zip Code: _ Phone Number: ^SfS^^" :^4'~^Bc? Pagel of 10 Tier 2 Site Assessment Form 3/24/08 Site and Construction Activity Description: Construction Start Date: \"7y^^0 End Date: /y-^l— If work begins in rainy season or extends into rainy season, explain how project work can be scheduled can be altered to avoid rainy season Impacts or to lessen exposure of site during rainy season: fSt^A^fz^cAz^ tA^tli V-^^ C^^l/*^ [jJtSexhAcC r^Psrk Grading Quantities: Cut: CY; Fill: ^7-^ CY; Import: ^§^^_CY; Export: 0^ CY (jA^ ^l^^ "feP ^*^WU^t^»^^f^=^4>'SU>^^^ Any Stockpile Proposed? (Ag*? If yes, then estimate quantity: CY Estimated duration of stockpile: Months Soils types: g^^M^^xA^ />(/i^^. Does site contain a preponderance of soils with USDA-NRCS erosion factor kf greater than or equal to 0.4? t/^ Is a staging area proposed (yes/no)? If yes, then where is it located? /nA' 4?^? '|::fev4t<W *>fVc- IA^^^XJT- Is concrete washout required (yes/no)? CVgg?- Where is it located? )A£^iLV^ Any existing site contamination (yes/no)? WO Where is it located? • Any vehicle storage, maintenance or fueling area proposed (yes/no)? >VC? Where is it located? lA^ Any de-watering operation proposed (yes/no)? Where is it located? \/\.t^ Any other special operations proposed that may impair water quality (yes/no)? I/IO What and where? *M Page2 of 10 Tier 2 Site Assessment Form 3/24/08 Watershed Basin project drains to: • Buena Vista Lagoon • Agua Hedionda Lagoon (/)0^iS ' Creek 0^ Batiquitos Lagoon • Pacific Ocean Is project drainage tributary to a CWA section 303(d) listed water body impaired for sediment (includes Buena Vista and Agua Hedionda Lagoons) (yes/no): ^^.J^Q Ifyes, describe additional controls that will be used on project site to mitigate for sediment impairments (if any): Is project inside or within 200 feet of an Environmentally Sensitive Area (yes/no): top If yes, describe additional controls that will be used on project site to mitigate for potential storm water impacts (if any): Are any agency permits required (yes/no)? f^Q Check off permit types required: • Army Corps 404 permit • Regional Board Water Quality 401 Certification • Coastal Commission Certification • U.S. Fish and Wildlife Section 7 • Fish and Game Stream Alteration Agreement • Other list: Page3ofl0 Tier 2 Site Assessment Form 3/24/08 List materials that will be used on construction site and their handling and storage requirements Material Characteristics/Toxicity Handling requirements If any toxic or hazardous mfitcfials are proposed, then a spill prevention plan is required. Is a spill prevention plan ceejtnred (yes/no)? If yes, attaeh^ill prevention plan. Perceived Threat to Storm Water Quality rating: Using the Construction Threat Assessment Worksheet (attached as Appendix C to Section 3 (Construction SWPPP Standards and Requirements) of the City Storm Water Standards Manual, determine the projects Perceived Threat to Storm Water Quality rating. The Construction Threat to Storm Water Quality rating for this project is: •^gh • Medium Signature of Plan Preparer: Signature! Print Name Dat.:j2S:^% Title: /Vivi,\t=/J^ Attac^ents: M Storm Water Compliance Form - Tier 2 • Spill Prevention Plan • Hydrology and/or hydraulic study • Soiis and/or geotechnical report(s) • Other. List: Page4 of 10 Tier 2 Site Assessment Form 3/24/08 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMPs for the proposed project. Review the list of potential site construction activities and site conditions described along the left hand column of each sheet. Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top of the form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(s). All structural (physical facility) BMP's should be shown on the site plan in the Construction SWPPP drawing set. Any proposed no-structural BMP should be noted in the Special Notes on the Construction SWPPP drawing set. Pages of 10 Tier 2 Site Assessment Form 3/24/08 Erosion Control BIVIPs Wind Erosion BMPs BMP Description Scheduling Presen/ation of Existinq Veqetation Hydraulic Mulch Hydroseeding Soil Binders Straw Mulch JGeotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Velocity Dissipation Slope Drains Streambank Stabilization Polyacrylamide Wind Erosion Control i CASQA Designation Construction Activity or Site Condition EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 EC-10 EC-11 EC-12 EC-13 WE-1 Cleared Areas K Flat pad graded areas ><r. Graded slope areas X * Trenching/Excavation Stockpiling V Drilling/Boring K Conduit/Pipe Installation X Substructure/Pad Installation Staging Area X Existing onsite vegetated areas Drainage flow onto site ' X Drainage flows off of site y Drainage at top of slope Other (list): Page6 of 10 Tier 2 Site Assessment Form 3/24/08 Sediment Control BMPs BMP Description -> Silt Fence Sediment Basin Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuumina Sandbag Barrier Straw Bale Bamer Storni Drain Inlet Protection Chemical Treatment CASQA Designation Construction Activity Or Site Condition SE-1 SE-2 SE-3 ill CO SE-5 SE-6 SE-7 SE-8 SE-9 SE-10 SE-11 Cleared Areas Flat pad graded areas Graded slope areas Trenching/Excavation Stockpiling >< Drilling/Boring X. Conduit/Pipe Installation ><: Substructure/Pad Installation X Paving Staging Area Existing onsite vegetated areas Drainage flow onto site >< Drainage flows off of site Drainage at top of slope Other (list): Page7 of 10 Tier 2 Site Assessment Form 3/24/08 Tracking Control BMPs BMP Description -> stabilized Construction Ingress/Egress stabilized Construcion Roadway Ingress/Egress Tire Wash CASQA Designation -> Construction Activity V TR-1 TR-2 TR-3 Site Access point(s) >< staging area access point(s) >^ Maintenance access roads to BMPs X Other (list): Pages of 10 Tier 2 Site Assessment Form 3/24/08 Non-Storm Water Management BMPs BMP Description -> Water Conservation Practices Dewatering Operations Paving and Grinding Operations Temporary Stream Crossing Clear Water Diversion Illidt Connection/Discharge Potable Water/lmgation Vehide and Equipment Cleaning Vehide and Equipment Fueling Vehide and Equipment Maintenance Pile Driving Operations Concrete Curing Conaete Finishing Material and Equipment Use Demolition Adjacent to Water Temporary Batch Plants CASQA Designation -> Construction Activity & Site Conditions CO z z CO CO z CO z 1 CO z «? CO z 1 CO z CO z CO z NS-10 NS-11 NS-12 NS-13 NS-14 NS-15 NS-16 Landscaping & Irrigation >< Drilling/Boring Concrete/Asphalt Sawcutting • Concrete flatwork Paving ,1 Wire, Cable & Connector Installation X Site Housekeeping Staging Area Equipment Maintenance and Fueling X Hazardous Substance Management Dewatering steam crossing Material delivery Solid waste handling including trash and debris removal X Concrete or stucco work V Other (list): > Page9 of 10 Tier 2 Site Assessment Form 3/24/08 Waste Management and Materials Pollution Control BMPs BMP Description -> Material Delivery and Storage Material Use Stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/ Septic Waste Management Liquid Waste Management CASQA Designation -> Construction Activity And Site Conditions WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-7 WM-8 WM-9 WM-10 Landscaping & Irrigation Drilling/Boring Concrete/Asphalt Sawcutting >< Concrete flatwork Paving Wire, Cable & Connector Installation Site Housekeeping Staging Area Equipment Maintenance and Fueling Hazardous Substance Management Dewatering Steam crossing Material delivery Solid waste handling including trash and debris removal X Concrete or stucco work Temporary porta-potties Other (list): PagelOof 10 Tier 2 Site Assessment Form 3/24/08 Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level Project Storm Water Threat Assessment Criteria^ Construction SWPPP Tier Level Significant Threat Assessment Criteria • My project includes clearing, grading or other disturbances to the ground resulting in soii disturbance totaling one or more acres including any associated construction Staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; or, • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas; or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter \ 15.16 of the Carlsbad Municipal Code); or, 31 Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, reftieling and maintenance areas and project meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, Q • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage charmel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). Low Threat Assessment Criteria • My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (see City's list of Permit Types Exempt from Construction SWPPP requirements) and project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roofing, saw cutting, equipment washing, material st(x;kpiling, vehicle fueling, waste stockpiling) Tier 3 Tier 1 No Threat Project Assessment Criteria • My project is in a category of permit types exempt from City Construction SWPPP requirements (see City's list of Permit Types Exempt from Construction SWPPP requirements) and/or does not meet any of the High, Moderate or Low Threat criteria described above. Exempt * The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted in the opinion of the City Engineer Construc:tion SWPPP Standards and Requirements 3/24/2008 Construction Threat Assessment Worksheet for Determination of a Project's Perceived Threat to Storm Water Quality Construction SWPPP Tier Level Construction Threat Assessment Criteria'* Perceived Threat to Storm Water Quality Tiers Tier 3 - Hiah Construction Threat Assessment Criteria • Project site is 50 acres or more and grading will occur during the rainy season • Project site is 1 acre or more in size and is lcx;ated within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is mcxierately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tier 3 - Medium Construction Threat Assessment Criteria All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 Tier 2 High Construction Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils \ vnth USDA-NRCS Erosion fectors kf greater than or equal to 0.4) ^ Site slope is 5 to 1 or steeper al Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance ^^^'^-^ Tier 2 - Medium Construction Threat Assessment Criteria • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier 1 Tier 1 - Medium Inspection Threat Assessment Criteria Q Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tier 1 - Low Insnection Threat Assessment Criteria Low a All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - Not Applicable -Exempt •* The City Engineer may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the City Engineer Construction SWPPP Standards and Requirements 3/24/2008 «!•> ^ CITY CARLSBAD O F STORM WATER COMPLIANCE FORM - TIER 2 CONSTRUCTION SWPPP E-30 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov / I am applying to the City of Carisbad for one or more of the following type of construction permit(s): 0^Grading Permit [BBuilding Permit • Right-of-Way Permit My project does not meet any of the foliowing criteria for a project that poses a significant threat to storm water quality: ^ My project does not include clearing, grading or other ground disturbances resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and. My project is not part of a phased development plan that will cumulatively result In soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and. My project is not located inside or within 200 feet of an environmentally sensitive area and will not have a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water dlscharge(s). My project requires preparation and approval of a Tier 2 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a moderate threat to storm water quality: • My project requires a grading plan pursuant to the Cadsbad Grading Ordinance (Chapter 15.16 ofthe Carisbad Municipal Code); and/or. My Project will result In 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and, my project meets one or more of the following additional criteria: • Project is located within 200 feet of an environmentally sensitive area or the Pacific Ocean; • Project's disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; • Project's disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • Project will be initiated during the rainy season or wiil extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 2 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Address: ^ Assessor's Parcel Number(s): Applicant Name'^^j^ J^^fjfj^.^^ Applicant Title: hrc\/^\^Jr --A*l Dllcant Signature: Date: This Box for City Use Only City Concurrence: Yes No By. Date. Project ID. E-30 Page 1 of 1 REV 8/12/09 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov INSTRUCTIONS: This questionnaire must be completed by applicant in advance of submitting for a development application (subdivision and land use planning approvals and construction permits). The results of the questionnaire determine the level of stornn water pollution prevention standards applied to a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. A staff determination that the development application is subject to more stringent storm water standards than initially assessed by the applicant, will result in the return of the development application as incomplete. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Engineering Department Development Services staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Construction Activity Storm Water Standards Questionnaire. To address pollutants that may be generated from new development, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design, which are described in Secfion 2 of the city's Storm Water Standards Manual This questionnaire should be used to categorize new development and significant redevelopment projects as priority or non-priority, to determine what level of storm water standards are required or if the project is exempt. 1. Is your project a significant redevelopment? Definition: Significant redevelopment is defined as the creation or addition of at least 5,000 square feet of impervious surface on an already developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil dunng construction. Note: If the Significant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Section F.l.b. (2)(c) applies only to the addition, and not to the entire development. 2. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. 3. If your project IS NOT considered significant redevelopment, then please proceed to Section 1. E-34 Page 1 of 3 REV 8/12/09 ^ CITY O F CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: YES NO 1. Home subdivision of 100 units or more. Includes SFD, MFD, Condominium and Apartments 2. Residential development of 10 units or more. Includes SFD, MFD, Condominium and Apartments 3. Commercial and industrial development areater than 100.000 sauare feet inciudina parkina areas. Any development on private land that Is not for heavy Industrial or residential uses. Example: Hospitals, Hotels, Recreational Facilities, Shopping Malls, etc. 4. Heavv Industrial /Industn/ areater than 1 acre (NEED SIC CODES FOR PERMIT BUSINESS TYPES) SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 5. Automotive repair shop. SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 6. A New Restaurant where the land area of develooment is 5.000 sauare feet or more inciudina parkina areas. SIC code 5812 7. Hillside development (1) greater than 5,000 square feet of Impervious surface area and (2) development will grade on any natural slope that Is 25% or greater 8. Environmentallv Sensitive Area (ESA). Impervious surface of 2,500 square feet or more located within, "directly adjacent"^ to (within 200 feet), or "discharging directly to"' receiving water within the ESA^ 9. Parkina lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff \Z 10. Retail Gasoline Outlets - servina more than 100 vehicles per dav. Serving more than 100 vehicles per day and greater than 5,000 square feet 11. Streets, roads, hiahwavs. and freewavs. Project would create a new paved surface that is 5,000 square feet or greater. 12. Coastal Development Zone. Within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases Impermeable surface on property by more than 10%. 1 ESA (Environmentally Sensitive Areas) Include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the F^RE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Dlego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Dlego; and any other equivalent environmentally sensitive areas which have been identified by the co-permittees. 2 "Directly adjacent" means situated within 200 feet of the environmentally sensitive area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. Section 1 Results: If you answered YES to ANY of the questions above you have a PRIORITY project and PRIORITY project requirements DO apply. A Storm Water Management Plan, prepared In accordance with City Storm Water Standards, must be submitted at time of application. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3. If you answered NO to ALL of the questions above, then you are a NON-PRIORITY project and STANDARD requirements apply. Please check the "DOES NOT MEET PRIORITY REQUIREMENTS" box in Section 3. E-34 Page 2 of 3 REV 8/12/09 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPMENT: YES NO 1. If the existing development was constructed today, would It qualify as a priority project? (Priority projects are defined in Section 1) If you answered YES, please proceed to question 2. If you answered NO, then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY REQUIREMENTS" box In Section 3 below. 2. Is ttlS.ero[ect solely limited to one of the following: a. TrencRirijr^nd-fesurfacing associated with utility work? ""'^ b. Resurfacing and reconfiguring^xisTtng-surfacsjail^^ c. New sidewalk constructiflDr-pedesfiian ramps, or blkelariBTjn-putjlicjnd/or private existing roads? d. ^ReplacemenfoTexisfing damaged pavement? — If you answered NO to ALL of the questions, then proceed to Question 3. " ' * If you answered YES to ONE OR MORE of the questions then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY REQUIREMENTS" box In Section 3 below. 3. WIII the development create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development, or be located within 200 feet ofthe Pacific Ocean and (1) create more than 2500 square feet of Impermeable surface or (2) increase Impermeable surface on property by more than 10%? s If you answered YES, you ARE a significant redevelopment and you ARE subject to PRIORITY project requirements. Please check the "MEETS WITH REQUIREMENTS" box In Section 3 below. If you answered NO, you ARE NOT a significant redevelopment, and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the DOES NOT MEET PRIORITY REQUIREMENTS" box in Section 3 below. SECTION 3 Questionnaire Results: • 03^ MY PROJECT MEETS PRIORITY REQUIREMENTS. MUST COMPLY WITH PRIORITY PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENT PLAN FOR SUBMITTAL AT TIME OF APPLICATION. MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS. Address: Assessor's Parcel Number(s): Applicant Name: T^istwMl'^^^MMj' Applicant Tifle: Aippttts -< jnt ignature: -^"M—- Date: This Box for City Use Onl] City Concurrence: By; Date; Project ID; E-34 Page 3 of 3 REV 8/12/09 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 09-1539 Address 2647 Marmol Ct Planner Chris Sexton Phone (760) 602- 4624 APN: 215-491-02 Type of Project & Use: str Net Project Densitv: 1.0 DU/AC Zoning: R^l General Plan: RL Facilities Management Zone: 6 CFD (in/out) #_Date of participation: Remaining net dev acres: CN CO Circle One (For non-residential development: Type of land used created by this permit: ) m ra • • • • • • • • Legend: ^ Item Complete • Item Incomplete - Needs your action Environmental Review Required: YES • NO |EI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES • NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO EH CA Coastal Commission Authority? YES • NO D If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES 0'^NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES IE NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site P5an: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines Kl • • 1. Applicability: YES • NO K • • • 2. Project complies: YES • NOO • • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20: Shown 20' Required io: Shown 10' Required Shown _ Required 20; Required Shown 20' Shown 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: 4. Height: Required Required Required, Required Required Shown Shown Shown Shown Shown Required <40% Shown 2rf */• Required <35' Shown • • 5. Parking: Spaces Required 2 Shown 4 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Repijiired Shown Additional Comments 1) Additi'onal stoves/ovens are not allowed in a single-family residence^ther than the stove/oven that serves the residence. 2) A Biologv letter needs to be submitted!-^) How ^^^tall are retaining walls? Please provide top of wall and bottom of wall measurements. 4) Please show height of elevations from existing and finished grade. 5) Please show the elevations of each building elevations on the plans. 6) Please provide the lot coverage on the plans.ol^ '^)25j^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER^ DATE 5 ^ '' *^ ' ** ^ H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 BLDG. DEPT COPY Carlsbad Fire Department Plan Review Requirements Category: RESDNTL, SFD / Date of Report: 10-08-2009 Reviewed by: i^y^^J^^' Name: BRL\N DARNELL Address: Permit #: CB091539 Job Name: PADILLA: 8105 SF LV/1521 SFGAR Job Address: 2647 MARMOL CT CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office carmot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003679 [MET] Any stucture exceeding 5000 square feet require fire sprinklers. Please indicate fire sprinklers on plans. Entry: 10/08/2009 By: df /Action: AP Carlsbad Fire Department BLDG. DEPT COP^' Plan Review Requirements Category: RESDNTL , SFD Date ofReport: 12-08-2009 Reviewed by: Name: BRIAN DARNELL Address: Permit #:CB091539 Job Name: PADILLA: 8105 SF LV/1521 SFGAR Job Address: 2647 MARMOL CT CBAD a^^Bf^^^^^Sa^^^^S^m^ecompliance with the a^li^^ble'^^^^^^^^ftiji^iease revi all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this oflBce for review and approval. Conditions: carefully Cond: CON0003679 [MET] An' 5000"squafeTeeffequire fife spriiikTers. Please iiidicate fire sprinklers on Entry: 10/08/2009 By: df Action: AP Entry: 11/19/2009 By: d^gr Action: CO Cond: CON0003753 [ME^^^^^£|fl|^^S to indicate that Automatic Fire Sprinklers are required as part of djis project. InJHWHWPHPatenotes indicating that this project shall include Automatic Fire Sprinklers. Provide an NFPA 13D automati arm'lTCOTomas system. Said^tem shall be installed in occupancies Entry: 11/19/2009 By: df gr Action: CO Entry: 12/08/2009 By: GR Action: AP -PROVED AS SUBMITTB ^SRiSiADFir" ^^"^ ,0 Carlsbad Fire Department BUILOING Plan Review Requirements Category: RESDNTL , SFD Date ofReport: 11-19-2009 Reviewed by: Name: BRIAN DARNELL Address: Permit #: CB091539 JobName: PADILLA: 8105 SF LV/1521 SFGAR Job Address: 2647 MARMOL CT CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office camiot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003679 [MET] Any stucture exceeding 5000 square feet require fire sprinklers. Please indicate fire sprinklers on plans. Entry: 10/08/2009 By: df Action: AP Entry: 11/19/2009 By: df gr Action: CO Cond: CON0003753 [NOT MET] REVISE PLANS to indicate that Automatic Fire Sprinklers are required as part of this project. Include the appropriate notes indicating that this project shall include Automatic Fire Sprinklers. Provide an NFPA 13D automatic fire sprinkler system. Said system shall be installed in occupancies and locations as set forth in the Califomia Building Code and the Carlsbad Municipal Code. Entry: 11/19/2009 By: df/gr Action: CO (0 ES IS •>? t 8 S o I o Q 0) 8" Q. o •5 a ui i 1^ i o 1 Q O Q OQ 1 O => Vi is I. c ffi S coo <o<55 II II II <o W Q. Q OT D r- OT a> fc S Q. ffi .O) I I o 10 O c ffi E 8 JS Q. ID TJ T- C CO ca s ™ 52 > T I S 4) I *- sl CL Q. • £ O (0 a> S o O „ CL K < = to O 3 ~ ») s •t ffi ~ ffi ° o E f E •s r g 2 2 ^> s (D ts £ £ 5 ffi 9 (0 «^ O. O. Q. CO •a ffi •o •> S Q. c II) o = -5 1 8 •o o |8« (0 •O T3 B £ CO cs c lti » C o sf $ $ s $ s ll ,o "2 1 «S S o o CO cn 2 8 8 § § §"8811 i S 8 3 J •o -o 8 S > T3 CO ffi CO OT -r- ^'^'^ ra c (0 2 ffi •o CO O OT •D c CO >. •g o E •c T3 C CO ffi CM OT CO CA CO till $9 ffi $ ffi <l> ffi II s a «o w p: OT S Q. a T, OT O ffi ffi ffi ffi 0) 4) ffi ffi ffi CO §cO S ro ? 'S ffi Q. T3 TJ -I OT CD (D <U O CO c in ffi ^ <B OT OT ^ ^1 6u!ueja euMseujBug .sjsmo c ffi E E o O .2 ts ffi OT t^OOO)mcOI^COO>OCMCO^U>CDI--000>0"r-tNCO^lO<OI^Cg<J>0^tNI !i::^^^nnnco^^'^^^M'^^r'«>o>oioinif>u)ioiniAiocococo X3 ro a. r- o ra D. E UJ 7^- O CO -J^ cn <= o cr 2! tu IT Ui H D UJ AS / •7 « d CAit^/ C UJT^U PADILLA FB-24 BeattiCtiek v2009 licetised to: Villa & Cornpatiy Reg # 3039-67053 GRID E7 SUPPORT Date: 10/24/09 •S o o Selection 3-1/2x16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.3 in* R2= 16.7 in* (1.5) DL Defl= 0.65 in Data Beam Span 15.0 ft Reaction 1 LL 405 # Reaction 2 LL 405 # Beam Wt per ft 17.5 # Reaction 1 TL 3416# Reaction 2 TL 10840# Bm Wt Included 263 # Maximum V 10840* Max Moment 32131 '# Max V(Reduced) 10672# TL Max Defl L/240 TL Actual Defl L/267 LL Max Defl L/360 LL Actual Defl L/>1000 Atbibutes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 149.33 56.00 0.68 0.03 Critical 103.22 41.50 0.75 0.50 Status OK OK OK OK Ratio 69% 74% 90% 5% Fb (psi) Fv (psi) E (psi x mil) Fc± (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3736 386 2.0 650 Adiustments CF Size Factor 0.969 Cd Duration 1.33 1.33 Or Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 54 Uniform TL: 108 = A Point TL Distance B =12373 12.0 Pt loads: Uniform Load A Z\ ZS Rl = 3416 R2 = 10840 SPAN == 15 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes E7 SEISMIC + FB-10 DEAD ONLY = 12373# PADILLA FB-24 BeamCtiek v2009 licensed to: Villa & Cotnpany Reg # 5039-67053 GRID E7 SUPPORT Date: 10/24/09 B o Selection 3-1/2X16 2.0E TJ Paialiam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.3 in*R2= 16.7 in* (1.5) DL Defl= 0.65 in Data Beam Span 15.0 ft Reaction 1 LL 405 # Reaction 2 LL 405 # Beam Wt per ft 17.5 # Reaction 1 TL 3416 # Reaction 2 TL 10840# Bm Wt Included 263 # Maximum V 10840# Max Moment 32131 '# Max V (Reduced) 10672# TL Max Defl L/240 TL Actual Defl L/267 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LLDefl Actual 149.33 56.00 0.68 0.03 Criticai 103.22 41.50 0.75 0.50 Status OK OK OK OK Ratio 69% 74% 90% 5% Fb(psi) Fv (psi) E (psi x mil) Fcj. (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3736 386 2.0 650 Adiustments CF Size Factor 0.969 Cd Duration 1.33 1.33 Or Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 54 Uniform TL: 108 = A Point TL Distance B = 12373 12.0 Pt loads: Unifomn Load A ZS Rl = 3416 R2 = 10840 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes E7 SEISMIC + FB-10 DEAD ONLY = 12373# BeamChek v2009 licensed to: Villa & Conipany Reg # 3039-67053 PADILLA FB-23 GRID 4A SUPPORT Date: 10/24/09 Selection 2-11/16X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.4 in= R2= 6.3 in* (1.5) DL Defl= 0.21 in Data Beam Span 11.5 ft Reaction 1 LL 311,# Reaction 2 LL 311 # Beam Wt per ft 13.44 # Reaction 1 TL 2185 # Reaction 2 TL 4097* Bm Wt Included 156 # Maximum V 4097 # Max Moment 13619 "# Max V (Reduced) 3935 # TL Max Defl L/240 TL Actual Defl L/637 LL Max Defl L/360 LL Actual Defl L/>1000 Atttibutes Section (in') Shear (in*) TL Defl (in) LL Defl Actual 114.67 43.00 0.22 0.01 Critical 43.75 15.30 0.58 0.38 Status OK OK OK OK Ratio 38% 36% 38% 3% Fb (psi) Fv (psi) E (psi X mil) Fc± (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3736 386 2.0 650 Adiustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 0.969 1.33 1.00 1.33 N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 54 Unifomi TL: 108 = A Point TL Distance B = 4885 8.0 Pt loads: Unifonm Load A ZS ZS R1=2185 R2 = 4097 SPAN = 11.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA FB-23 GRID 4A SUPPORT Date: 10/24/09 Selection 2-11/16X16 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.4in-' R2= 6.3 in* (1.6) DL Defl= 0.21 in Data Beam Span 11.5 ft Reaction 1 LL 311,# Reaction 2 LL 311 # Beam Wt per ft 13.44 # Reaction 1 TL 2185 # Reaction 2 TL 4097 # Bm Wt included 155 # Maximum V 4097 # Max Moment 13619 •# Max V (Reduced) 3935 # TL Max Defl L/240 TL Actual Defl L/637 LL Max Defl L/360 LL Actual Oefl L/>1000 Attributes Section (in") Shear (in*) TL Defl (in) LL Defl Actual 114.67 43.00 0.22 0.01 Critical 43.75 15.30 0.58 0.38 Status OK OK OK OK Ratio 38% 36% 38% 3% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3736 386 2.0 650 Adiustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 0.969 1.33 1.00 1.33 N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 54 Uniform TL: 108 = A Point TL Distance B = 4885 8.0 Pt loads: Uniform Load A Zs Zs R1=2185 R2 = 4097 SPAN = 11.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA I-B-4A GRID A SUPPORT Date: 10/24/09 Selection 7x 14 2.0E TJ Paraliam W.S. PSL Lu = 0.0 Ft Condftions NDS 2005 Min Bearing Area R1= 8.9 in' R2= 5.7 in* (1.5) DL Defl= 0.77 in D^ta Beam Span 18.5 ft Reaction 1 LL 500 # Reaction 2 LL 500 # Beam Wt per ft 30.63 # Reaction 1 TL 5758 # Reaction 2 TL 3707 # Bm Wt Included 567 # Maximum V 5758 # Max Moment 34495 •# Max V (Reduced) 5596 # TL Max Defl L/240 TL Actual Defl L/273 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LL Defl Actual 228.67 98.00 0.81 0.04 Critical 109.17 21.76 0.93 0.62 Status OK OK OK OK Ratio 48% 22% 88% 7% Fb (psi) Fv (psi) E (psi x mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adiusted Values 3792 386 2.0 650 Adiustments CF Size Factor 0.983 Cd Duration 1.33 1.33 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Ci Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 54 Uniform TL: 108 = A Point TL Distance 8 = 6900 6.6 Pt loads: Uniform Load A Zs ZS R1 = 5758 R2 = 3707 SPAN = 18.6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Villa & Company Reg # 3039-67053 PADILLA FB-4A GRID A SUPPORT Date: 10/24/09 Selection 7x 14 2.0E TJ Paraliam W.S. PSL Lu=O.OFt Conditions NDS 2005 Min Bearing Area R1=8.9 in= ' R2=5.7in* (1.5)DLDefl= 0.77 in D^ta Beam Span 18.5 ft Reaction 1 LL 500 # Reaction 2 LL 500 # Beam Wt per ft 30.63 # Reaction 1 TL 5758 # Reaction 2 TL 3707 # Bm Wt Included 567 # Maximum V 5758 # Max Moment 34495 •# Max V (Reduced) 5596 # TL Max Defl L/240 TL Actual Defl L/273 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in*) Shear (in*) TL Defl (in) LL Defl Actual 228.67 98.00 0.81 0.04 Critical 109.17 21.76 0.93 0.62 Status OK OK OK OK Ratio 48% 22% 88% 7% Fb (psi) Fv (psi) E (psi X mil) FcX (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 3792 386 2.0 650 Adiustments GF Size Factor Cd Duration Cr Repetitive Ch Shear Stress 0.983 1.33 1.00 1.33 N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 54 Uniform TL: 108 = A Point TL Distance B = 6900 6.6 Pt loads: Uniform Load A Zs ZS Rl = 6768 R2 = 3707 SPAN = 18.6 FT Uniform and partial unifonn loads are Ibs per lineal ft. Company Designer Job Number Mark E. Deardorff, Structural Enlngeer MED 09006-000 F04 October 24, 2009 Checked By: Sketch XL ... / —\\ 2.25 ft A 4J If) eg D 12 in 5.5 ft •P in in c c Details D #4@5.9 in 4J in in #4@5.9 in c 5.5 ft Bottom Rebar Plan Geometrv, Materials and Criteria 4or Footing Elevation Length :5.5 ft eX :0 in Gross Allow. Bearing : 1500 psf (gross) Steel fy :60 ksi Width :5.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :18 in pX :12in Concrete f c : 3 ksi Maximum Steel : .0075 Height :0 in pZ :12in Design Code :ACI 318-05 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Overturning Safety Factor CoefRcient of Friction Passive Resistance of Soil 1.5 0.3 0 k Phi for Flexure Phi for Shear Phi for Bearing 0.9 0.75 0.65 Loads DL LL P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) C )verburden (psf) 9.152 100 1 21.12 +Vx +Vz iJ+Mx D C D C +Over A D RISAFoot Version 3.0 [C:\...\...\...\...\F04.rft] Page 1 Company Designer Job Number Mark E. Deardorff, Structural Enlngeer MED 09006-000 F04 October 24, 2009 Checked By: Soil Bearing Description ASCE 2:4:1-1 ASCE 2.4.1-2 ASCE 2.4.1-3a ASCE 2.4.1-3b ASCE 2.4.1-3c ASCE 2.4.1-3d ASCE 2.4.1-4 ASCE 2.4.1-5 Categories and Factors IDL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL 1DL+.75LL+.7EL .6DL+1WL .6DL+.7EL Gross /\ilow.(psf) Max Bearing (psf) Max/Allowable Ratio 1500 1500 1500 1500 1500 1500 1500 1500 620.045 (A) 1318.23 (A) 620.045 (A) 620.045 (A) 1143.68 (A) 1143.68 (A) 372.027 (A) 372.027 (A) IDL QA: QB: QC: QD: NAZ: NAX: 1DL+1LL 620.045 psf 620.045 psf 620.045 psf 620.045 psf -1 in -1 in QA: QB QC QD NAZ: NAX: 1318.23 psf 1318.23 psf 1318.23 psf 1318.23 psf -1 in -1 in 1DL+1WL QA: 620.045 psf QB: 620.045 psf QC: 620.045 psf QD: 620.045 psf NAZ: -1 in N/\X:-1 in 1DL+.7EL QA: 620.045 psf QB: 620.045 psf QC: 620.045 psf QD: 620.045 psf NAZ:-1 in NAX:-1 in 1DL+.75LL+.7EL QA: QB: QC QD NAX: 1143.68 psf 1143.68 psf 1143.68 psf 1143.68 psf -1 in -1 in B 372.027 psf 372.027 psf 372.027 psf 372.027 psf -1 in :-1 .6DL+.7EL QA: 372.027 psf QB: 372.027 psf QC: 372.027 psf QD: 372.027 psf NAZ: -1 in NAX: -1 in Footing Flexure Desian (Bottom Bars) .413 .879 .413 .413 .762 .762 .248 .248 1DL+.75LL+.75WL QA QB QC QD NAZ: N/\X 1143.68 psf 1143.68 psf 1143.68 psf 1143.68 psf -1 in :-1 in Mu-XX (k-ft) Z Dir As (in^) Mu-ZZ (k-ft) XDir As (in'') ACI-99 9-1 1.4DL+1.7LL 22.421 .35^ 22.421 .351 ACI-99 9-2 1.05DL+1.275LL+1.275WL 16.816 .263 16.816 .263 ACI-99 9-3 .9DL+1.3WL 3.791 .059 3.791 .059 IBC 16-5 1.2DL+1LL+1EL 14.774 .231 14.774 .231 IBC 16-6 .9DL+1EL 3.791 .059 3.791 .059 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F04.rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F04 October 24,2009 Checked By: Footing Shear Check Two Way (Punching) Vc: 327.812 k One Way (X Dir. Cut) Vc 103.027 k Punching Vu(k) Vu/eVc Description Categories and Factors One Way (Z Dir. Cut) Vc: X Dir. Cut Vu(k) Vu/0Vc \ 103.027 k ZDir Cut Vu/f:Vc ACI-99 9-1 1.4DL+1.7LL 41.01 .167 9.411 .122 9.411 .122 ACI-99 9-2 1.05DL+1.275LL+1.275WL 30.758 .125 7.058 .091 7.058 .091 ACI-99 9-3 .9DL+1.3WL 6.934 .028 1.591 .021 1.591 .021 IBC 16-5 1.2DL+1LL+1EL 27.024 6.202 .08 6.202 .08 IBC 16-6 .9DL+1EL 6.934 .028 1.591 .02r" 1.591 .021 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Onlv) Bearing Bc : 734.4 k Description Categories and Factors Bearing Bu (k) Bearing Bu/oBc ACI-99 9-1 1.4DL+1.7LL 62.163 .13 ACI-99 9-2 1.05DL+1.275LL+1.275WL 46.622 .098 ACI-99 9-3 .9DL+1.3WL 16.881 .035 IBC 16-5 1.2DL+1LL+1EL 43.628 .091 IBC 16-6 .9DL+1EL 16.881 .035 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Sen/ice) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 IDL 0 51.58 0 51.58 INA NA ASCE 2.4.1-2 1DL+1LL 0 109.66 0 109.66 NA NA ASCE 2.4.1-3a 1DL+1WL 0 51.58 0 51.58 1 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 51.58 0 51.58 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 95.14 0 95.14 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 95.14 0 95.14 NA NA ASCE 2.4.1-4 .6DL+1WL 0 30.948 0 30.948 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 30.948 0 30.948 NA Sm Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 IDL 0 5.597 ^ 0 5.597 NA NA ASCE 2.4.1-2 1DL+1LL 0 11.933 0 11.933 NA NA ASCE 2.4.1-3a 1DL+1WL 0 5.597 0 5.597 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 5.597 0 5.597 NA NA ASCE 2.4.1-3c ^1DL+.75LL+.75WL 0 10.349 0 10.349 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 10.349 0 10.349 NA NA ASCE 2.4.1-4 .6DL+1WL 0 3.358 0 3.358 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 3.358 0 3.358 NA NA Va-XX: /Applied Lateral Force to Cause Sliding Along XX Ax\s Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\...\...\...\...\F04.rft] Page 3 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 FOS October 24, 2009 Checked By: Sketch ..n_ z/J V-— —™ J Details 3.5 ft A t3 \X 7r #4@5.83 in in #4@5.83 in Footing Elevation 3.5 ft Bottom Rebar Plan Geometrv, Materials and Criteria Length :3.5 ft eX :0 in Gross Allow. Bearing : 1500 psf (gross) Steel fy :60 ksi Width :3.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :18 in pX ;12in Concrete fc :3 ksi Maximum Steel :.0075 Height :0 in pZ :12in Design Code :ACI 318-05 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor : 1.5 Coefficient of Friction : 0.3 Passive Resistance of Soil : 0 k Phi for Flexure Phi for Shear Phi for Bearing 0.9 0.75 0.65 P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL 4.16 100 LL 9.6 i—13 1 ^+Mx •Si-^Mz +Over A D D C D C A D RISAFoot Version 3.0 [C:\...\...\...\...\F05.rft] Page 1 , 'J,: Company (( Designer Job Number Mark E. Deardorff, Structurai Eningeer MED 09006-000 FOS October 24, 2009 Checked By: So/7 Bearing ASCE 2.4.1-1 IDL r 1500 657.092 (A) .438 ASCE 2.4.1-2 1DL+1LL 1500 1440.77(A) .961 ASCE 2.4.1-3a 1DL+1WL 1500 657.092 (A) .438 ASCE 2.4.1-3b 1DL+.7EL 1500 657.092 (A) .438 ASCE 2.4.1-3c 1DL+.75LL+.75WL 1500 1244.85 (A) .83 ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1244.85 (A) .83 ASCE 2.4.1-4 .6DL+1WL 1500 394.255 (A) .263 ASCE 2.4.1-5 .6DL+.7EL 1500 394.255 (A) .263 B IDL QA: QB: QC: QD: N/KZ. NAX:-1 in 1DL+1LL 657.092 psf 657.092 psf 657.092 psf 657.092 psf -1 in QA QB QC QD NAZ 1440.77 psf 1440.77 psf 1440.77 psf 1440.77 psf -1 in NAX:-1 in 1DL+1WL QA: 657.092 psf QB: 657.092 psf QC: 657.092 psf QD: 657.092 psf NAZ:-1 in N/\K: -1 in 1DL+.7EL QA: 657.092 psf QB: 657.092 psf QC: 657.092 psf QD: 657.092 psf N/\Z:-1 in NAX:-1 in 1DL+.75LL+.7EL QA: QB QC QD NAZ: N/\X 1244.85 psf 1244.85 psf 1244.85 psf 1244.85 psf : -1 in :-1 in .6DL+1WL QA: 394.255 psf 394.255 psf 394.255 psf 394.255 psf -1 in :-1 QB: QC: QD: NAZ: N/^X: in 394.255 psf 394.255 psf 394.255 psf 394.255 psf ;-1 in N/\X: -1 in Footing Flexure Design (Bottom Bars) 1DL+.75LL+.75WL QA QB QC QD NAZ: NAX: 1244.85 psf 1244.85 psf 1244.85 psf 1244.85 psf -1 in -1 in Description Categories and Factors Mu-XX (k-ft) ZDirAs(in^) Mu-ZZ (k-ft) XDirAs(in^) ACI-99 9-1 1.4DL+1.7LL 4.943 ,077 4.943 .077 ACI-99 9-2 1.05DL+1.275LL+1.275WL 3.707 .058 3.707 .058 ACI-99 9-3 .9DL+1.3WL .836 .013 .836 .013 IBC 16-5 1.2DL+1LL+1EL 3.257 .051 3.257 .051 IBC 16-6 .9DL+1EL .836 .013 .836 .013 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F05.rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 FOS October 24, 2009 Checked By: Footing Shear Check Two Way (Punching) Vc: 327.812 k One Way (X Dir. Cut) Vc 65.562 k One Way (Z Dir. Cut) Vc: 65.562 k Description ACI-99 9-1 ACI-99 9-2 ACI-99 9-3 Categories and Factors 1.4DL+1.7LL 1.05DL+1.275LL+1.275WL .9DL+1.3WL Punching Vu(k) Vu/cVc 13.494 10.12 2.281 .055 .041 .009 X Dir. Cut Vu(k) Vu/> .395 .297 .067 .008 Z Dir. Cut ;Vc Vu(k) Vu/>3Vc .006 .001 .395 .297 .067 .008 .006 .001 IBC 16-5 1.2DL+1LL+1EL 8.892 .036 .261 .005 .261 .005 IBC 16-6 .9DL+1EL 2.281 .009 .067 .001 .067 .001 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Onlv) Bearing Bc : 734.4 k ACI-99 9-1 1.4DL+1.7LL 27.589 .058 ACI-99 9-2 1.05DL+1.275LL+1.275WL 20.692 .043 ACI-99 9-3 .9DL+1.3WL 7.244 .015 IBC 16-5 1.2DL+1LL+1EL 19.259 .04 IBC 16-6 .9DL+1EL 7.244 .015 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description OSF-XX OSF-ZZ ASCE 2.4.1-1 IDL 0 14.086 ' 0 14.086 NA NA ASCE 2.4.1-2 1DL+1LL 0 30.886 0 ~i 30.886 NA NA ASCE 2.4.1-3a 1DL+1WL 0 14.086 0 14.086 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 14.086 0 14.086 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 26.686 0 26.686 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 26.686 ^ 0 26.686 NA NA ASCE 2.4.1-4 .6DL+1WL 0 8.452 0 8.452 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 8.452 0 8.452 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) ASCE 2.4.1-1 1DL 0 2.385 0 2.385 NA ^NA ASCE 2.4.1-2 1DL+1LL 0 5.265 0 5.265 NA NA ASCE 2.4.1-3a 1DL+1WL 0 2.385 0 2.385 NA NA ASCE 2.4.1-3b 1 DL+.7EL 0 2.385 0 2.385 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 4.545 0 4.545 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 4.545 0 4.545 NA NA ASCE 2.4.1-4 .6DL+1WL 0 1.431 0 1.431 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 1.431 0 1.431 NA NA Va-XX: /Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding /Mong XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\...\...\...\...\F05.rft] Page 3 ••-s-.^ Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F06 October 24, 2009 Checked By: Sketch ^S .J i Tj (CO) Details 8.5 ft #4@5.94 in in 00 a •H in <^ D a •rt Footing Elevation 0 #4@5.94 in 8.5 ft Bottom Rebar Plan Geometrv, Materials and Criteria Length :8.5 ft eX :0 in Gross Allow. Bearing : 1500 psf (gross) Steel fy :60 ksi Width :8.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :18 in pX :12in Concrete fc :3 ksi Maximum Steel : .0075 Height :0 in pZ :12in Design Code :ACI 318-05 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor : 1.5 Coefficient of Friction :0.3 Passive Resistance of Soil : 0 k Phi for Flexure Phi for Shear Phi for Bearing 0.9 0.75 0.65 P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL 29.95 100 LL 46.08 i+P ^ +Vx L.? 1 iiJ+Mx t^+Mz J _, +Over j 1 ^ +Vx L.? 1 A D D C D C A D RISAFoot Version 3.0 [C:\...\...\...\...\F06.rft] Page 1 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F06 October 24, 2009 Checked By: Soil Bearing ASCE 2.4.1-1 1DL 1500 732.033 (A) .488 ASCE 2.4.1-2 1DL+1LL 1500 1369.82 (A) .913 ASCE 2.4.1-3a 1DL+1WL 1500 732.033 (A) .488 ASCE 2.4.1-3b 1DL+.7EL 1500 732.033 (A) .488 ASCE 2.4.1-3c 1DL+.75LL+.75WL 1500 1210.37 (A) .807 ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1210.37 (A) .807 ASCE 2.4.1-4 .6DL+1WL 1500 439.22 (A) .293 ASCE 2.4.1-5 .6DL+.7EL 1500 439.22 (A) .293 Ratio 1DL QA: QB: QC: QD: NAZ: NAX: 732.033 psf 732.033 psf 732.033 psf 732.033 psf -1 in -1 in 1DL+.75LL+.7EL QA: 1210.37 psf QB: 1210.37 psf QC: 1210.37 psf QD: 1210.37 psf NAZ: -1 in NAX: -1 in 1DL+1LL QA: QB: QC: QD: NAZ: NAT.: 1369.82 psf 1369.82 psf 1369.82 psf 1369.82 psf -1 in -1 in 439.22 psf 439.22 psf 439.22 psf 439.22 psf :-1 in :-1 in Footing Flexure Design (Bottom Bars) 1DL+1WL QA QB QC QD NAZ:-1 N/\X:-1 732.033 psf 732.033 psf 732.033 psf 732.033 psf in in 439.22 psf 439.22 psf 439.22 psf 439.22 psf :-1 in :-1 in 1DL+.7EL QA: 732.033 psf QB: 732.033 psf QC: 732.033 psf QD: 732.033 psf NAZ:-1 in N/\X:-1 in 1DL+.75LL+.75WL OA QB QC QD NAZ: N/\X 1210.37 psf 1210.37 psf 1210.37 psf 1210.37 psf :-1 in :-1 in Description Categories and Factors Mu-XX (k-ft) ZDir As (in') Mu-ZZ (k-ft) X Dir As (in') ACI-99 9-1 1.4DL+1.7LL 99.485 1.571 99.485 1 .0 /1 ACI-99 9-2 1.05DL+1.275LL+1.275WL 74.614 1.175 74.614 1.175 ACI-99 9-3 .9DL+1.3WL 22.297 .349 22.297 .349 IBC 16-5 1.2DL+1LL+1EL 67.847 1.067 67.847 ^ 1.067 IBC 16-6 .9DL+1EL 22.297 .349 22.297 .349 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F06.rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Enlngeer MED 09006-000 F06 October 24, 2009 Checked By: Footing Shear Check Two Way (Punching) Vc: 327.812 k One Way (X Dir. Cut) Vc 159.223 k One Way (Z Dir. Cut) Vc: 159.223 k Description ACI-99 9-1 ACI-99 9-2 Categories and Factors 1.4DL+1.7LL 1.05DL+1.275LL+1.275WL Punching Vu(k) Vu/.cVc 112.301 84.226 .457 .343 X Dir. Cut Z Dir. Cut Vu(k) Vu/0Vc Vu(k) Vu/eVc 36.257 27.192 .304 .228 36.257 27.192 .304 .228 ACI-99 9-3 .9DL+1.3WL 25.17 .102 8.126 .068 8.126 .068 IBC 16-5 1.2DL+1LL+1EL 76.588 .312 24.727 .207 24.727 .207 IBC 16-6 .9DL+1EL 25.17 .102 8.126 .068 8.126 .068 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 734.4 k Description ACI-99 9-1 ACI-99 9-2 ACI-99 9-3 IBC 16-5 IBC 16-6 Categories and Factors 1.4DL+1.7LL 1.05DL+1.275LL+1.275WL .9DL+1.3WL 1.2DL+1LL+1EL .9DL+1EL Bearing Bu (k) 152.381 114.286 47.6 109.547 47.6 Bearing Bu/0Bc .319 .239 .229 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX ^k-ft) Ms-XX (jt^ft) Mo-ZZ (k-ft) ASCE 2.4.1-1 1DL \ 0 ' 224.78 0 ASCE 2.4.1-2 1DL+1LL 420.62 Ms-ZZ (k-ft) OSF-XX OSF-ZZ 224.78 420.62 NA NA NA NA ASCE 2.4.1-3a 1DL+1WL 224.78 224.78 NA NA ASCE 2.4.1-3b 1DL+.7EL 224.78 224.78 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL ASCE 2.4.1-3d 1DL+.75LL+.7EL 371.66 371.66 371.66 NA NA 371.66 NA NA ASCE 2.4.1-4 .6DL+1WL 134.868 134.868 NA NA ASCE 2.4.1-5 .6DL+.7EL 134.868 134.868 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 IDL 0 15.837 0 15.837 NA NA ASCE 2.4.1-2 1DL+1LL 0 29.661 0 29.661 NA NA ASCE 2.4.1-3a 1DL+1WL 0 15.837 0 15.837 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 15.837 0 15.837 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 26.205 0 26.205 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 26.205 0 26.205 NA NA ASCE 2.4.1-4 .6DL+1WL 0 9.502 0 9.502 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 9.502 0 9.502 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\...\...\...\...\F06.rft] Page 3 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F07 October 24, 2009 Checked By: Sketch i.J if \\ : 4 ft 00 H D Details B #4@5.86 in 4J IH #4@5.86 in 4 ft Bottom Rebar Plan Geometrv, Materials and Criteria X Footing Elevation Length :4ft eX :0 in Gross Allow. Bearing : 1500 psf (gross) Steel fy :60 ksi Width :4ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :18 in pX :12in Concrete fc : 3 ksi Maximum Steel :.0075 Height :0 in pZ :12in Design Code :ACI 318-05 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Overturning Safety Factor : 1.5 Coefficient of Friction : 0.3 Passive Resistance of Soil :0 k Phi for Flexure Phi for Shear Phi for Bearing 0.9 0.75 0.65 Loads DL LL P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) C )verburden (psf) 6.272 100 1 8.96 +p +Vx 'Eg „^+Mx ja , t.i+Mz A D +Over RISAFoot Version 3.0 [C:\...\...\...\...\F07.rft] Page 1 Company : Mark E. Deardorff, Structurai Eningeer Designer : MED Job Number: 09006-000 F07 October 24, 2009 Checked By: So/7 Bearing ASCE 2.4.1-1 IDL 1500 709.5 (A) .473 ASCE 2.4.1-2 1DL+1LL 1500 1269.5 (A) .846 ASCE 2.4.1-3a 1DL+1WL 1500 709.5 (A) .473 ASCE 2.4.1-3b 1DL+.7EL 1500 709.5 (A) .473 ASCE 2.4.1-3c 1DL+.75LL+.75WL 1500 1129.5(A) .753 ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1129.5(A) .753 ASCE 2.4.1-4 .6DL+1WL 1500 425.7 (A) .284 ASCE 2.4.1-5 .6DL+.7EL 1500 425.7 (A) .284 B IDL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL QA: 709.5 psf QA: 1269.5 psf QA: 709.5 psf QA: 709.5 psf QA: 1129.5 psf QB: 709.5 psf QB: 1269.5 psf QB: 709.5 psf QB: 709.5 psf QB: 1129.5 psf QC: 709.5 psf QC: 1269.5 psf QC: 709.5 psf QC: 709.5 psf QC: 1129.5 psf QD: 709.5 psf QD: 1269.5 psf QD: 709.5 psf QD: 709.5 psf QD: 1129.5 psf N/\Z: -1 in N/\Z: -1 in NAZ: -1 in NAZ:-1 in NAZ: -1 in NAX: -1 in NAX -1 in NAX:-1 in NAX:-1 in NAX:-1 in AH •••B AH ^HHB AHBHH|B 1DL+.75LL+.7EL QA: 1129.5 psf QB: 1129.5 psf QC: 1129.5 psf QD: 1129.5 psf NAZ: -1 in NAX:-1 in .6DL+1WL QA: 425.7 psf QB: 425.7 psf QC: 425.7 psf QD: 425.7 psf N/\Z:-1 in NAX•.-^ in Footing Flexure Desian (Bottom Bars) .6DL+.7EL QA: 425.7 psf QB: 425.7 psf QC: 425.7 psf QD: 425.7 psf N/\Z: -1 in NAX:-1 in ACI-99 9-1 1.4DL+1.7LL 6.754 .106 6.754 .106 ACI-99 9-2 1.05DL+1.275LL+1.275WL 5.065 .079 5.065 .079 ACI-99 9-3 .9DL+1.3WL 1.588 .025 1.588 .025 IBC 16-5 1.2DL+1LL+1EL 4.637 .072 4.637 .072 IBC 16-6 .9DL+1EL 1.588 .025 1.588 .025 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F07.rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F07 October 24, 2009 Checked By: Footmg Shear Check Twro Way (Punching) Vc: 327.812 k One Way (X Dir. Cut) Vc 74.928 k Description Categories and Factors Punching Vu/0Vc One Way (Z Dir. Cut) Vc: 74.928 k X Dir. Cut Z Dir. Cut Vu(k) Vu/0Vc Vu(k) Vu/g>Vc ACI-99 9-1 1.4DL+1.7LL 16.831 .068 1.876 .033 1.876 .033 ACI-99 9-2 1.05DL+1.275LL+1.275WL 12.623 .051 1.407 .025 1.407 .025 ACI-99 9-3 .9DL+1.3WL 3.957 .016 .441 .008 .441 .008 IBC 16-5 1.2DL+1LL+1EL 11.556 .047 1.288 .023 1.288 .023 IBC 16-6 1 .9DL+1EL 3.957 .016 .441 .008 .441 .008 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 734.4 k Description Categories and Factors Bearing Bu (k) Bearing Bu/0Bc ACI-99 9-1 1.4DL+1.7LL 31.125 .065 ACI-99 9-2 1.05DL+1.275LL+1.275WL 23.344 .049 ACI-99 9-3 .9DL+1.3WL 10.217 .021 IBC 16-5 1.2DL+1LL+1EL 22.582 .047 IBC 16-6 .9DL+1EL 10.217 .021 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 IDL 0 22.704 0 22.704 NA NA ASCE 2.4.1-2 1DL+1LL 0 40.624 0 40.624 NA NA ASCE 2.4.1-3a 1DL+1WL 0 22.704 0 22.704 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 22.704 0 22.704 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 36.144 0 36.144 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 36.144 0 36.144 NA NA ASCE 2.4.1-4 .6DL+1WL 0 13.622 0 13.622 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 13.622 0 13.622 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 IDL 0 3.376 0 3.376 NA NA ASCE 2.4.1-2 1DL+1LL 0 6.064 0 6.064 NA NA ASCE 2.4.1-3a 1DL+1WL 0 3.376 0 3.376 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 3.376 0 3.376 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 5.392 0 5.392 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 5.392 0 5.392 NA NA ASCE 2.4.1-4 .6DL+1WL 0 2.025 0 2.025 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 2.025 0 2.025 NA NA Va-XX: /Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\...\...\...\...\F07.rft] Page 3 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 FOB October 24,2009 Checked By: Sketch 1 S? Details 4 ft D B #4@5.86 in s^ z IH #4@5.86 in Footing Elevation 4 ft Bottom Rebar Plan Geometry, Materials and Criteria Length Width Thickness Height 4ft 4ft 18 in 0 in eX : 0 in eZ : 0 in pX :12in pZ :12in Gross /\llow. Bearing Concrete Weight Concrete f c Design Code 1500 psf (gross) 145 pcf 3 ksi ACI 318-05 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil 1.5 0.3 0 k Steel fy Minimum Steel Maximum Steel Phi for Flexure Phi for Shear Phi for Bearing 60 ksi .0018 .0075 0.9 0.75 0.65 DL LL P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) C )verburden (psf) 6.272 100 1 8.96 D C i^+Mx r"—I D C t:,+Mz A D +Over Company Designer Job Number Mark E. Deardorff, Structurai Eningeer MED 09006-000 FOS October 24, 2009 Checked By: Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 IDL 1500 709.5 (A) .473 ASCE 2.4.1-2 1DL+1LL 1500 1269.5 (A) .846 ASCE 2.4.1-3a 1DL+1WL 1500 709.5 (A) .473 ASCE 2.4.1-3b 1DL+.7EL 1500 709.5 (A) .473 ASCE 2.4.1-3c 1DL+.75LL+.75WL 1500 1129.5(A) .753 ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1129.5(A) .753 ASCE 2.4.1-4 .6DL+1WL 1500 425.7 (A) .284 ASCE 2.4.1-5 .6DL+.7EL 1500 425.7 (A) .284 IDL QA: QB: QC: QD: NAZ: N/\X:-1 709.5 psf 709.5 psf 709.5 psf 709.5 psf -1 in m 1DL+.75LL+.7EL QA: 1129.5 psf QB: 1129.5 psf QC: 1129.5 psf QD: 1129.5 psf N/\Z: -1 in NAX:-1 in 1DL+1LL QA QB QC QD NAZ: NAX: 1269.5 psf 1269.5 psf 1269.5 psf 1269.5 psf -1 in -1 in .6DL+1WL QA: 425.7 psf QB: 425.7 psf QC: 425.7 psf QD: 425.7 psf NAZ: -1 in NAX:-1 in Footing Flexure Desian (Bottom Bars) 1DL+1WL QA: 709.5 psf 709.5 psf 709.5 psf 709.5 psf -1 in QB: QC: QD: NAZ. NAX:-1 in .6DL+.7EL QA: 425.7 psf QB: 425.7 psf QC: 425.7 psf QD: 425.7 psf NAZ: -1 in NAX•.-^ in 1DL+.7EL QA: 709.5 psf QB: 709.5 psf QC: 709.5 psf QD: 709.5 psf NAZ: -1 in NAX•.-^ in 1DL+.75LL+.75WL QA QB QC QD NAZ: NAX: 1129.5 psf 1129.5 psf 1129.5 psf 1129.5 psf -1 in -1 in Description Categories and Factors ACI-99 9-1 1.4DL+1.7LL 6.754 .106 6.754 .106 ACI-99 9-2 1.05DL+1.275LL+1.275WL 5.065 .079 5.065 .079 ACI-99 9-3 .9DL+1.3WL 1.588 .025 1.588 .025 IBC 16-5 1.2DL+1LL+1EL 4.637 .072 4.637 .072 IBC 16-6 .9DL+1EL 1.588 .025 1.588 .025 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F08.rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 FOS October 24, 2009 Checked By: (r^\ Footing Shear Check .// {( \ \ Two Way (Punching) Vc: 327.812 k One Way (X Dir. Cut) Vc 74.928 k Punching One Way (Z Dir. Cut) Vc: 74.928 k X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/eA/c Vu(k) Vu/0Vc Vu(k) Vu/dVc ACI-99 9-1 1.4DL+1.7LL 16.831 .068 1.876 .033 1.876 .033 ACI-99 9-2 1.05DL+1.275LL+1.275WL 12.623 .051 1.407 .025 1.407 .025 ACI-99 9-3 .9DL+1.3WL 3.957 .016 .441 .008 .441 .008 IBC 16-5 1.2DL+1LL+1EL 11.556 .047 1.288 .023 1.288 .023 IBC 16-6 .9DL+1EL 3.957 .016 .441 .008 .441 .008 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 734.4 k Description Categories and Factors Bearinq Bu (k) Bearing Bu/0Bc c ACI-99 9-1 1.4DL+1.7LL 31.125 .065 c ACI-99 9-2 1.05DL+1.275LL+1.275WL 23.344 .049 ACI-99 9-3 .9DL+1.3WL 10.217 .021 IBC 16-5 1.2DL+1LL+1EL 22.582 .047 IBC 16-6 .9DL+1EL 10.217 .021 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Service) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 IDL 0 22.704 0 22.704 NA NA ASCE 2.4.1-2 1DL+1LL 0 40.624 0 40.624 NA NA ASCE 2.4.1-3a 1DL+1WL 0 22.704 0 22.704 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 22.704 0 22.704 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 36.144 0 36.144 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 36.144 0 36.144 NA NA ASCE 2.4.1-4 .6DL+1WL 0 13.622 0 13.622 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 13.622 0 13.622 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR-XX SR-ZZ ASCE 2.4.1-1 IDL 0 3.376 0 3.376 NA NA ASCE 2.4.1-2 1DL+1LL 0 6.064 0 6.064 NA NA ASCE 2.4.1-3a 1DL+1WL 0 3.376 0 3.376 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 3.376 0 3.376 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 5.392 0 5.392 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 5.392 0 5.392 NA NA ASCE 2.4.1-4 .6DL+1WL 0 2.025 0 2.025 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 2.025 0 2.025 NA NA Va-XX: /Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\...\...\...\...\F08.rft] Page 3 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 FIO October 24, 2009 Checked By: Sketch •H 4 ft C Peto/7s A B Ix" -A #4@5.86 in 4J IH C •H «; D •H #4@5.86 in Footing Elevation 4 ft Bottom Rebar Plan Geometry. Materials and Criteria Length Width Thickness Height Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in 4ft eX :0 in Gross /Mlow. Bearing : 1500 psf (gross) Steel fy : 60 ksi 4ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 18 in pX :12in Concrete fc : 3 ksi Maximum Steel :.0075 0 in pZ :12in Design Code :ACI 318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil 1.5 0.3 0 k Phi for Flexure Phi for Shear Phi for Bearing 0.9 0.75 0.65 Loads P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL 6.272 100 LL 8.96 A D D C ^+Mx D C t.,+Mz A D +Over RISAFoot Version 3.0 [C:\...\...\...\...\F10.rft] Page 1 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F10 October 24, 2009 Checked By: Soil Bearing F ASCE 2.4.1-1 IDL 1500 709.5 (A) .473 ASCE 2.4.1-2 1DL+1LL 1500 1269.5(A) .846 ASCE 2.4.1-3a 1DL+1WL 1500 709.5 (A) .473 ASCE 2.4.1-3b 1DL+.7EL 1500 709.5 (A) .473 ASCE 2.4.1-3c 1DL+.75LL+.75WL 1500 1129.5(A) .753 ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1129.5(A) .753 ASCE 2.4.1-4 .6DL+1WL 1500 425.7 (A) .284 ASCE 2.4.1-5 .6DL+.7EL 1500 425.7 (A) .284 B B ll J 1DL+.75LL+.7EL QA: 1129.5 psf QB: 1129.5 psf QC: 1129.5 psf QD: 1129.5 psf NAZ: -1 in NAX:-1 in .6DL+1WL QA: 425.7 psf QB: 425.7 psf QC: 425.7 psf QD: 425.7 psf NAZ.: -1 in NAX:-1 in .6DL+.7EL QA: 425.7 psf QB: 425.7 psf QC: 425.7 psf QD: 425.7 psf NAZ: -1 in NAX: -1 in Footing Flexure Design (Bottom Bars) IDL 1DL+1LL 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL QA: 709.5 psf QA: 1269.5 psf QA: 709.5 psf QA: 709.5 psf QA: 1129.5 psf QB: 709.5 psf QB: 1269.5 psf QB: 709.5 psf QB: 709.5 psf QB: 1129.5 psf QC: 709.5 psf QC: 1269.5 psf QC: 709.5 psf QC: 709.5 psf QC: 1129.5 psf QD: 709.5 psf QD: 1269.5 psf QD: 709.5 psf QD: 709.5 psf QD: 1129.5 psf NAZ: -1 in N/\Z: -1 in NAZ: -1 in NAZ:-1 in NAZ: -1 in NAX: -1 in NAX: -1 in NAX:-^ in NAX:-1 in NAX:-1 in Description Categories and Factors Mu-XX (k-ft) ZDirAsCm^) Mu-ZZ (k-ft) XDir/\s(in^) ACI-99 9-1 1.4DL+1.7LL 6.754 .106 6.754 ,106 ACI-99 9-2 1.05DL+1.275LL+1.275WL 5.065 .079 5.065 .079 ACI-99 9-3 .9DL+1.3WL 1.588 .025 1.588 .025 IBC 16-5 1.2DL+1LL+1EL 4.637 .072 4.637 .072 IBC 16-6 .9DL+1EL 1.588 .025 1.588 .025 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F10.rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 Fll October 24, 2009 Checked By: Sketch 00 H 5.5 ft Details #4@5.9 in IH m in Footing Elevation #4@5.9 in 5.5 ft Bottom Rebar Plan Geometrv, Materials and Criteria Length :5.5 ft eX :0 in Gross Allow. Bearing : 1500 psf (gross) Steel fy :60 ksi Width :5.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :18 in pX :12in Concrete fc : 3 ksi Maximum Steel :.0075 Height :0 in pZ :12in Design Code :ACI 318-05 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover : 1.5 in Loads Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil 1.5 0.3 Ok Phi for Flexure Phi for Shear Phi for Bearing 0.9 0.75 0.65 DL LL P(k) Vx(k) Vz(k) Mx (k-ft) Mz (k-ft) C )verburden (psf) 9.152 100 1 21.12 A D +Vz D C jt+Mx D C ^+Mz A D +Over RISAFoot Version 3.0 [C:\...\...\...\...\F11 .rft] Page 1 Company : Mark E. Deardorff, Structural Eningeer Designer : MED Job Number : 09006-000 F11 October 24, 2009 Checked By: So/7 Bearing ASCE 2.4.1-1 IDL 1500 620.045 (A) .413 ASCE 2.4.1-2 1DL+1LL 1500 1318.23(A) .879 ASCE 2.4.1-3a 1DL+1WL 1500 620.045 (A) .413 ASCE 2.4.1-3b 1DL+.7EL 1500 620.045 (A) .413 ASCE 2.4.1-3c 1DL+.75LL+.75WL 1500 1143.68(A) .762 ASCE 2.4.1-3d 1DL+.75LL+.7EL 1500 1143.68 (A) .762 ASCE 2.4.1-4 .6DL+1WL 1500 372.027 (A) .248 ASCE 2.4.1-5 .6DL+.7EL 1500 372.027 (A) .248 B IDL QA: QB: QC: QD: NAZ: -1 in NAX:-1 in 620.045 psf 620.045 psf 620.045 psf 620.045 psf B 1DL+.75LL+.7EL QA: 1143.68 psf QB: 1143.68 psf QC: 1143.68 psf QD: 1143.68 psf NAZ: -1 in NAX:-1 in 1DL+1LL QA: 1318.23 psf QB: 1318.23 psf QC: 1318.23 psf QD: 1318.23 psf NAZ: -1 in NAX:-^ in .6DL+1WL QA: 372.027 psf QB: 372.027 psf QC: 372.027 psf QD: 372.027 psf NAZ: -1 in NAX:-1 in Footing Flexure Design (Bottom Bars) 1DL+1WL QA: 620.045 psf 620.045 psf 620.045 psf 620.045 psf -1 in in QB: QC: QD: NAZ: NAX: -1 372.027 psf 372.027 psf 372.027 psf 372.027 psf -1 in NPO{:-^ in B 1DL+.7EL QA: 620.045 psf QB: 620.045 psf QC: 620.045 psf QD: 620.045 psf NAZ:-1 in NAX:-^ in 1DL+.75LL+.75WL QA: 1143.68 psf QB: 1143.68 psf QC: 1143.68 psf QD: 1143.68 psf NAZ: -1 in NAX:-1 in ACI-99 9-1 1.4DL+1.7LL 22.421 .351 22.421 ,351 ACI-99 9-2 1.05DL+1.275LL+1.275WL 16.816 .263 16.816 .263 ACI-99 9-3 .9DL+1.3WL 3.791 .059 3.791 .059 IBC 16-5 1.2DL+1LL+1EL 14.774 .231 14.774 .231 IBC 16-6 .9DL+1EL 3.791 .059 3.791 .059 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 3.0 [C:\...\...\...\...\F11 .rft] Page 2 Company Designer Job Number Mark E. Deardorff, Structural Eningeer MED 09006-000 F11 October 24, 2009 Checked By: Footing Shear Check Two Way (Punching) Vc: 327.812 k One Way (X Dir. Cut) Vc 103.027 k Description Categories and Factors Punching (k) Vu/,0Vc One Way (Z Dir. Cut) Vc; X Dir. Cut Vu(k) Vu/0Vc \ 103.027 k Z Dir. Cut u(k) Vu/0Vc ACI-99 9-1 1.4DL+1.7LL 41.01 .167 9.411 .122 9.411 .122 ACI-99 9-2 1.05DL+1.275LL+1.275WL 30.758 .125 7.058 .091 7.058 .091 ACI-99 9-3 .9DL+1.3WL 6.934 .028 1.591 .021 1.591 .021 IBC 16-5 1.2DL+1LL+1EL 27.024 .11 6.202 .08 6.202 .08 IBC 16-6 .9DL+1EL 6.934 .028 1.591 .021 1.591 .021 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Onlv) Bearing Bc : 734.4 k Description Categories and Factors Bearing Bu (k) Bearing Bu/.0Bc ACI-99 9-1 1.4DL+1.7LL 62.163 .13 ACI-99 9-2 1.05DL+1.275LL+1.275WL 46.622 .098 ACI-99 9-3 .9DL+1.3WL 16.881 .035 IBC 16-5 1.2DL+1LL+1EL 43.628 .091 IBC 16-6 .9DL+1EL 16.881 .035 Note: Overburden and footing self weight are included in the DL load case. Overturning Check (Sen/ice) Description Categories and Factors Mo-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 IDL 0 51.58 0 51.58 NA NA ASCE 2.4.1-2 1DL+1LL 0 109.66 0 109.66 NA NA ASCE 2.4.1-3a 1DL+1WL 0 51.58 0 51.58 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 51.58 0 51.58 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 95.14 0 95.14 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 95.14 0 95.14 NA NA ASCE 2.4.1-4 .6DL+1WL 0 30.948 0 30.948 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 30.948 0 30.948 NA NA Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms-XX to Mo-XX Sliding Check (Service) ASCE 2.4.1-1 IDL 0 5.597 0 5.597 NA NA ASCE 2.4.1-2 1DL+1LL 0 11.933 0 11.933 NA NA ASCE 2.4.1-3a 1DL+1WL 0 5.597 0 5.597 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 5.597 0 5.597 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 10.349 0 10.349 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 10.349 0 10.349 NA NA ASCE 2.4.1-4 .6DL+1WL 0 3.358 0 3.358 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 3.358 0 3.358 NA NA Va-XX: /Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding /\long XX Axis SR-XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\...\...\...\...\F11 .rft] Page 3 r— II < CD CO II CD X) o o 00 CD CT> II o cr CO \ ..J UJ X I o < ai CC < a: < b a: 1- u— V4- Q. 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IMSS ROSfeOLE SlllEEr SAN DIEGO, Cljjf^RIIM^ 9^ Vir,0.5619^0 FEBRUi(UW21,2008 Caeotectinrcal • Geologic • Coastal • Environmental 5741 Palmer Way • Carisbad, California 92010 • (7ffl)) 438-3155 • FAX (760) 931-0915 February 21, ^08 W O 5619-A-SC DarneU and Scrlvner Architecture, Inc. 10459 Roselle Street San Dlego, Califbrnia 92121 Attention: Mr. Brian Darnell Subject: Geotechnical Update, Padilla Residence, 2647 Marmol Court. Carisbad, San Dlego County, CaHfomia Desu- Mr. Damell: In accordance with your request and authorization, GeoSoils, Inc. (GSI) has reviewed our preliminary geotechnical evaluation for the site (GSI. ^04 [see Appendix AJ) and the Architectural Site Plan and Longitudinal Site Section by Damell and Scrivner Archrtecture, Inc. (ID&SAI], 2007a and 2007b) for the cun'entiy proposed development at the site, and prepared this geotechnical update report. The purpose of this report ts to update GSI (2004) so that the geotedmical aspects of site development are in accordance with current standards-of-pnac^lce, and address the proposed development as Indicated on D&SAI {2007a and 2007b). EXECUTIVE SUiyiMARY Based upon our review of D&SAI {2007a and 2007b). proposed development Includes preparing the site for the constmction of a three-story, single-family residence with an ^sociated cabafta building, pool, patlo, driveway, and retaining wall improvements. Based upon our previous subsurface exploration (GSI, 2004), the site Is locally mantled by undocumented roadway fill near the eastem property line. The remaining porttons of the site are mantled by colluvium. These surfldal soils are undertain by dense metevolcanic bedrock belonging to the Jurasslc^ge Santiago Peak Volcanics. The bedrock indudes a weathered zone of highly variable thickness across the site. All undocumented roadway fill, colluvium, and weathered bedrock are considered potentially compressible under load In their existing state. Thus, mitigation In ttie form of removal and recompacaon appears necessary. Based upon the available data, remedial removal depttis are antidpated to be on the order of 2 to 14 feet below the existing grade. However, locally deeper removals cannot be precluded and should be antidpated. It should be noted that the California Building Code (ICBCl, Califomia Building Standards Commission [CBSCJ, 2{M37; Unifonn Building Code/Callfbrnia Building Code {[UBC/CBC], International Conference of Building Officials [ICBOl, 1997 and 2001) indicate that the removal of unsuitable soils be perfomied across all aiBas to be graded, not just within the influence of the residential stmcture. Relatively deep removals may also necessitate a spedal zone of consideraMon, on perimeter/confining areas. This zone would be approximately equal to the depth of removals, iff removals cannot be perfbmrted offeite. Thus, any settlement-s^sitive improvements (walls, oirbs, flatworic, etc), constaicted wittiin tiilszone nearttie site perimeter or limits of grading, may require deepened foundations, reinforcement, etc., or will retain some potential for settlement and assocteted distress. This will require proper disdosure to all interested parties, should ttils conditton exist at ttte condusion of grading. Based upon our review of the Test Pit Logs (GSI, 2004) and D&SAI {2007a and 2007b). this condition may exist near the southem and eastern property lines where relatively deep removals may require shoring and/or bradng to reduce vertical and horizontel deformation to planned adjacent improvements. Existing improvements adjacent to the subject property where deep removals are made, may also be subjed to vertical and/or horizontal deform^ons. Previous laboratory testing indicates that the expansion potential of site soils is generally in ttie very high range (Expansion Index [E.I.] = greater tiian 130) wfth a plasticity index (P.l.) of 43. Soils of this nature may not be compatible with the proposed architectural design. Therefore, in order accommodate the proposed development and to mitigate ttie on-going adverse effects of ttie very highly expansive soils to foundations, pools, retaining walls, concrete hardscape, etc, we recommend that ttie expansive, onsite soils not be placed witiiin 10 feet of finish grade and/or finish surface elevation or the bottom of tiie pool shell. Rattier, ttie upper 10 fe^ of soils should consist of very low to low expansive soils witti a plasticity index (P.l.) of lessthan 15. Should the Client eledto place expansive soils within 10 feet from finish grade and/or finished surface elevations, further geotechnical analyses will be required. Pre\rfous laboratory testing also indicates that site soils are are mildly alkaline (pH=7.6) wltti resped to addity/alkalinity and have a sattirated resistivity of 540 ohm-cm. TTius, tiie site soils are severely conosive to ferrous metals when saturated. Severely conosive soils are considered to be below 1 ,(m ohms-cm. Testing indicates tiiat the site soils have a sulfate content of 0.0^ percentage by weight. This conesponds to a negligible sulfate exposure to concr^e (UBC/CBC [ICBO, 1997 and 2001] range for negligible sulfate exposure is 0.00 to 0.10 percentage by weight soluble [SOJ in soil). Alternative testing mettiods and/or additional comments should be obtained fi'om a qualified conosion engineer. Darnell and Scrivner Architediire. Inc. yy.Q 5619-A-SC File:e^Vwp9@600^t9a.gup Page Two GmoSMSf Inc. The onsite fine-grained and very highly ©cpanslve characteristics of the onsite soils is generally Incompatible with the proposed pool, yard Improvemente, and Keystone retaining wall constiudion. Therefore, earthworic mitigation induding the use of seled import within a zone located 10 feet below the lowest point ofthe pool shell and 10 feet outside the pool's bond beam Is recommended. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitete to contad our offlce. Respectfully submitted, GeoSoils, Inc. in Boehmer Projed Geologist Paul L McClay Engineering Geologf RB/ATG/PLM/jk Distribution: (4) Address^ yAndrewT. Guatelli Geotechnical Engineer, GE 2320 Damell and ^»!vner ArcMtecftire. Inc. Fi©:eAvif»0\56OO\56t^gtflpi W.O. S619-A-SC Page Three GeoSof ISf Inc. TABLE OF CONTENTS GEOTECHNICAL UPDATE 1 Background/Previous Woric 1 Proposed Development i Site Recaannaissanc^ 2 Site Geologic Units 2 Roadway Fill - Undocumented (Map Symbol - Mr) 2 Colluvium 2 Jurassfc-age Santiago Peak Volcanics (Map Symbol - Jsp) 3 Seianic Shaking Parameters 3 Rock Hardnes^ippability/Ex<:a\«tebllity 4 Slope S^ility 5 Natural Slopes 5 Graded Slopes ...... 5 Temporwy Wall Bacrfccute ...... 5 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS 5 EARTHWORK CONSTRUCTION RECOMMENDATIONS 9 General Grading , 9 Demolition/Grubbing 9 Treattnent of E>dsting Ground 9 Trandtions/Overexcavation io Earttiwcwrk Mitigation for Expansive Soils io Rll Placement 11 Roc*: PteK::ement Guidelines 11 Rock Disposal 11 General 12 Materials 8 Inc^ies In Diameter or Less , 12 Materials Greater Than 8 Indies and Less Than 24 Inches in Diameter. 12 Substifudhires Placed in the Hold-down Depth Zone 13 Perimeter Conditions 13 SLOPE CONSIDERATIONS AND SLOPE DESIGN 14 Temporary Slopes 14 TEMPORARY SHORING 15 (3onof^l• Lateral Pressures 15 Design of Soldier Piles .... 16 Lagging ...16 Intemal Bradng 16 Defledicjn 16 Monitoring 17 Open Excavations 17 Excavation Observation (All Excavations) 17 Observation 18 PREUMINARY RECOMMENDATIONS - FOUNDATIONS 18 Preliminary Foundation Design 18 Bearing Value ... 19 Lateral Pressure 19 Foundation Settlement 19 Footing Seti^acks 20 Footing Setbacks ft-om Ketone Retaining Walls 20 Constiudion 20 Conventional Foundation ConstiTiction - Very Low Expansion Potential (E.L = 0to20) 20 SOIL MOISTURE CONSIDERATIONS 22 W/U_L DESIGN PAR/U\/IETERS 23 General 23 Conventional Retaining Walls 23 Resttained Walls 24 Csuitilevered Walls 24 Retaining Wall Bacdcfill and Drainage .25 Wall/Retaining Wall Footing Tr^sitions 25 TOP-OF-SLOPE WMXS/FENCES/IMPROVEMENTS 29 Slope Creep ,29 Top of Slope Walls/Fences .29 DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS 30 PREUMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS 32 General 33 DEVELOPMENT CRITERIA 39 Slope Deformation .39 Slope Maintenance and Planting 40 Drainaae ... . 40 Lands^ Maintenance I i i! i.! i i i I i i i i! i i i i! i 41 Gutters and Downspouts 41 Subsurilacs and Surface Water , 41 Site Improvements 42 Tile Flooring 42 Addrtional Grading 42 Footing Trench Excavation 42 Trenching/Temporary Construction Baekcute 43 Utility Trench Backflll .......... 43 Darnel and Scrlvner Ardhitedture, Inc. Table of eContents F3le:e:\vn:^i^5600iV5619B.gup Page if SUMMARY OF RECOMMENDATIONSREGARDINGGEOTECHNICALOBSERVATION AND OTHER DESIGN PROFESSIONALS/CONSULTANTS 45 Plan Review 45 UMITATIONS 46 FIGURES: Deteil 1 - Typical Retaining Wall Backfill and Drainage Deteil 26 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain ....... 27 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill 28 Figure 1 - Typical Pool/Spa Detail 37 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - 3-Dimenslonal Slope Stability Evaluation Rear of Text Appendix C - General Earthwork and Grading Guidelines Rear of Text Plate 1 - Geotechnical Map Rear of Text in Folder Oarneil and Scrivner AitMedhire, Inc. Table of Contente ne:K\wi^>^B(x^i9&gt^ Page in GEOTECHNICAL UPDATE PADILLA RESIDENCE, 2647 MARMOL COURT CARUSBAD, SANDIEGO COUNTY, CAUFORNIA GEOTECHNICAL UPDATE Bamd on our recent site reconnsdsi^ce and our understanding ofttie oinently proposed constmctton, it is our opinion that no geotechnical conditions are present at the site ttiat would predude projed development are present aA the site, provided our recommendations are properiy implemented. Unless ^edfically superceded herein, the cxsndusions and recommendation provided In GSI {^04 and 2008) are considered valid and applicable, and should be properiy inc^orated in the planning, design, and cx>nsbuction of the projed. Background/Previous Work Beginning in April 2004, GSI performed a preliminary geotechnics evaluation oftiie site for a previous r^idential devetopment plan. TTie scxjpe of sendees provided by GSI during our evaluation Included: 1.) geologic llteratijre review; 2.) geologic srte reconnaissance and subsurface exploration with flve exploratory test pfts excaN^ted wtti a rubber-tire bacdchoe; 3.) the performance of two dual-direction seismic refifadion lines to ev^uate rock hardness; 4.) Ii^boratory testing of ^11 samples collected during our mibsurface explorations; 5.) engineering and geotogic analyses; and 6.) the preparation of GSI (2004), which conduded that ttie prewously proposed development sA tiie site appeared feasible fi'om a geotechnical \flewpolnt provided our recommendations were properly incorporated into the ptanning, design, and constiuction phas^ of site development. The signiflc^ant geotechnical concems in that report were: expansive soils, rock hardness/excavatlblllty, drsun^e, and conc^ion. Since tile time of that GSI report (GSI, 2004), building codes have changed and the designera shouid be aware of these chmges. Proposed Development Based upon our review of D&SAI {2(X)7a and 2007b) and personal communication witii Mr. Brian Damell (projed archtted), Itis ourunderstending that proposed site development indudes preparing the site for the con^ucjtion of a three-story, split-level single-family residence, cabana building, pool, Kej^tone and concrete masonry unit (CMU) retaining walls, and hardscape Improvemente (i.e., driveway, patios, walkways, etc.). It appeare that cut and fill grading will be necessary to achieve the design grades, wtth maximum planned cuts and fills on the order of 11 and 15 feet, respectively. TTie maximum wall heighte for Keystone and CMU retaining walls are on the order of 15 and 11 feet, respedively. Building loads are cunenfly unknown but are assumed to be typical for this type of three-story residential consttuction. Sewage disposal is antidpated to be tied into the region munidpal system. site Reconnaissance Cunent site conditions were evaluated by a representetive of this office, during a site reconnaissance on Febmary 4, 2008. Surtace observations indicate that the site is generally in a similar condition as described in GSI (2004). It is unknown ifthe subsurface seepage or perched water conditions have changed sinco tilie previous review ofthe site. However, if subsurface seepage and/or perched water conditions are encountered during earthworic constiruction or post-development, ttiis office could provide recommendations for mitigation. Site Geoloqic Units The site geologic unite encountered during our subsurface investigation and srte reconnaissance in preparation of GSI (2004) included undocumented artificial fill, colluvium. and Jurassic-age Santiago Peak Volcanics (weathered and unweathered). During our previous evaluation oftiie ^e, we did not describe ttie roadway fill assodated witii the Marmol Court c:ul-de-sac because the loc£dJOn ofttie easteriy property line was not clea'ly depided on the previous site plaui, and rt w^ unclear if the fill existed onsrte. However, we did map tts limrts. The earth materials are generally descritied below, from the youngest to the oldest. The distiibution of srte geologic unite is presented on Plate 1. Roadway Fill - Undocumented (Map Symbol - Afr) Surface observations suggest that undocumented roadway fill, likely associated wrth ttie consttuction of the Mannol Court cul-de-sac, existe near the eastem property line. No cunent or pre\rious subsurfaco explorations were made in this area due to ttie possibility of encountering buried underground utilities. Thus, no accurate ex^uations of ite composrtion nor ite engineering properties can be provided at this time. However, rt is likely that ft is composed of soils slmilaur in composrtion to the onsite soils. It is also likely tiiat the engineering properties of the roadway fill are not in accordance wtth cunent industry standards and ttius should not be relied on for support of addrtional engineered fill and/or settiement-sensitive improvemente. Based upon rt's location rt would likely affed a small portion ofthe proposed driveway. Based on fleld observations, the flll may be on the order of 10 feet or greater in totel thickness. Colluvium Colluvium, consisting of dark brovm to brown, dry to damp, soft silty day manties the remaining pcntions of the srte. Ba^d upon the available date, tiie colluvium is approximately 2 to 4 feet thick. These soils are considered potentially compressible in their e)dsting stete and therefore unsuttable for the support of settlement-sensrtive improvemente and/or engineered flll. Darnell and Scrhmer An^ttechire, Inc. W.O. 5619-A-SC 2647 Marmol Court, C^bad Februstfy 21,2008 Rte:e:\wp9^00\5ei9a.gup Page 2 CeoSoiUf Inc. Jurassic«aqe Santilaao Peak Volctanlcts (Map Symbol - Jsp) The srte Is underlain in the near-surface by bedrock consisting of Jurassic-age Santiago Peak Volcanics. The bednjck encountered during our investigation generally were observed to be moist and dense. Typically, these materials have a very low to low expansion potential; however, the weathered, near-surface materials have a very high expansion potential. The weathered near-surface (upper ±1 to ±10 feet) ofthe bedrock is consid^ed potentially compressible and unsuitebtefor support of settiement-sensitive improvements in fts existing stete. Seismic Shaking Parameters Based on ttie site conditions, and Chapter 16 of the UBC/CBC (ICBO, 1997 and 2001), minimal seismic parametere are provided in the foliowing teble: 1997 UBC CHAPTER 16 TABLE NO. SEISMIC PARAMETERS Seismic Zone iper Figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0.40 Soil Profile Type (per Table 1&J*) Sc Seismic Coeffident C, (per Table 16-Q*) 0.40N. Seismic CJoefficient C, (per Table 16-R*) 0.56N^ Near Sourc» Factor N, (per Table 16-S*) 1.0 Near Source Faclor Ny (per Table 16-T*) 1.0 Distance to Seismic Source 6.9 mi (11.1 km) Seismic Source Type (per Table 16-U*) B Upper Bound Earthquake (Rose Canyon fault) M^e.9** PHSA (10% Probability of Exceedance in 50 years) 0.27a * Figure and Table references from Chapter 16 of the UBC (ICBO, 1997). ** Per ICBO (1998). The teble below summarizes the srte-spec^c design criteria obtained from the 2007 Califomia Building Code ([CBC], California Building Standards Commission [CBSC]. and based on the Intemationai Building Code [IBC], Intemationsd Code Coundl, Inc [ICCl], 2006), Chapter 16 Sttuctural Design, Section 1613, Earthquake Leads, and may supercede the information presented previously in GSI (2004). We used tihe computer program Seismic Hazard Curves and Unrtorm Hazard Response Spedra, provided by the U.S.G.S. The short specfral response uses a period of 0.2 seconds. Darnel and Scrivner Architecture. Inc. 2647 Marrnol Court, C^sbad Fne:e:\wp9\5600\IS619a.gup W.O. 5619-A-SC February 21,2008 Pages GmfSMMf Ine. IBC SEISIMIC DESIGN PARAMETERS PARAMETER VALUE - ' IBC-06: - REFBIENCE Site Class C Table 16135.2 Spectral Response - (0J2 sec), S, 1.12g Figure 1613.5(3) SpeetrM Response - (1 sec). S, 0.42g F^ure 1613.5(4) Site Coeffident, F, 1.00 Table 1613.5.3(1) Site Coeffident, F^ 1.38 Table 1613.5.3(2) Maidmum Consklered Eeuthqu^e Spectral Response Accderatton (0.2 sec), S„s 1.l2g Section 1613.5.3 (Eqn 16-37) Maximum Considered Eartticju^e Spectrsd Re^onse AG»::^eration (1 sec), S^i 0.58g Section 1613.5.3 pqn 16-38) 5% Damped Design Spedn^ Re^onse Acoeleration (0.2 sec), SQS 0.75g SecHon 1613.5.4 (Eqn 16-^) 5% Damped Design Spectral Response Acc^eraUon (1 sec). Sm 0.39g Section 1613,5.4 Can 16-40) Confornwco to the above criteria for seismic design does not constitute any kind of guarantee or assuranco ttiat significsmt stiudural damage or ground faiure wll not occur in ttie event of a lau^e earttiqu^e. TTie primary go^ of seismic destgn is to protect life, not to eliminate all damage, sinco such design may not be economically feasible. Cumulative effecte of signHIcant eaurtiiquakes are not part of the seismic ccxJe and owners shcjuld include evaluation, maintenance, and repairs to improvemente following any agniflcant earthquake (M^ 5.4 or greater) on srte. Rock Hardness/Rlppability/Excavatebliity The seismic reftBction date in GSI (2004) indicates ttiat non-rippable bedrcxrfc, \ftrtiich may necessitate blasting, could be encountered at depths as shallow as ±15 to ±21 feet betow the ejd^ng grades in the areas explored (see Plate 1). tt Is our opinion ttiat ti^iese date are generally representative for the development area. Based upon our review of D&SAl (2007a and 2007b), no pimned excavations to these depths are proposed. Thus, assuming thsrt a Caterpillar D9L Bulldozer would be utilized during grading, excavations to the planned depths appear feasible. However, Icxalized meas of very dirtcurt ripping and/or blasting cannot be entirely precluded. The previous seismic reflBdion data also suggeste tiiat non-frenchable bedrock will likely be encountered at depths as shallow as ±1 to ± 2 feet below the existing grade. Therefore, we recommend that cut areas oftiie site (exposing bedrock at flnish grade) be Damell md Scrivner Ardtftedhira, Inc. 2647 Msffmol Court, Carlsbad nfe:e.-\¥i^\5eoc^19asw WO. 5619^-SC February 21,20(^ P^e4 0mSott* f Ine. overexcavated to at lea®t 3 feet below the lowest found^on element and at lesust 1 foot below the towest utility invert to facilitete foundation and utilfty ttenching. Slope Stability Natural Slopes As previously indicated in GSI (2004), the natural slope that is to remain below (southwest of) the proposed de\«lopment is considered gro^ly and surfldally stable due to its generally tiiin soil mantle, relatively gentie gradient, ^d dense metavolcanic core. Graded Slopes Provided that our tBcommendations are properly incoiporerted into graded slope constiuclion. the slopes are preperty mainlined post-constmction, and ^suming normal ranfall, the planned slopes are con^dered grossly and surfldsdly stable. Our review of D&SAI (2007b) indicates that no cut slopes are prepos^ at ttils time. Please note that very low to low expansive soils, ff Imported to ttiis srte, may be more erosive than onsite expansive (high plastidty) soils. Temporarv Wall Backcuts Based on tfie conditions encountered in our fleld explorations and ttie evaluations in /^endix B, the proposed reteining wall tjacjkcute slopes exposing Santiago Peak Volc:anics (bedrocdc) appear to have some potential for plane, wedge, and topple failures to occor, although this potential is considered generally low. These vertical badcc»itslop^ will require field monrtoring/m^ptng during excaration. Should pen^ve adverse condrtions be encountered during construcion, the possibility of laying back ofthe caute to a more steble angle may be wananted. Three-dimensional failure analyses are provided in /ppendix B. The potential for th^e temporary caite to impad ttie adjoining properHes is very low due to their distance from the property lines. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based upon our review of GSI (2004) and D&SAl (2007a and 2007b), our recent srte reconnaissanco. and geologic and engineering analyes, rt is our opinion ttiat the subjed site appears suiteble for ttie proposed single-family residential development, from a geotechnical viewpoint, pravided the recommendations in GSI (2004) and this update report have been properly incorporated into the design and constiuction oftiie project. The primary geotechnical concams witti resped to tiie proposed development are: Darnell and Simmer Ardhttecture, Inc. W.O. 5619-A-SC 2647 Marmol Court, Carlsbad February 21. ^308 Fila:e:\wp9\5600\5ei 9a.gMp Page 5 CNinSofibif Inc • Deptti to competent material • Overexcavation • Rock hardness/excavatebilrty Expansion and conosion potential of srte soils over tiie life of ttie projed • Temporary slope st^ilrty Potential for perched groundwaier during excavation/grading, and after devetopment • Regional seismic adivrty The recommendations presented herein considerthese as well as other aspect of tiie stte. The engineering analyses perfonned conceming site preparation and tiie recommendsrtions presented herein have been completed using the infonnation provided and obtained during our field work. In tiie went that any significant changes are made to proposed sfte development, the condusions and recommendations contained In this report shall not be considered valid unless tiie cdianges are reviewed and tiie recommendations of this report evaluated or modified in writing by tiiis offico. Foundation design parameters are considered preliminary until the foundation design, layout, and sttuctural loads are provided to this oflice for review- 1. Sdl engineering, observation, and testing servicas should be provided during grading to evaluate the exlent of remedial grading and tiie contiador*s effort to comp£K:t ttie fill. 2. Geologic obsen/ations should be performed during grading to evaluate and/or further evaluate geologic conditions. Afthough unlikely, if aclverse geologic stmctiires are encountered, supplementel recommendations and earthwork may be wananted. 3. Existing undocumented artificial fill (on tiie order of lO-fcot thick and possibly thicdcer), coiluMum/topsoil (up to approximately 4 feet thick) and weathered Santiago Peak Volcanics (up to atout 10 feet thick) are considered unsuftable for the support of settiement-sensitive improvemente In thefr present condttion, based on eminent industiy stendards. These materials are potentially compressible in thefr present condrtion. and may be subjed to dffferenti'al settiement. Mftigation in the form of removal and recompaction is recommended. Preliminary removal depttis are anticipated to range between approximately 2 to 14 feet below ttie existing grade. Localized deeper removes cannot be precluded and should be antidpated. ft should be noted, that tfie CBC (CBSC, 2007) and the UBC/CBC (ICBO, 1997 and 2001) indicate thatthe removal of unsuftable soils be performed across all areas to be graded, notjustvyfthinthelnfluenco of flie commerdal stmcture. Relatively deep removals may also necessitate a spedal zone of consideration, on Darnell and Satm^ An^itet^re, Inc. W.O. 5619-A-SC ^7 Marmol Ckjurt, Carisbad February 21. ^08 Rie:e:\wq^V5600^19a.g^} Page 6 ^oS^lt, Mm* perimeter/conflning areas. This zone would be approximately equal to the deptii of removaJs, ff remov^als cannot be performed offeite. Thus, any settlement-sensitive improvemente (walls, caurbs, flatwork, ete.), consttuded wfthln tills zone may require deepened foundations, reinforcement, etc., or will retain some potentid for settlement and s^ociated disfre^. This \Mlt require proper dl^tosure to s^ll interested parties, should ttils condttion exist at the condusion of grading. Based upon our reviewof tfie Test Ptt Logs (GSI, 2004) and D&SAI (2007aand 2007b),ttife Condition may exist near the sotitiiem and eastem proper^ lines vMere relatively deep removes may require shoring and/or bracing to reduce verticd and horizontal defomnation to adjacent improvemente including oflferte existing improvemente. 4- In orderto provide unfform foundation support, any cut portion of a cut/flll ttansrtlon wfthln the building pad area should be overexcavated a minimum of 5 feet tielow flnish grade or 3 feet below ttie lowest founcteBon element (Whicrfievw is greater) and be replaced wfth very low to low expansive, compacted fill. Areas where planned fill thickness are less than 5 feet, and/or areas where remowil excsavations are less ttian 5 feet below finfeh grade should also be overexcavated to provide for a 5-fiDot thick very tow to low expansive, compaded fill blanket The maximum to minimum fill thicdcness across the buiiding pad should not excoed a ratio of 3:1 (ma)dmum:minimum). 5. B£^d upon our previous, seismic refiacQon survey (GSI, 2004) and our review of D&S/M (20G7a and 2007b), planned excavations and recommended overexcavations into tihe metevolcanic bedrock will require eg^ to very dffficuft ripping assuming the use of a Caterpillar D9L bulldozer. However, the need for localized hard rock blasting cannot be entirely precluded, Non-ti'enchable bedrock may be encountered at depths as shallow as ±1 to ±2 feet betow the existing grade. Thus we recommend ttiat the sfte be overexcavate at les^ 1 toot below the lowest utiltty invert and at least 5 feet below flnish grade or 3 feet below the lowest foundation element (whichever Is greater) to fadlHate underground utiltty and foundation constmction. 6. As indicated in GSI (2004), our previous laboratory test resulte, indicate that soils wrth a very high expansion potential (E.L = 131, or greater) wtth a PJ. of 43 underiie ttie site. Soils wtth tiiese types of expansion and pla^dty charaderlstic» may not be compatible wnth tfie proposed development Thus, stte earthworic shcHJld Indude replacing expansive soils wtth very tow to low expansive soils (E.I. = 0 to 50) with a P.L of less tfian 15 (P.l. <15) vyfthin ttie upper 10 feet of flnish grade and/or finished surfaco elevation, or the bottom of tfie pool shell, to permft conventional stilicrtiyiral design for foundations, pools, retaining vralls, concrete hardscape, etc. Should ttie Client eled to place e)q>ansive soils wrthin 10 feet from flnish grade and/or flnished surface elevations, further geotechnical analyses will be required. Darnell and Scrivner Ardiitectwe, Inc W.O. 5619-A-SC 2647 Mamiol Court, {>arisbad Fetoruary 21, SOm nte:e:\w|:SW«Xl^5619agip Page 7 7. /te also indicated In GSI (2004), previous laboratory testing regarding soil pH, soluble sulfates, and sattjrated resisUvtty indicate ttiat site soils are mildly alkaline! pre^nt a negligible sulfate exposure to concrete, and are severely conosive to ferrous metels when sattjrated. Additi'onal commente and/or recommendations should be provided by a qualHled corrosion specialist regarding foundattons, piping, reinforcement, etc. 8. Our stope sfabilfty analyses Indicate that the proposed retaining wall backcut stopes, exposing Santiago Peak Volc^ics (bedrock), appear to have some potential for plane, wedge, and topple failures to occur, afthough ttiis potential Is considered generally tow. These vertical backcut stopes will require field monrtoring/mapplng during excavation prior to woricers entering or approaching temporary excavations. Should pen/asive adverse condftions be encountered during constmcfion, the possibil'rty of laying back ofthe cuts to a more steble angle may be warranted. 9. In general and based upon the available date to date, regional groundwater is not expeded to be a major fador in development of tiie srte. However, due to the nature ofthe srte materials, seepage may be encountered throughout ttie sfte along wfth seasonal perched water along geologic conteds and/or daylighted disconti'nuftles. Perched water wilt likely occur after devetopment which warrante more onerous concrete slab design and constiiidlon. The use of bfanket drains and stete-of-pracOce moistiire vapor fransmission confrol mettiods will reduce but not eliminate ttiis potential. Thte potentiat should be disdosed to all interested/affeded parties. 10. Some caving and sloughing may be anticipated to be a fador In subsurface excavations and frenching. Therefore, cunent locat and stete/federal safety ordinances for subsurfaco frenching should be enforce. This concern will be increased ff very low expansive soil is used onsrte. 11. The seismidty-acceleration v^ues from current and adopted codes, provided herein, should be considered during the design ofthe proposed devetopment 12. General Earthwork and Grading Guidelines are provided at the end ofthis report as Appendix C. Spedfic recommendations are provided betow. Darnell and Scrhmer Arcdittedure, Inc. W.O. 5619-A-SC 2647 Marmol Ctourt, Caiisbad February 21, ax)8 Rte:e:\%^®®ecJ0\^19a.gup Page 8 6e#Siiflt, Mm* EARTHWORK GONSTRUCTION RECOMMENDATIONS General Grading M grading should confonn to ttie guidelines presented in ttie CBC (CBSC, 2007), UBC/CBC (ICBO, 1997 and 2001), ttie Cfty, and Appendix C (tfiis report), except where spedflcally superceded In the text of this report. \Aftien recommendadons or code references are not equivalent, the more sttingent code should be followed. During earthworic constirudlon, all sfte preparation and the general grading procedures of tiie contiBdor should be obsen/ed and ttie fill selectively tested by a representeave{s) of GSI. ff unusual or unexpeded condttJons are exposed in tiie field, they should be r&mw^ by this ofllce and, ff warranted, modttied and/or addftional recommendations will be offered. Ml applicable requiremente of local and national constmdion and general industty safety orders, tiie Occupational Safety and Heattli Ad (OSHA), and the Constitidlon Safety Ad should be met Demolitton/Grubbing 1. Existing vegetetion and any miscollaneous debris should be removed from the areas of proposed grading. 2. Cavities or loose soils remaining after demolftlon and sfte deaiwice should be deaned out and observed by the geotecdhinlcal engineer. The cavities should be replaced witti flll materials tiiat have been raoisture condrtioned to at least optimum moisture content and compaded to at leg^t 90 percent ofttie laboratory ^ndard. Treatment of Existine^ Ground 1. ff not removed by tiie planned excavations, all undocumented fill, colluvium, and weathered bedrock should be removed to competent hedrotM, deaned of deleterious materials, moisture conditioned, and recompaded witfiin areas proposed for settfement-sensttive improvemente. Thlcdcnesses of these materials ^e discnissed in eariier sections of tfiis report. Variations from these tiiicknesses should be anticipated. Actual depths of removals vMII be ev^uated In the field during grading by the soil engineer. 2. Subsequent to the above removals, the upper 8 inches of the exposed subsoils/bedrock should be scarified, broughtto at least optimum moisture content, and recompaded to a minimum relative compaction of ^ percent of the labcnatory standard (ASTM D 1557), prior to any fill placement. 3. Existing undocumented fill, colluvium and we^ered bedrock may be reused as compaded fill provided ttiat major concenttations of vegetation and miscellaneous debris are removed from the fill, prior to or during fill placement and the expansive Darnell and Scrivner Architecbire, Inc. W.O. 5619-A-SC 2B^7 Marmol Court, Carisbad February 21,2008 FBe:K\w{«««)0«6t^aup Page 9 soils are not placed wtthin 10 feet of finish grade and/or flnished surface elevations. Should ttie Client eled to place expansive soite within 10 feet from flni^ grade and/or finished surface elevations, furttier geotechnicsd anal^i^ wll be required. 4. Localized deeper removals may be necessary due to buried drainage channel meanders or dry porous materials. The projed soils engineer/geologist should observe alt removal areas during the grading. Transitions/Overexcavation In order to reduce tfie potenti'al for dffferenti'al settiement and fadlftate frenching for foundations underground utilities, etc., the entire cut portion oftiie building pad, areas wrth planned flife 1^ than 5 feet thick, and areas where the as-buittflll thickness would be less than 5 feet Mter remedial removals have been performed should be overexcavrarted to a minimum deptii of 5 feet below flnish grade or 3 Ifeet below the lowest foundatton element (whichever is greater) and be replaced witfi compaded fill. The overexcavation subgrade should be indined to dr^n away from the sttructtire(s). Prior to fifl pfacement the overexcavation subgrade should be scarified at least 8 Inches in depth, moislure condftioned as necessary, and be recompaded to at least 90 percent of the laboratory standard (ASTM D 1557). Overexcavation should be completed to a minimum lateral distance of 5 feet oiitside the outermost exterior foundation. Overexcavation for underground utilfttes should be completed to at least 1 foot betow tiie towest utifity invert and be replacod wfth compaded fill. The undercutttansition shouldnot create a minimum to maximum of flll thickness veulation of more than 3:1 (horizontal:vertical [hrvj). Earthwork Mitigatton for Expansive Soiis As previously indicated, onsite soils are very high in expansion potential and may not be compatible wMfi the proposed dewlopment. TTierefore, we recommend that the upper 10 feet of finli^ grade and/or flnished surfaco soils consist of very low to tow expansive soils (E.1. = 0 to 50) wfth a P.l. of less than 15. The Inted. unweattiered metevdcanic bedrock is c«nddered to fulflll fliese engineering requiremente regarding expansion potential and plastidty ff located within 10 feet of flnish grade and/or flnished surface, or the bottom of the pool shell. Expansive onsite soils should not be placad wrtttiln a 10-foot horizontal distenco from the outboard edge of any perimeter foundation for the restoence/cabafta building and tifie outeide edge ofthe pcol bond beam. Expansive onsfte soils should also remain at least 10 feet laterally outside reteining wall foundations and not used as retaining wall backfill above a 1:1 (h:v) projection up from tiie heel of CMU retaining wall footings or ttie heel of Keystone retaining wall rdnforced (grid) zones. Expansive soils should not be placed wittiin 5 feet laterally of any concrete hardscape improvement (driveways, walkways, patios, etc.). Damell and Saivner Ardiita^him, Inc. W.O. 5619-A-SC 2&»7 Marmol CJourt, CJarlsbad February 21.2008 f=^le:e:VW^>gW6(W€619a.gup Page 10 6e«»Mi i » Ine. Flll Placement Subsequent to ground preparatton, very low to low expansive soils should be placed In tiiin (±6- to BAndn) lifte, cleaned of vegetation and debris, brought to at least the ^H's optimum moisture content and compacted to achieve a minimum relative compaction of 90 percent of the laboratory stendard (ASTM D1557). Onsfte soils may be placed outeide the influence of the proposed improvemente in tiiin (±6- to B-inch) lifte tiistt have t>een cleaned of vegetetion and debris, brought to at least 130 percent of (1,3 times) the soil's optimum moisture content, and compaded to achieve a minimum relative compaction of 90 percent ofttie laboratory standard (ASTM D1557). The intent ofthis recommendation is to place expansive soils 3 percent (wet) over optimum moisture content percent by weight To reduce the potential for seismic densification to affect improvement consbiiction, consideration shouid be given to compacting very tow to low expansive soils to 92 percent of the laboratory standard (ASTM D1557). Any ground surface ^©eperthan 5:1 (h:v) should properiy keyed prior to fill placement ff fill soil importation Is planned, a sample of ttie soil import should be tested by this office prior to imporiing, In order to assure compatibility wtth the onsfte soils and tihie recommendations presented in this report. At least three business days of l^d time shouid be allowed by builders or contradotB for proposed import submittels. This lead time will allow for parttole size anal^ls, speciflc gravfty, relative compaction, expansion testing, and blended import/native crfiaraderistics as deemed necessary. RocA Piacement Guidelines Rock Disposal GSI antidpates that some of the onsite soils to be utilized as fill material for the subjed projed may contein some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, tiie depth of £uiy rocks, rock fills, or rock blankete, should be a sufficient distance from finish grade. TTiis depth is generally the same as any overexcavation due to cirt-fill transftions in hard rock areas, and generally facilitates the excavation of stmdural footings and substiiidures. Should deeper excavations be proposed (I.e., deepened footings, utilfty frencrfiing, swimming pools, spas, etc), the developer may consider increasing the hold- down deptii of any rock fills to be placed, as appropriate. In addttion, some agencies^urisdldions mandate aspecffic hold-down deptii for oversize materids placod In fills. The hold-down depth, and potential to encounter oversize rock, both wfthln fills, and in ocourring In cot or natural areas, would need to be disclosed to all interested/affeded parties. Once approved bythe governing agency, the hold-down depth for oversized roc^ (i.e., greater than 12 inches) in fills on this project is provWed as 10 feet. The re-use of overeized materials around the pcol (next to or below) is not recommended. Dameli and Scrivner Ardiltecture, Inc W.O. 5619-A-SC 2647 Mannol Court, CarlstMd Febmary 21,2008 FUe:e:\vi^>0V56OO^19a.gup Page 11 GeoSofbt Ine. General Generally for the purpose ofthis report, the mMerials may be described as efther 8 inches or less, greater than 8 and less than 36 Inches, and greater ttian 36 inches. These three categories set the basic dimensions for where and how the materials are to be placed. Materials 8 Incshes in Diameter or Less Since rock fragments along wrth the overburden materials are antidpated to be a part of the materials used In the grading of tihe sfte, a ca-lteria is needed to fadlitate the placement of these materials within guidelines which would be workable during the rough grading, post-grading Improvements, and serve as acceptable compaded fill. 1. Rnes and rockfi^gmente 8 inches or less in diameter may be placed as compaded fill cap materials wrthin the building pads, stopes, and driveway areas as described below. The rock fragmente and flnes should be brought to at least optimum mofetiire content and compaded to a minimum relative compaction of 90 percent of tfie laboratory standard. 2. The purpose for the 8-inc*i diameter limrt is to allow reasonable sized rock ftagmente into tiie fill under seleded conditions (opti'mum moisture or above) sunounded wrth compaded fines. The 8-inch diameter size also altows a greater volume of the rock fragmente to be handled during grading, while steying In reasonable limrts for later onsfte excavation equipment (bacdchoes and ttenchers) to excavate footings and utility line frenches. 3. Fill m^erials 8 inches or less in diameter should be placed (but not limited to) wtthin tiie hold-down depth on proposed filt pads, the upper 5 feet of overexcavated cut areas of cut/fill transftion pads, and the entire street right-of-way width. Including the proposed overexcavated areas and replacement fifl areas, from the depth of the lowest utility (witiiin the street and lot), to subgrade, or to the hold-dowi depth below finish grade. Overexcavation is discussed later in this report Materials Greater Than 8 inches and Less Than 24 Inches in Diameter 1. During the process of bedrock excavation, a significant amount of rock fragments or constituente larger than 8 inches in diameter may be generated. These significant amounte of oversized materials, greater than 8 and less than 24 inches in diameter, may be incorporated into the fills utilizing a series of rock blankete. 2. Each rock blanket should consist of rock fragmente of approximately greater than 8 and less than 24 Inches in diameter along wtth fines generated from the proposed cute and overburden materials from removal areas. The blankete should be limfted to 24 inches In thickness and should be placed witii granular fines which are Darnell and Solvner AncMtechire, Inc W.O. 5619-A-SC 2647 Mamnol CJourt, Carisbad February 21, 2M08 FB6:e:\wpS\5OT^19a.gip P^ 12 GeeSeai, Ine. flooded into and around the rock ftagmente. 3. Rock blankete should be restilded to areas which are at least 1 foot betow ttie lowest Utilfty Invert, at least ttie hold-down deptti belowfinish grade, andaminimum of 20 horizontel feetfrom ttie face of fill slopes, and outeide ofany utilfty IMerals or under pools/spas. 4. Compaction may be achieved by utilizing wheel rolling methods witii scrapers and water ttucks. track-walking by bulldozers, and sheepsfoot tampers. 5. Each rock blanket should be completed with its surface compaded prior to placement of any subsequent rock blanket or rock vwndrow. 6. Minor amounte of rock material in this size range may also be placed a rocdc windrows (see betow). Substnuctures Placed in the Hold-down Depth Zone Dfedosure to any interested/affeded parties regarding tiie pro)dmfty of oversize matertafe, excavation difficulties, etc., ttiat may potentially Impad future improvemente fe recommended. The cap above tiie hold-down distanca is only intended to support shallow foundations ofthe residence, appurtenant stmdure, and builder specttied Improvemente. Utility poles, pools, spas, or similar improvemente that penetrate or neariy penetrate the fill cap should have a site-specific subsurface investigation, and revtew bythe geotechnical consuftant. priorto planning, design, and constiuction. Perimeter Condittons ft should be noted tiiat ttie CBC (CBSC, 2007) and UBC/CBC (ICBO, 1997 and 2001) indicate that ttie removal of unsuitable soite be perfomned across all areas to be graded, not just within the influence of the commerdal stmdure. Relatively deep removals may also necessitate a spedal zone of consideration, on perimeter/confining areas. This zone would be approximately equal to the depth of removals, ff removals cannot be performed offefte. Thus, any setUement-sensftive improvemente (walls, curbs, flatworic, etc), consttuded wfthln tiife zone, may require deepened foundations, reinforcement etc, or Will retain some potential for settlement and assodated disttess. Addftionally, offefte existing improvemente will also require stebllization and/or monttoring and may exhibft disfress ttthey are tocated above a 1:1 (h:v) projection up from the bottom, outboard edge of any remedial or planned excavation. Thfe will require proper disclosure to all interested parties, should tiiis condrtion exist at ttie condusion of grading. This condition te likely at the southern and estern property boundaries where relatively deep removals may necessitete tiie use of shoring and/or bradng to complete tfie remedial removals and support adjacont, oflislte improvemente. Recommendations for temporary shoring design are provided in the "Temporary Shoring" sedion of this report. Darnell and Scrivner Arciiitecture, Inc W.O. 5619-A-SC 2647 Mamiol Court, Carlsbad Febmary 21,2008 F1le:e:\wpSn^^XlO\5et^gup Page 13 GeoSoHi, Ine. SLOPE CONSIDERATIONS AND SLOPE DESIGN Based on our slope stebility evaluation (see /ppendix C) and experience on similar projecjfe, ttie proposed wall baekcute consttuded wrthin ttie onsrte materials, tothe heights proposed, should be temporarily surtidally stable provided tiie recommendations contained herein are properiy implemented during site devetopment under normal condftions of care, maintenance, and rainfall. AH slopes should be designed and consttuded in accordance wfth the minimum requiremente ofttie UBC/CBC (ICBO. 1997 and 2001), Crty ofCarisbad, appropriate Cal OSHA regulations goveming excavations, ttie recommendations presented in Appendix C, and the following: 1. Local areas of highly weathered materials may be present. Should these materials be exposed in any proposed vertical cut stopes (i.e., wall baekcute), ttie potential for slope failure existe. Evaluation of cut stopes during grading would be necossary in order to identity any areas of severely weatiiered bedrock materiate. Should any of tfiese materiate be exposed during constmction, the soils engineer/geologist, would assess tfie magnftude and exlent ofttie m^erials and ttiefr potential affed ori long-term maintenance or possible slope failures. Recommendations would then be made at tiie time of the field evaluation. 2. Prior to entiy of any workers, retaining wall baekcute should be mapped by the projed engineering geologist during consbuction to altow amendmente to the recommendations, should exposed condrtions wanant attemallon ofttie design or stabilization. 3. CAL-OSHA regulations governing the heighte of vertical cut slopes (temporary) should be adhered to during constiudion. Based on these regulations, no vertical slopes should exceed 4 feet in vertical height wfthout shoring. Temporarv Slopes According to D&SAI {2007a and 2007b), proposed subterranean floor levels will require planned excavations on ttie order of 11 feet below existing grades. When considering a two foot deep footing, overexcavation ofthe bedrock material to 3 feet below the bottom of footing elevation may increase ttie planned overexcavation to 16 feet betow existi'ng grades. Thus, temporary slopes appear to be necessary during conaction. Unsupported excavations greater than 4 feet but less tiian 20 feet in overafl height should be consttuded in accordance witti criteria estebllshed in mde 6 ofttie Stete of Calffomla, Constiudion Safety Orders (CAL/OSHA) for Type "B" soite. Afthough unlikely, temporary stopes should be constmded in accordance wfth C/U.-OSHA guidelines for Type "C" soils tf the foitowing conditions are encountered: Darnell and Scalvner Architecture, Inc. WO 5619A-SG 2647 Mantiol Court. Cartsbad February 21,2008 FBe:e:\wpS\5600\5619a.g^j Page 14 GmmSoiUf Ine. 1. Cohesive soite wfth an unconflned compressive strength of 0.5 tsf or less; or 2. Granular soils including gravel, sand, and loamy sand; or 3. Submerged soil or soil from which water is freely seeping; or 4. Submerged rock tiiat is not stable, or 5. Material In a sloped, layered system where the layers dip into the excavation or a slope of four horizontel to one vertical (4:1 [h.v]), or steeper. ff temporary slopes conflid witii property boundaries or wouid reduce tiie lateral support of adjacent onsrte improvement (tiiat is to remain after construction is complete) or oflsite improvemente, shoring may be necessary, and Is furtiier explained below. TEMPORARY SHORING General As indicated in Test Pft TP-5, remedial removals depths may be on tfie order of 14 feet or greater near tfie soutfieriy property line. Due to property line restiictions and adjacent, offefte improvemente in ttite area .shoring and/or bradng may be required. Please note tfiat the thlcdcness of unsuftable soils across ttie srte is highly variable and shoring may be required In other locations In order to perfonn tiie necessary remedial earttiworic. This condttion should be fiirther evaluated during grading. Shoring should consist of cantilever steel soldier beams placed ata maximum of 6 feet on centers, wrth a minimum embedment below tiie bottom of ttie level excavation, equivalent to ftill height ofttie cut. The uftlmate embedment depth should be provided by ttie projed stiuctural engineer and or shoring designer, based on ttie geotechnical parameters provided herein. Wood lagging should be installed as the cirt progresses to rts ultimate conflguration. Based upon the available date, tiie maximum shored profile wfth the required remedial grading at the bottom is expeded to be on the order of 16 feet deep. Lateral Pressures For design of cantilevered shoring, a tiiangular distiibution of lateral eartti pressure may be used, tt may be assumed ttiat ttie retelned soils wfth a level surface behind the shoring will exert a lateral pressure equal to ttiat developed by a fluki witii a densrty of 45 pounds per cubto foot (pd). Reteined soils, witti a 2:1 (h:v) stoped backfill, will exert a lateral pressure equal to a fluid having a density of 65 pet ff stteet tiaffic is located wfthln 10 feet of shoring, ttie upper 10 feet of shoring adjacent to the traffic should be designed to resist a unffomn lateral pressure of 100 pounds per square Darnell and Scrlvner Architecture, Inc vV.0.5619-A-SC 2647 Marmol Ctourt, Cailsbad February 21.2(m Rie:e;\wp9^«XJ^619a.gup P^e 15 GmoSMS f Ine. foot (psf per foot of deptti and widtti in the upper 5 feet of tiie wall), which te ttie resuft of an assumed 300 psf trafBc surcharge. Design of Soldier Piles Forttie design of stendard soldier piles adjacent to a level excavation bottom, and spaced at leastlwo diameters on centers, the allowable lateral bearing value (passive value) ofthe soils below tfie level of excavation may be assumed to be 400 psf per foot of depth, up to a maximum of4,000 psf. To develop the ftill lateral value, provteions should be taken to assure firm conted Ijetween the soldier piles and the undlsturiaed soils. The soldier piles below ttie excavated level may be used to resist downward teds, ff any. The downward fiictional resistance between the soldier piles and the soils below ttie excavated level may be teken as equal to 200 psf. Lacjpinf Continuous wood lagging will be required between ttie soldier piles. The soldier piles should be designed for the ftill anticipated lateral pressure. However, the pressure on ttie lagging will be less due to arching In ttie soils. We recommend that ttie fagging be designed forttie recommended earth pressure, but lim'rted to a maximum value of700 psf. Intemal Bracing In order to reduce vertical and horizontal deformattons of existing, offsfte Improvemente, rakers may be required to internally brace the soldier piles. The raker bradng could be supported laterally by temporary concrete footings (deadmen) or bythe pennanent Interior footings. For design of temporaiy footings or deadmen. poured wfth tiie bearing surface normal to rakers indined at 45 degrees, a temporary bearing value of 2,500 psf may be used, provided the shallowest point of the footing is at least 1 foot betow the towest adjacont grade. Deflectton tt is diflicuft to accurately predid ttie anount of deflection ofa shored profile, tt should be realized, however, that some deflec^on will occur. We anticipate thatthis deflec^on would be on the order of at least 1 to V/z inches at the top of the planned 16-foot shoring ff greater deflection occurs during consttuction, addftional bradng may be necessary to reduce deflection, ff desired to reduce ttie deflection Of the shoring, a greater active pressure leading to a more stifler sedion could be utilized for ttie design. DameS and Scriwter Architectare, inc W.O. ^19-A-SC 2647 Marmot Court, Carisbad February 21 2CW8 Rto:e:\Wpi9\5600W61^gUp Pag© 16 GeoSeilSy Ine, Monitoring Some means of monttoring ttie perfomiance ofthe shoring system te recommended. The monitoring should consist of periodic surveying of ttie lateral and vertical tocations of tiie tops of all ttie soldier piles and the lateral movement atong ttie entire lengths of seleded sotdlerplles. We^ggesttfiatphotographsofthe adjacent, oflsite improvemente be made priorto excavation. Open Excavations Consttuction equipment pariced, building materials, and/or stockpiled soil should not be stored wrthin 'H' feet ofthe top of any temporary slope or french wall (where 'H' equals tfie height ofttie temporary stope or ttendi wall). Temporary/pennanent provisions should be made to dired any potential runoff away from ttie top of temporary excavations. Excavatioris consttuded deeper ttian 4 fe^ may be provisionally consttuded in accordance wrth CAL-OSHA guidelines for Type "B" soit material up to 20 feet in height. As previously Indicated soil condftions exposed during constiuction may necessftate temporary stope constmction in accordance wfth Type "C" soite. If temporary excavations are to remain op^ for nore tfian 120 days, lateral pressures should Indude earthquake surcharge loads. Excavattton Observatton (Ml Excavattons) When excavations are made adjacent to an existing stoudure fl.e., utility, road, walls, or building) there is a risk of some damage to ttiat sttudure even ff a well designed ^sterti of excavation and/or shoring, te planned and insteiled. We recommend, tiierefore, tiiat a systematic program of obsen/ations be made before, during, and after consttudion to determine tiie effeds fff any) of constmctton on the existing stiudures. We believe tfiat tilte is necessary for two reasons: flrsl, ff excessive movemente (i.e., more tiian Vs-mch) are deteded eariy enough, remedial measure can fc>e teken which could possibly prevent serious damage to the existing stmdure; and, second, the responsibitity for damage to tfie existing stiucture can be determined more equitably tf the cause and extent of the damage can be determined more precisely. Monitoring should include tfie measurement ofany horizontal and vertical movemente of both the existing stmdures and the shoring and/or bracing. Locations and type oftiie monitoring devices should be seleded as soon as ttie totel shoring system is designed and approved. The program of monttoring should be agreed upon between ttie projed team, the sfte surveyor and the Geotechnical Engineer-of-Record, prior to excavation. Reference pointe on ttie existing stmdures should be placed as tow as possible on the extenor waUs of buildings adjacent to ttie excavation. Exad locations may be didated by critical pointe witfiin the sttuchire, such as bearing waite or columns for buildings; and Dameli and Scrlvner Architecture, Inc W.O. 5619-A-SC 2647 Marniol Court, C^sbad February 21 2008 FBe:e:\W|:S\5600^19a.gip Page 17 CmoSMMf Ine. surface pointe on roadways and sidewalks near the top of tiie excavation. The pointe on the shoring should be placed under or very near the points on the stiudures. For a survey monitoring system, an accuracy of a le^ 0.01 foot should be required. Reference pointe should be insteiled and read initially prior to excavation. The readings should continue until all constiucdon below ground has been completed and ttie backfill has been brought up to final grade. The frequency of readings will depend upon the resulte of previous readings and the rale of constiuction- Weekly readings could be assumed throughotrt the duration of constiuction with daly readings during rapid excavation near the bottom and at critical times during the Installation of shoring or support. The reading should be ptotted by the Surveyor and then reviewed by tiie Geotechnical Engineer. In addrtion to the monitoring system, ft would to pmdent jfor the Geotechnical Engineer and the Conti^dor to make a complete evaluation of the existing stiudures both before and after constmction. The Inspection should be direded toward detecting any signs of damage, particulariy those caused by settlement. Notes should be made and pidures should be taken \Artiere necossary. Observation ft is recommended that all excavations be observed by the Geologist or Geotechnical Engineer. Any fill whicjh is placod should be approved, tested, and verifled ff used for engineered purposes. Cut slopes and temporary french excavations shouid be observed by the Geologic or Geotechnical Engineer. Should tiie observation reveal any unforseen hazard, the Geologist or Geotechnical Engineer will recommend tresrtment GSI requires at leaslt 24 hours notice prior to any required site observation. PRELIMINARY RECOMMENDATIONS - FOUNDATIONS Preliminary Foundation Design In flie event that ttie information conceming ttie proposed devetopment plans is not coned, or any changes in ttie design, location, or loading condftions of the proposed stmcttires are made, tfie conclusions and recommendations contained in this repqrt are for tiie subjed srte only, and shall not be considered valid unless ttie changes are reviewed and conclusions of thte report are modified or approved in writing by this oflice. The Information and recommendations presented in this section are considered minimums and are not meant to supercede design (s) by the projed stmdural engineer or cavil engineer spedalizing In stiudural design. TTiey are considered preliminary recommendations for proposed constmction, in consWeration of our field investigation, Damell and Scrivner Architecture, Inc. ~ W.O. 5619-A-SC ^7 Marmol Court, Carlsbad February 21,2008 Rte:o:\w(««eoo\S619a.gup Page 18 GeoSoiU, Ine. laboratory testing, and engineering analysis. Upon request GSI could provide addftional consultetion regarding soil parameters, as related to foundation design. Our review, fleld woric, and previous laboratory testing Indicates that onsite soite have a very high expansion potential (E.l. = greaterthan 130) wrth a P.l. greater tfian 15 which may llmttthe proposed archttedural design. Therefore, we have previously recommended earthwork mrtlgation for ©cpansive soils. Provided tfiat our recommendations have been property incorporated into projed design and consttudion, conventional foundati'ons may be used for tfie residence and cabana building. Preliminary recommendations for found^ion design and consttudion are presented below. Final ftxindation recommendations will be provided at the condusion of grading, based on laboratory testing of fill materials exposed near finish grade. Bearing Value 1. The foundation sysiems should be designed and consttuded In accordance wrth guidelines presented in the latest edrtion ofttie UBC/CBC. 2. An altowable bearing value of 1,500 psf may be used for design of continuous footings 12 Inches wide and 12 inches deep, and for design of isolated pad footings 24 Inches square and 24 inches deep, founded entirely into compaded fill and conneded by grade beam or tie beam in at least one directton. This value may be increased by 20 percent fw each additional 12 inches In depth to a maximum value of 2,500 psf. The above values may be increased by one-ttilrd when considering short duration seismic or wind toads. No increase in bearing for footing widtti te recommended. Lateral Pressure 1. For lateral sliding resistance, a 0.30 coefficient of friction may be utilized for a concrete to soil contad when multiplied by the dead load. 2. Passive eartii pressure may be computed as an equivalent fluid having a density of 250 pd wtth a ma)dmum lateral bearing pressure of2,000 psf. 3. When combining passive pressure and fiictional resistance, ttie passive pressure component should be reduced by one-ttiird. Foundation Settlement Foundation systems should be minimally designed to accommodate a diflBrential settiement of at least y4-inch in a 40-foot span. Since tfie pool will likely have a tower tolerancefor settlement than the home, some add'rtional foundation or eartiiworic should be perfomied to reduce this potential settiement This settlement is an estimate of static Darnell «id Scrlvner Aithltei^e, Inc ~~ W.O. 5619-A-SC 2647 Marmol Court, C^arisbad febmsay 21 2008 Rte:e:\wp9^600Wei9agup Page 19 Geeiolls, Ine. bearing and fill consolidation and does not Indude tiie effeds of seismic loading or expansive soils (^rink/swetl) orthe lateral defledlons of geogrid walls. Footing Setbacks Footings should maintein a minimum horizontal setback of 7 feet or H/3 (H = slope height) from tiie base of ttie footing to the descending slope face but need not be greater ttian 40 feet Foundations settjacte should minimally comply wrth Rgure 18-1-1 ofttie UBC/CBC (ICBO, 1997 and 2001). The seflsack distance Is measured from tiie footing face at ttie bearing elevation. Footings adjacont to unlined drainage swales should be deepened to a minimum of 6 inches below tiie invert of tiie adjacent unlined swale. Footings for stiudures adjacent to CMU retaining waite should be deepened so as to extend below a 1:1 projection from the heel of ttie wall. /Mtematively, walls may be designed to accommodale stiucttiral loads firom buildings or appurtenances as described In ttie "Wall Design Parametere Considering Expansive Soils" section ofthis report Footing Setbacks from Keystone Retaining Wails M indicated in GSI (^08), foundations for the residence and cabana building should exlend below a 1:1 (h:v) projection up fiom ttie heel ofttie reinforced (grid) zone. Building setback mftigaion may be accomplished by deepening any adjoining foundatt'on through tilte projecaon, provided that ttite conflguration does not disttirb any grid reinforcement Othen/vise, building surcharges, wtthin ttie zone of Influence for tiie geogrid should be included in the Keystone retaining wall evaluations. As such, the cabana and other improvement foundations in tfiat zone should be designed for a higher vertical and horizontal defomnation tolerance. Construction As previously mentioned, a malority ofthe onsite soils are very high In expansion potential (E.I. = greaterthan 131) with a P.l. greater tiian 15. Per code, foundations consttuct^ for these types of soil conditions should minimally compty wfth Sedion 1815 or 1816 of the UBC/CBC (ICBO, 1997 and 2001). /Mtematively, ttie Client may eled to replace ttie onsfte soils above ttie bedrock witti very low expansive soite (E l. = 0 to 20) wfth a P.l. of less than 15 within the upper 10 feet of flnish grade to altow for the use of conventional foundations. To that end, we have provided ttie following recommendations for conventional, post- tensioned sl^, and mat slab foundations. Conventional Foundatton Construction-Very Low Expansion Potential fE.I. = Dtogo) 1. Conventional continuous footings should be ft>unded at a minimum depth of 12,18, and 24 Inches below the lowest adjacent ground surtace for one-, two-, and tiiree-story floor toads, respectively. Interior footings may be founded at a deptti of 12 inches below the low^ adjacent ground surface. Darnell and Scrivner Architecture, Inc W.O. 5619-A-SC 2647 Marmol Couft, GarisbsuJ February 21 2008 fle.-8:\wp9^i00^19a.gup Page 20 GeoSeils, Ine. Footings for one-, two-, and three-story floor toads should have a minimum width of 12, 15, and 18 inches, respedively. Ml footings should have one No. 4 reinforcing bar placed at tiie top and one No.4 relnfordng bar placed at tiie bottom of the footing. Isolated interior or exterior piers and columns should be founded at a minimum depth of 24 Inches belc3w the lowest adjacent ground surface, and should be tied tothe main foundation in at least one diredion to mttigate lateral drift. 2. A grade beam, reinforced as above, and at le^ 12 inches square, should be provided across tiie garage enfrances. The base ofthe reinforced grade beam should be at the same elevation as tiie adjoining footings, 3. Concrete slab-on-grade floor underlayment and concrete mix for slab-on-grade floors and footings should confonn the recommendations provided In the "Soil Moisture Considerations" section ofthis report. 4. Concrete slab-on-grade floors, should minimally be 5 inches tiiick, and reinforced with No. 3 reinforcement bars placed on 12-Inch centere, in two horizontally perpendicular diredions (i.e., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height posrtioning during placement of the concrete. "Hcxjklng" of reinforoement is not an acceptable method of positioning. 5. Garage slabs should be poured separately from tiie residence footings and be quartered wrth expansion jointe or saw cute. A posrtive separation from the footings should be maintained wrth expansion joint material to pennrt relative movement 6. The concrete slab-on-grade floore should have an adual, minimum thickness of 5 inches, and tfie slab subgrade should be free of loose and uncompaded material priorto pladng concrete. 7. Presaturation is not necessary for very low expansive soit condrtions; however, the moisture content of the subgrade soils should be equal to or greater than optimum moisttire to a depth of 12 inches wrthin 72 hours of tfie vapor retarder placement 8. As an attemative, an engineered post-tensioned foundation system may be used for increased performance. 9. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 90 percent ofttie laboratory standard, whettier rt fe to be placed Inside ttie foundation perimeter or In the yard/right-of-way areas. Thfe malerial must not after posftive drainage pattems tfiat dired drainage away from the sttuctural areas and toward ttie sfreet. Darnell and Scrivner Architecture, Inc W.O. S619-A-SC 2B47 Marniol CJourt, C^sbad ftbruary 21,2008 Rle:e:\w(;^ecx^l9agup Page 21 GeoSiiitSt Ine* 10. Slabs betow grade should be water-proofed, ff any moisture sensftive improvements are proposed. SOIL MOISTURE CONSIDERATIONS Foundation systems and stabs shall not allow water or water vapor to enter into ttie stmdure so as to cause damage to another building component, or to limft the installation of the type of flooring materiate typically used for the particular appHcation (Stete of Caltfomia, 2006). Therefore, tiie following should be considered by the sttudural engineer^oundation/slab designer to mttigate tiie transmission of water or water vapor through ttie ^ab. GSI has evaluated the potential for vapor or water fransmfesion tiirough the slabs, in light of typical commerdal floor coverings and improvemente. Ple^e note that typical slab moisture emission rates range from about 2 to 27 lbs/24 hours/ 1,000 square feet from a 4-inch slab (Kanare, 2005), white typical floor covering manufadurers recommend about 3 lbs/24 hours as an upper llmft. Thus, the client will need to evaluatethefollowlng in light of a cost v. benefit analysis (owner/tenant complaints and repalrs/repfacement), along wfth disclosures to owners/tenants. Considertng the E.l. results, antidpated typical water vapor transmission rates, floor coverings and improvemente (to be chosen by ttie dient) ttiat can tolerate those rates wfthoiit distress, the following attematives are provided: Concrete slab underlayment should consist of a 10-mil to 15-mn Vapor retarder, or equivalent wrth all laps sealed per ttie UBC/CBC (ICBO, 1997 and 2001) and ttie manufadurer's recommendation. The vapor reteurder should comply witii the ASTM E-1745 - Class A or B criteria, and be inslalled In accordance wfth ACI 302.1 R-04. The 10-tol 5-mil vapor retarder (ASTM E-1745 - Class A or B) shall be inslalled per ttie recommendations of ttie manufadurer, induding all penetirations. i.e., pipe, ducting, rebar, etc. The vapor retarder should be overiain by 2 inches of sand (S.E. >30) and underiain by 4 inches of pea gravel and/or flne to coarse washed dean gravel (80 to 100 percent greater than #4 sieve) to break tiie capillary rise of soil moisture. • Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19-A-4 oftiie UBC/CBC (ICBO, 1997 and 2001) for conosion or otiier conosive requiremente. Additional concrete mix design recommendations should be provided by tiie sttuctural consuftant and/or waterproofing spedalist. Concrete fintehing and workablity should be addressed by ttie stiudural consultant and a waterproofing spedalist Darnell and Scrivner Architecture, inc W.0.5619-A-SC 2m7 Mannol Court, Carisbad Febmary 21.2008 f=^:e:^w^)9\5«)Cteei9agJ4> Page 22 Geeiottst im. Where slab water/cement ratios are as indicated above, and/or admbcttires used, ttie stiucttiral consuftant should also make changes to ttie concrete in tiie grade beams and footings In kind, so ttiat ttie concrete used in tfie foundation and slabs are designed and/or tteated for more unfform moistiire protedion. Owner(s)/tenante should be spedfically advised which areas are suftable for tile flooring, wood flooring, or ottier types of water/vapor-sensftive flooring and which are not suttable. In all planned floor areas, flooring shall be Installed per the manufadures recommendations. • Addrtional recommendations regarding water or vapor transmission should be provided by tfie archrtect/sttudural engineer/slab or foundation designer and should be consistent wrth the spedfled floor coverings Indicated by the archrted. Regardtess of tfie mttigation. some limited moisttire/moisture vapor tiansmlssion through the slab should be anticipated. Constmdion crews may require spedal training for installation of certain produd(s), as well as concrete flnishing techniques. The use of spedalized produd(s) should be approved by tiie stab designer and water-prooflng consuftant A technical representative ofthe flooring conttador should review the slab and moisttire retarder plans and provide comment prior to ttie consttuction ofthe residential foundati'ons of Improvemente. The vapor reterder conti'actor should have representatives onsfte during the initial Installation. WALL DESIQN PARAMETERS Generai The following recommend^'ons have been provided with ttie assumption ttiat very low to low expansive soils wIH be located within 10 feet of finish grade and/or flnished surtace elevation and that very low to low expansive soils would be used for retaining wall backflll. tf the Client electe to place expansive onsfte soils within 10 feet of flnish grade and/or fintehed surfaco, or tf expansive soil backfill Is to be used, tiie following design parameters will require revision. Conventional Retaining Walls The design parameters provided below assume that eittier non ©cpansive soite (typically Class 2 penneable fitter material or Class 3 aggregate base) or native onsfte materiate (up to and including an E.I. of 65) are used to backfill any retaining walls. The type of backfiti (I.e., seled or native), should he specified by flie wall designer, and deariy shown on the plans. Building walls, below grade, should be water-proofed or damp-proofed, depending on the d^ree of moisttire protedion desired. The ftjundation system forthe proposed reteining walls should be designed In accordance wfth tiie recommendations presented Damell ami Scrivner Architecture, Inc. W.0.5619-A-SC 2647 Marmol Court, Carlsbad F^mary 21, SOm Fle:e:\wp9\£^00^9a.gi4) F^e 23 Gmt^kOU, im. In this and preceding sections of ttiis report, as appropriate- Footings should be embedded a minimum of 18 inches below adjacent grade (exduding landscape layer, 6 inches) and should be 24 Inches in width. There should be no Increase In bearing for footing widtti. Reajmmendati'ons for spedalty walls (I.e., crib, earttistone, geogrid, etc.) have been previously provided in GSI (2008). Restrained Walls Any reteining walls tfiat will be restiained prior to pladng and compading backfill material or that have re-entiwit or male comere, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pd), plus any applicable surcharge loading. For areas of male or re-enttant comers, flie resttained wall design should extend a minimum distence of tiArtce the height of ttie wall (2H) laterally from the corner. Cantilevered Wails The recommendations presented below are for cantilevered r^'ning walls upto 10 feet high. Design parameters for walls less than 3 feet In height may be superceded by Cfty and/or County standard design. Active eartfi pre^re may be used for reteining wall design, provided the top ofthe wall is not resfrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unrt weighte are given below for specific slope gradients of the reteined m^erial. These do not Indude otiier superimposed loading conditions due to ttaffic, sttucttires, seismic evente or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed leads can be provided upon request. Walls that retain more ttian 6 feet of soil should be designed for a seismic surcharge of 12H, vihere H Is ttie height of ttie retained soil, and applied as a unifomi lateral earth pressure In psf ftiom the bottom ofthe footing to the top ofthe backfill ading at 0.6H up from tiie bottom of the footing. SURFACE SLOPE OF IIETAiNED IMU^rtlAL (HdRlZONTMiViRTIC^ ECiUtyALENT flUibySfEfeHTP.CI.F. (SELECT Bl^iCFiLL} EQUIVALeiT FLUID i«feiGNTPi:.F. (NATtyEBAOCFILL) Lavel* 2to 1 35 50 45 m * Level backfill behind a retaining wall is defined as impacted ewth materials, properly drained, vtrfthout a slope for a distance of 2H behind the wall. Darnell and Scrhmer Architedbare, inc 2H7 Marmol Court, Calsbad F{le:e:\wpfyS6(ni\i5619a.gup W.0.561&^A-SC February 21, 2008 Page 24 GeeSefls, Mm, Retaining Wall Baekfltt and Drainage Positive drainage must be provided behind all retaining waite in tiie fomi of gravel wrapped In geofabric and outiete. A bacdcdrain system Is considered nocossary for retaining walls ttiat are 2 feet or greater in height Detelfe 1.2, and 3, prBsent ttie back drainage options disojssed below. Backdrains should consist of a4-lnch diameter perforated PVC or ABS pipe encased In efther Class 2 penneable fitter material or %4ndh to iVa-lnch gravel wrapped in approved fitter fabric (Mirafi 140 or equivalent). The backdr^n should be consttuded to flow at a minimum of 1 percenttoward a suiteble outlet A sump pump will be necessary for basement waite ff gravfty flow towanl a suftable outlet cannot be achieved. Sump pumps should be designed to not allow ttie surrounding soite to become sattirated. For low expansive backflll, ttie filter material should exlend a minimum of 1 horizontal foot behind tiie base ofttie walfe and upward at least 1 foot For native backfill ttiat has up tomedlum expansion potential, continuous Class 2 penneabte drain materiate should be used behind tiie wall. Thfe material should be continuous 0.e., ftill heighl) behind tfie wall, and ft should be constiuded In accordance wfth ttie enctosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). Fbr limited access and confined areas, (panel) drainage behind ttie wall may be constmded In accordance wfth Detail 2 (Reteining Wall Backfill and Subdrain Detail Geotextite Drain). Materials wltti an E I. potential of greater ttian 65 should not be used as backfill for retaining walls. For more onerous expansive sttuations. baddlll and drainage behind ttie retaining wall should confomi vftfltii Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Baddill). Outiete should consfet of a 4-Inch diameter solid PVC or ABS pipe spaced no greater tfian ±100 feet apart, wfth a minimum of two outiete, one on each end. The use of weep hol^, only, in waite higher than 2 feet is not recommended. The surface of tfie backfill should be sealed by pavement or tfie top 18 inches compacted witti native sdl (EJ.<90). Proper surface drainage should also be provided. For addrtional mftigation, consideration should be given to applying a water-proof membrane to ttie back of all reteining stmdures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Foottng Transitions Sfte waite are antidpated to be founded on footings designed in accordance wfth ttie recommendations in ttiis report. Should wall footings tiansttlon from cut to fill tfie dvil designer may spedty etther: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transttion. b) Increase ofttie amount of reinforcing steel and wall detailing (I.e.. expanston jdnte or crack confrol jointe) such ttiat a angular distortion of 1/360 for a distence of 2H on erther side of tfie ttansrtlon may be accommodated. Bcpanslon jdnte should be placed no greater than 20 feet on-center, in accordance wfth tfie sttudural Darnell and Scrivner Architedym, Inc ~~ WO 5619-A-SC 2©t7 Marmol Court. C^sbad Febmarv 21 2008 F»e:eAwp9^0C^^gup • PageS GeeSeiit, Ine. Stiucrfurat footing or settf ^nant-senative improvement (1) Waterproc^'^ m^Tifc»"ane CMU or reinforcecNx>ncrete wall r- Proposed ^'ade \ doped to drain \ per predse cawT \ cbrawnigs \ (5) Weep hole Footing and wall despi by others--:^^-. Native backfilt lil (hv) or flatter backcut io be prc^rly benched (6) Fcotir^ (1) Waterproofing memlwane. (2) Graved Clean, crustied, % to 1^ hch. (3) Rlter fabric Mirafi 140N ar approved equivalent (4) Pipe: 4^*ndi-dlameter perforated PVC, Schedule 40, or approved alternative wKh m&Tknum of 1 percent p-a<aent skjped lo suitable, approved outlet point (perforatrais down). (5) Weep hcrfe: Mrimim 2-Inch dlamet^ placed at 20-foot centers akw^ ttie wall and placed 3 aiches above flrrfshed surface. Design cM engpheer to |M*-o\rfde cfc-ainage al toe of wal No weep botes for below-grade waHs. (6) Footings If bench is created beNnd the footing greater ttian the footlr^ widlh. use level flB or cut natural earth matariab. An addWonal "heel" cfc-atn wilt likely be required by geotectuiical consultant RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 (1) Waterprooftig membrane (optional) CMU or reinforced-concrete wall Sttuctural f ootiry or settlement-aen^ve mnprovenont Provide aurface drafriaQe via engineered (see cM plan details) 8lc^ (S) Weep hole—\ r— Proposed grade \ / stoped to cirain / per predse civ i drawings Footir^ and wall cies^n by others Native badcta \A (h=v) or flatter backcot to be l^r^operly benched (6) 1 caibic foot of /^-Iroh cached rock (7) Footing (1) WaterprcKjftf^ membrane (optbnal): UqiM boot ar approval mastic eqiivatent C2) Drain: Mradrain 6000 or J-drafri 200 or ecpvalent for non-waterproofed watte; Miradrain 6200 or J-drain 200 or equivatent for waterproofed walls (all perforationa down). (3) fritter fabric: yt^l 140N cr e^Dproved ecpvalent; plac^e fabric flap behind cx>re. (4) Pipe: 4-inch-diamet«- pierforated PVC, Sc^edi^ 40, or a|:^oved alternative vwth minimum of 1 pocent gradfent to proper outlet point (perforations down). (5) Weep hole: Minimum 2-indfi diameta- placed at 20-foot certfers along ttie waB and pteced 3 Indies above fini^ed surface. Design dvil en^neer to provide drainage at toe of wal No weep liolea for below-p-ade walls. (6) Clravd: C^an, cruahe4 % to l)^ inch. (7) Footing: If benchcreated behind ttie footing greater ttian the footing wIcBh, use level fl or cut natural earth materials. An additional 'heel" cfc-aln wiil Bkely be required by geotedirwcal consultant RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 (1) Waterproofhig membrane CMU or reinforced-concrete wall Sfructcral footing or settlement-senffltive improv^enl - Provide surface cfrainage 2i1 (hv) stope Sfop^lcrleyeF <• i:12ltx:hea H (5) Weep hole /—Proposed grade / sloped to drain j per predse civil r drawings Footir^ and wall dedgn by others (8) Native backfill (6) Clean sand backfin M (hv) or flatter backc:ut to be properly benched FBter fabric (2) Gravel (4) Pipe - (7) Footing (1) Waterproofing memlM'ane! Uquid boot or a^roved masticecpvalent (2) Gravels clean, crushed, % lo t>i inch. (3) Fiier fabric: Mirafi 140N or appoved ecpiivalent (4) Pp& 4-inch-cilameter perforated PVC, Schedule 40, or af^oved alternative witti minimum of 1 percient gradient to proper outiet point (perforations down). (5) Weep hole: Minimum 2-*ich otemeter placed at ^foot c»ntera alcMig the wall and placed 3 inches above finished surface. Design dv8 engpheer to provide cftrainage at toe of wal No weep holes for t>elow-grade walla (6) Clean sand bacdcfifl: Must have sand ecjuival^t value (SH) of 35 or yeaten can be densified by water jetttig upon approval by geotechr«caJ enpieer. (7) Footing: |f baidi is created bdwid the footing greater ttmn ttie footing width, me level flU or cut natireJ earth materiaJs. An adcBtional 'tied" cfraan wiB Bkety he reqired by geotechnical consiAant (8) Native bacdcflB: If EJ. <21 and S£. >35 then all sand requirements also may not be required and wfll be reviewed by the geotechr^cal consiilant RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 englneer's/W^l designer's recommendations, regardles of vyhether or nottTEuisttlon conditions exist Expansion jointe should be sealed wfth afle)dble. non-shrink grout. c) Embed the footings entirely into native fonnational material fi.e., deepened footings). ff fransrtlons from cut to flll fransect the wall footing alignment at an angle of less than 45 degrees (pisai view), then the designer shouid follow recommendation "a" (above) and until such fransttlon Is between 45 and 90 degrees to the wall alignment TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS Slope Creep Soils at the srte may be expans'rve and therefore, may become desiccated when allowed to dry. Such soils are susceptible to surflclal slope c:reep, espedaUy wrth seasonal changes in moisttire content Typically In souttiem California, during the hot and dry summer period, these soils become desiccated and shrink, thereby devetoping surtace cracks. The extent and depth of these shrinkage cracks depend on many fadors such as the nature and expansivity of the soite, temperature and humid'rty. and exttacb'on of moisture from surface soils by plante and roote. When seasonal rains occur, water percolates Into the cracks and flssures, causing slope surfaces to expand, witfi a conespcmdlng loss in soil densrty and shear sttengtti near ttie slope surface. With the passage of time and several moisture cydes, the outer 3 to 5 feet of slope materials experienco a very stow, but progressive, outward and downward movement, known as slope creep. For slope heights greaterthan 10 feet this creep retated soil movement will typically Impad all rear yard flatwork and other secxMidary Improvemente that are Icjcated within about 15 feet from tfie top of slopes, such as swimming pools, conarete flatworic, etc., and in particular top of slope fencos/walls. This influenco is normally in the form of detrimental settlement, and tilting ofthe propoed improvemente. The dessication/swelling and ca-eep discussed above continues over tiie Iffe of the Improvemente, and generally becomes progresslvety worse. Accordingly, tiie developer should provide this infonnation to any homeownere and homeowners assodation. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet some settiement and tilting of the walls/fence with the cxMrresponding disttesses, should be expeded. To mrtigate the tilting of top of stope walls/fences, we recommend tiiat the walls/fences be constmcted on deepened foundations wrthout any consideration for creep forcos, v»here the expansion Index ofthe materials comprising tihe outer 15 feet oftiie slope is less than 50, (Of a combination of grade beam and caisson foundati'ons, for expansion Indices greater than 50 comprising tiie slope, with c:reep forces taken into acxount The grade Darnel and Scrivner Architecbire, Inc W.O. ^19-A-SC 2647 Marmol Court, Carisbad Febmary 21,2008 Rle:e:\wp9«600S619a.gip Page 29 GeoSoilSy Ine. beam should be at a minimum of 12 Inches by 12 Inches in c^oss section, supported by drilled caissons, 12 Inch^ minimum in diameter, placod at a maximum spacing of 6 feet on (onter, and vwtii a minimum embedment length of 7 feet betow the bottcwn of the grade beam. The stiBngth of the concrete and grout should be evaluated by the stiudural engineer of record. The proper ASTM tests for the concrete and mortar should be provided atong wfth the slump quantities. The concrete used should be appropriate to mftigate suttate corrosion, as wananted. The design of tiie grade beam and caissons should be in accordance wfth the recommendations ofthe projed sttudural engineer, and indude the utilisation ofthe following geotechnical parametere: Creep Zone: 5-foot vertical zone betow the slopeface and projeded upward parallel to the slope face. Creep Load: The creep load projeded on the area of the grade beam should be taken as an equivalent fluid apprciach, having a density of 60 pd. For the caisson, rt should be taken as a unffomn 900 pounds per llnearfoot of caisson's depth, located above the creep zone. Point ot Fixitv: Located a distance of 1.5 times the csusson's diameter, below the creep zone. Passive Resistance: Passive eartti pressure of 300 psf per fcot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson deptii and spacing, provided that Ihey meet or excoed the minimum requirements steted above. To determine the total lateral resistance, ttie contiibution ofthe creep prone zone atove the point of fixity, to passive resistanco, should be disregarded. Allowable Axial Capacitv: Shaft capacity: 350 psf applied below the point of fixrty over the surface area of the shaft. Tip capac%: 4,500 psf. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The following recommendations have been provided assuming tiial tiie recommended eeurthworic mitigation for expansive onsite soils vnW to performed during grading, ff the expansive onsrte soil are located wrth 10 feet (vertically) and 5 feet (laterally) from any concrete hardscape Improvement, the following recommendations will require revision by tills office. Darnell and Scrlvner Architecture, Inc W.O. 5619-A-SC 2647 Marmol Court; Carisbad Fet>ruary 21,2008 Ffle:e:\wp9V5600\5619a.gup Page 30 GeoSoils, IfM!. 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compacdon, and tiNen be presoaked to 2 to 3 percontege points above (or 125 percent of) the soils* optimum moisttire content to a depth of 18 Inches below subgrade elevation, tf very low expansive soils are present only optimum moisture content, or greater, is required and spedfic presoaking is not warranted. The moisture content ofthe subgrade should be proof tested wrthin 72 houre priorto pouring concrete. 2. Concrete slabs should be cast over a non-yleldlng surface, consisting of a 4-inch layer of cmshed rocdc, gravel, or clean sand, that should be compacted and level priorto pouring concrete- ff very tow expansive soils are present the roc* or gravel or sand may be deleted. The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the sunounding earth materials. 3. Exterior slabs should be a minimum of 4 iriches thlc?k. Driveway slabs and approaches should addftionaily have a thickened edge (12 Inches) adjacent to all landscape areas, to help impede infiltiration of landscape water under tiie slab. 4. The use of transverse and longrtudinal conttol joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of relntordng steel, increasing tensile sfrength of the slab; and, b) provide an adequate amount of confrol and/or expanston jointe to acoommodate antidpated concrete shrinkage and expansion. In order to reduce the potential for unsightiy cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bare placed at 18 inch^ on center, in each direction. If subgrade soils wrthin the top 7 feet fiom finish grade are very low expansive soils fi.e., E.l. ^20), tiien 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the relnforcoment is placed on chalre, at slab mid-height The exterior slabs should be scored or saw cut Va to % inches deep, often enough so that no section te greater than 10 feet by 10 feet. For sidewalks or narrow slabs,, confrol joints should be proi^ded at intervals of every 6 feet The slabs should be separated from the foundations and sidewalks vwth expansion joint filler materiat. 5. No traffic shouid be allowed upon the newly poured concrete slabs until tiiey have been properiy cured to wtthin 75 percent of design sfrength. Concrete compression sfrength should be a minimum of 2,500 psi. 6. Driveways, sidev\rall^, and patio slabs adjacont to the house should be sepsu'ated from the house wtth thick expansion joint filler material. In areas diredly adjacont to a continuous source of nroisttire (le., inigation. plarrtere. etc.), all joints should be additionally sealed w'rth flexible mastic Darnell and Scrivner Architecture, inc. W.O. 5619-A-SC 2647 Mannol Court, Carlsbad February 21,2008 File:e:VAq^^56(X)VS619a.gup Page 31 GeoSoOf, Ine. 7. Plantere and walls should not be tied to the house. 8. Overhang stmdures should be supported on the slabs, or stiudurally designed wtth continuous footings tied in at least two directions, ff very low expansion soils are present footings need only be tied in one direction. 9. Any masonry landscape walls tiiat are to be constiucted throughout the property should be grouted and articulated In segments no more than 20 feet long. These segmente should be keyed or doweled together. 10. Utilities should be enctosed witiiin a ctosed utilidor (vauft) or designed with fle)dble connedions to accommodate dffferential settiement and expansive soil condftions. 11. Posttive site drainage should be maintained at all times. Rnish grade on the lote should provide a minimum of 1 to 2 percent fall to the sfreet as Indicated herein, tt should be kept in mind tiiat drainage revereals could occur, Including post-constiudion settiement ff relatively flat yard drainage gradlente are not periodically maintained by ttie homeowner or homeownere association. 12. /JJr condttioning (A/C) unfts should be supported by stabs that are incorporated Into the building foundation or constmded on a rigid slab wrth flexible couplings for plumbing and electiical lines. A/C waste water lines should be drsuned to a suiteble non-erosive outlet. 13. Shrinkage cracks could become excessive ff proper finishing and coring prac^tices are not followed. Finishing and curing practices should be performed per the Portland Cement /tesociation Guidelines. Mix de^gn should incorporate rate of curing for climate and time of year, suHiate content of soils, corrosion potential of soils, and fertilizere used on sfte. PREUMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS The fotlowing preliminary recommendations are provided for consideration in pool/spa design and planning. Actual recommendations should be proNflded by a quatttied geotechnical consuftant, based on sfte specific geotechnical condrtions, including a subsurface investigati'on, dffferential settienont potential, expansive and conosive soil potentiat. proximity ofthe proposed pool/spa to any stopes wfth regard to slope creep and lateral fill extension, as well as slope setbacks per code, and geometry ofthe proposed improvements. Recommendations for pools/spas and/or deck flatworic underlain by expansive soite, or for areas witti differential settlement greater than y4-inch over 40 feet horizontally, wilt be more onerous than the preliminary recommendations presented below. The condftions and recommendations presented herein should be disdosed to atl homeownere and any interested/affected parties. Darnell and Scrhmer Architecture, Inc W.O. 5619-A-SC 2647 Marmcrf Court. Carlsbad February 21,2008 FiIe:e:\«^)9\56tW\5619ag«fl) Page32 GeoSoils, Ine. General 1. The equivalent fluid pressure to be used for the pool/spa design should be 60 pounds per cubic foot (pcQ for pool/spa walls wfth level backflll, and 75 pcf for a 2:1 sloped backfill condftion. In addrtion, backdrains should be provided behind pool/spa walls subjacent to slopes. 2. Passive earth pressure may be computed as an equivatent fluid having a denstty of 150 pcf, to a ma)dmum latersd earth pressure of 1,000 pounds per squsu-e foot {psf). 3. An allowable coeflicient of fiiction between soil and concrete of 0.30 may be used with tiie dead toad forces. 4. When combining passive pressure and fiictional resistance, the passive pressure component should be reduced by one-third. 5. Where pools/spas are planned near stmctiires. appropriate surcharge loads need to be incorporated Into design and constmdion by the pcol/spa designer. This includes, but is not Umtted to landscape berms, decorative waJls, footings, built-in barbeques, utilfty poles, etc. 6. Ml pool/spa wails should be designed as "firee standing" and be capable of supporting the water In the pool/spa witfiout soil support. The shape of pool/spa in cross sedion and plan view may affed the performance of the pool, from a geotechnical standpoint Pools and spas should also be designed In acoordance witii Section 1806.5 of tfie UBC (ICBO, 1997). Minimally, the bottoms of the pools/spas, should maintain a distanco H/3, where H is the height ofthe slope 0n feet), from the slope face. This distence should not be less than 7 feet nor need not be greater than 40 feet. 7. Pools/spas shells should extend below a 1:1 (h: v) projedion up from tiie heel of tihe Keystone retaining wall reinforcad (grid) zone. 8. As previously indicated in GSI (2008), the proposed "pool area" may not be compatible vvfth tiie proposed grid reinforced Keystone retaining wall. IRie "pool area" is defined as ttie pcol dimension that fe parallel or subparallel to the proposed wall alignment plus a distance of 2H (v\here 'H' equals the vrall height adjacent to the pool) on botii sides ofthis pool axis. 9. The ^il beneath the pcol/spa bottom should be uniformly moist vwth tiie same stiffiiess throughout ff a fill/cut transition occure beneatii the pool/spa bottom, the cut portion should be overexcavated to a minimum depth of 48 Inches, and replaced wfth compaded fill, such that tiiere is a unfform blanket tiiat Is a minimum of 48 inches tolow the pool/spa shell, ff very low expansive soil is used for fill, the DaraeU and Scrhmer Ardhitecture, Inc W.O 5619-A-SC 2647 Mannol Court, Carlsbad February 21,2008 Ftle:eA«F^\S6aJ©619a.gi^ Page 33 GeoSoils, Ine. Geotechnical • Geologic • Coastel • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 November 23, 2009 W.O. 5619-A1-SC Mr. Joe Padilla c/o Darnell and Scrivner Architecture, Inc. 10347 Caminito Rio Blanco San Diego, California 92131 Attention: Mr. Brian Darnell Subject: Geotechnical Review of Foundation Plans, Notes, and Details, Proposed Padilla Residence, 2647 Marmol Court, Carlsbad, San Diego County, California Dear Mr. Darnell: In accordance with your request and per Mr. Joe Padilla's authorization, GeoSoils, Inc. (GSI) has performed a geotechnical review ofthe referenced foundation plans, notes, and details prepared by Mark E. Dearciorff, Structural Engineer ([MED], 2009 [see the Appendix]). The purpose of our review was to evaluate ft the recommendations provided in geotechnical reports previously prepared by this office (GSI; 2008a, 2008b, and 2008c) have been properiy incorporated into the foundation plans, notes, and details for the project Our scope of services has included a review of MED (2009) and GSI (2008a, 2008b, and 2008c), and the preparation of this letter report. Unless specifically superceded herein, the conclusions and recommendations provided in the referenced reports by GSI, remain valid and applicable, and shouid be appropriately implemented during project design and construction. Based on our review, the foundation plans, notes, and details (MED, 2009) are In general conformance with the recommendations provided in GSI (2008a, 2008b, and 2008c) from a geotechnical viewpoint. Final foundation design should be confirmed wfth expansion index testing at the conclusion of grading and prior to foundation construction. PLAN REVIEW Final project plans (grading, precise grading, segmental retaining wall, pool, and landscaping, etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this letter report and those contained in GSI (2008a, 2008b, and 2008c). Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. LIMITATIONS Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, efther express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate ft our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addftion, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or ft we may be of further assistance, please do not hesitate to contact the undersigned. Respectfiilly submitted, GeoSoils, Inc. Ryan Boehmer Project Geologist / Midrew T. Guatelli Geotechnical Engineer, RB/ATG/JPF/jh Attachment: Appendix - References Distribution: (3) Addressee (wet signed) (1) Mr. Joe Padilla (via email) (1) Mark E. Deardorff, Structural Engineer (via email) Mr. Joe Padilla 2647 Marmol Ct, Carlsbad File:e:\wp12\5600\5619a1 .gro GeoSoils, Ine. W.O. 5619-A1-SC November 23, 2009 Page 2 APPENDIX REFERENCES ACI Committee 302,2004, Guide for concrete floor and slab construction, ACI 302.1 R-04, dated June. ASTM E 1745-97, 2004, Standard specification for water vapor retarders used in contact with soil or granular fill under concrete slabs. Califomia Building Standards Commission, 2007, California building code. California, State ot 2001, Senate Bill 800, Burton. Liability: construction defects, February 23; approved by Governor September 20, 2002; filed with Secretary September 20, 2002; effective January 1, 2003. GeoSoils, Inc., 2008a, Response to EsGil Corporation plan check comments and geotechnical review of project foundation plans, Padilla Residence, 2647 Marmol Court, Carisbad, San Diego County, California, W.O. 5619-A1-SC, dated August 6. , 2008b, Geotechnical update, Padilla residence, 2647 Marmol Court, Carlsbad, San Diego County, California, W.O. 5619-A-SC, dated February 21. , 2008c, Keystone retaining wall geotechnical design parameters/ recommendations, proposed Padilla residence, 2647 Marmol Court, Carisbad, San Diego County, California, W.O. 5619-A-SC, dated February 4. , 2004, Proposed development at 2647 Marmol Court, City of Carisbad, San Diego County, California, W.O. 4305-A-SC, dated May 20. International Code Council, Inc., 2006, International building code and international residential code. Country Club Hills, Illinois, IRC and IBC. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. , 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. Kanare, Howard, M., 2005, Concrete floors and moisture. Engineering Bulletin 119, Portland Cement Association. Mark E. Deardorff, Structural Engineer, 2009, Padilla Residence, Sheets S-1, S-2, S-3, SD-1, and SD-5, Scale 3/16-inch = 1 foot. Job No. 09009-000, dated November. State of California, 2009, Civil Code, Sections 895 et seq. GeoSoils, Inc. Geotechnical • Geotogic • Coastel • Environmental 5741 Palmer Way • Carisbad, Califomia 92010 • (760)438-3155 • FAX (760) 931-0915 •www.geosoilsinc.com September 16,2010 Mr. Joe Padilla c^o Castilllero Design and Construction, Inc. 1318 VIste Colina Drive San Marcos, Calffomia 92078 W.O. 5619-C-SC iVED BY Attention: Mr. Dan Castillero City of CARLSBAD BUILDING DEPT /^A. At//C^ f&PT^^ nsed Founciation Plans, Detaite, and Calculations, Subjed: Geotechnical Review of Rei^sed I Firet-Floor Level Slab-On-Grade Floore, Padllfa Residence, 2647 Mannol Court, Carisbad, San Diego County, Calffomia Dear Mr. Castillero: In acoordance wfth your request and authorization, GeoSoils, Inc. (GSI) has perfonmed a geotechnical review of the revised foundation plans, details, and calculati'ons for the first-flcor level slab-on-grade floore (Mark Deardori^ 2010a, 2010b, and 2010c [see Appendix]), and is presenti'ng this letter report providing a summary of our review. The purpose of our review is to evaluate ff Mark Deardorff (2010a, 2010b, and 2010c) has incorporated the recommended geotechnicEd design criteria presented in GSI (2010a). The scope of servicas provided by GSI have Induded a review of the revised foundation details and caicolations (Mark Deardorff, 201 Oa and 201 Ob) and ttie field revised Sheet S-2 (Mark Deardorff, 2010c), and the preparati'on of this letter report Unless spec^ttically supercoded herein, the condusions and recommendations provided in previous GSI reports for this projed (see the Appendix) remain valid and appiicable. As previously Indicated in GSI (2010a) , soils exposed near flnteh grade for the first-floor level are expansive (Expansion Index [E.l.] = 43 to 48) witti an effective plastic% Index (P.l.) of 26. These soils also have the potential to exhibft 1,650 pounds per square foot (psQ of totel swell and up to 500 psf of dtfferential swell pressure. As such, GSI (2010a) provided recommendations for the design and consttrudton of ttie first-floor level slat>-on-grade floore, as well as slab subgrade pre-soaking to mttigate potential shrink/swell deformations from expansive soils. REVISED FOUNDATiON PLAN REVIEW The exhibfts demonslrati'ng the revisions to tiie first-flcor level slatM}n-grade floore that were provided to this office for review include stmctural details of the slab section at the garage and grade beam section (Mark Deardorff, 2010a) as well as a field revised Sheet S-2 of tfie projed sttuctural plans (Mark Deardorff, 201 Oc). tt Is our understanding that the field revised Sheet S-2 will be submttted as an as-buitt consttudion change at the conclusion of consttuction. Based on our review of Marie Deardorff (2010a), the revised slab-on-grade flcore for the first-floor level wili consist of a &-inch thk^ concrete siab reinforced wfth No. 4 reinforcing isare spaced at 12 inches on center in two perpendicular directions. The concrete slab will be underiain by 2 Inches of sand and 4 inches of cmshed rcok wtth 10- to 15-mil \^or retarder pfaced between the sand and gravel fayere. Tiie slat>-on-grade flcore vM aiso incorporate 14-inch square reinforced grade beams spaced at 15 feet on center. The grade iseams will be reinforced wtth two rows of No. 6 reinforcing bare tocated near the top and bottom ofthe grade beam. No. 3 stirmps wfth 155 degree bend hooks will encase the No. 6 reintordng bare at 12-inch spacings. From a geotechnical standpoint Mark Deardorff (2010a and 2010c) appeare to be in surtable mrtlgation for the expansive soil condftions exposed near the finteh grade of the first-floor level, wfth the following commente: The "Slab Secjtion at Garage" detail on Mark Deardorff (2010a) should include a stetement that the maximum water to coment ratio should not exceed 0.50. This detail should also spec% that the 10- to 15-mll vapor retarder compty vnth ASTM E 1745 Type "A" or "B" criteria wrth all laps and penetrations sealed per tiie manufadurer's recommendatt'ons. Lastiy, tills detail should provide the required sand equivalent (SE >.30) fortiie 2-inch sand layer, and state tiiat the 4-inch gravel layer consist of pea gravel and/or fine- to ccoree- washed gravel (80 to 100 percent greater than #4 sieve). • Based on our review of the grade beam locations shown on the field revised Sheet S-2 (Mark Deardorff, 2010c), rt appeare that slab areas for the laundry room and pantry will not be receiving reinforcecl grade beams. /Utiiough a small area, the designer should consider Induding grade toams in this area to Increase the performanco ofthe slal>-on-grade floor. In addttion. Bedroom 4 will not be recehnng a 6-inch tilled concrete slab wrth reinforced grade beams owing to a note on Mark Deardorff (2010c) that a 5-inch thick slab is ok in this area because decomposed granrte was used to cap the upper portion ofthe buikling pad In this area. This deepen to use a 5-inch slab in tills area appeare to have toen made by the projed archrted and/or general conttador. tt should be noted, however, that field observations during grading indicate the blanket of decomposed granrte placed in this area does not entirely extend from the underiying bedrock to the finish grade. That te to say the lower 2 to 3 feet ofthe engineered fill cap in this area consiste of the onsfte expansh^e soils, tt Is unknown whether the decx>mposed granfte component ofthe engineered fill cap In this area will tower the effedive P.l. betow 15. Wtthout furttier testing and analysis, GSI recommends that ttie concrete Mr. Joe Padilla W.O. 5619-OSC 2647 Marmol Court, Carisbad September 16,2010 Flle:e:\wp1ZV5600\5619c.gro ' Page 2 GeoSoils, Ine. slab and two intereec:ting rdnforced grade beams shown on Mark Deardorff (201 Oa) be used in Bedroom 4. The foyer should receive a perimeter grade beam and/or footing. Detailing of expansion and crack confrol in light of tfie added slab tfilckness and grade beams should be revlstted by the slab designer and builder. STRUCTURAL CALCULATION REVIEW Based on our review, the stmdural calculations for the revised concrete siat>-on-grade flcors for the first flcor level appear to be ki general acoordance wtth design chteria provided in GSI (201 Oa) from a geotechnical standpoint OTHER CONSIDERATIONS tt is our understanding that proposed development indudes the constmction of a pool and spa. To dale, GSI has nd been provided plans showing the proposed pool and spa constmction. GSI highly recommencfe that these plans be geotechnically reviewed prior to consttuction so that geotechnical criteria for earthwork and pcol/spa constiuc:tion can be provided, tt Is generally accepted In the geotechnical communtty that pools/spas cannot tolerate the same levei of defiecti'on as a typical concrete slat}-on-gracie. UMITATIONS The condusions and recommendations presented herein are professional opinions. TTiese opinions have been derived In acoordance wrth conent standards of practice and no warranty te express or implied. Standards of practico are subjed to change wtth time. GSI assumes no respon^tsility or ri£±>li'rty for work, testing, or recx>mmendations perfonned or provided by others, or work performed wtthout our knowiedge. Mr. Joe Padilla W.O. 5619-OSC 2647 Marmol Court, Carisbad September 16, Ml 0 Flle:B:\wp12\5600\5619c.gro " Page 3 GeoSoils, Ine. !IIlnofh°S^"***^**°''®°'^^^9'®^y^P'^ Ifyouhaveanyquestions please do not hesrtate to contad any of ttie undersigned. y Hu«»uons. piease Respectfiilly sutuntt^ GeoSoils, Inc. David W. Skelly Civil Engineering, Ryan Boehmer Projed Geologist RB/ATG/DWS/|h Attechment Appendix - References Distiibution: (2) Addressee (2) Mark Deardorff. Stmdural Engineer (mall and emall> XAhdrewT. Guatelli Geotechnkal Engineer, GE 2320 Mr. Joe Padilla 2647 Marmol Court, Carlsbad Rle:e:\wp12\560(A5619c.8ro ' GeoSoils, Ine. W.O. 5619-O-SC September 16,2010 Page 4 APPENDIX REFERENCES ACI Commtttee 318,2008, Building code requirements for strudural concrete (ACI318-08) and commentary, daled January ACI Commtttee 302,2004, Guide for concrete floor and slab construction, ACI302.1 R-04, dated June. American Sodety for Testing and Materials, 1998, Stendard practice for installation of wat^ vapor retarder used in conted wtth eartfi or granular fill under concrete slabs. Designation: E1643-98 (Reapproved 2005). , 1997, Standard spedfication for plasb'c water vapor retarders used in conted wtth soil or granular fill under concrde slabs. Designation: E 1745-97 (Reapproved 2004). Calffomia Building Siandards Commission, 2007, Calffomia building code. GeoSoils, Inc., 2010a. Recommendatt'ons for slab-on-grade floore consbucted on expansive soils, firsl-flcx>r level, Padilla Re^denco. 2647 Mamoi Court, Carisbad, San Dlego County, Calffomla, W.O. 5619-C-SC, dated August 31. , 2010b, Interim report of grading, basement floor level, proposed Padilla residence, 2647 Marmol Court, Carisbad, San Diego County, CalHbmia, W.O. 5619-B-SC, dated March 12. , 2009a, Geotechnlcsd review of minor grading plans, notes, and detaite, proposed Padilla Residence. 2647 Marmol Court, Carisbad. San Diego Ctounty, Cdffomia, W.O. 5619-A1 -SC, dated December 7. , 2009b, Geotechnical review Of foundatt'on plans, notes, and details, proposed Padilla Residence, 2647 Marmol Court, Carisbad, San Diego County, Califomia, W.O. 5619-A1 -SC, dated November 23. , 2008a, Response to EsGll Corporation plan check commente and geotechnical review of projed foundation plans, Padilla Rosidenco, 2647 Marmol Court. Carisbad, San Diego County, CalHbmia, W.O. 5619-A1-SC, dated August 6. , 2008b, Geotechnkal update, Padilla residenco, 2647 Mannol Court, Carisbad, San Diego County, CalHbmia, W.O. 5619-A-SC, dated February 21. ,2008c, Keystone retaining wail geotechnical design parameters/recommendations, proposed Padilla residence, 2647 Marmol Court, Carisbad, San Diego County, Calftomia, W.O. 5619-A-^C, dated Febmary 4. GeoSoils, Ine. , 2004, Preliminary geotechnical evaluati'on, proposed developnient at 2647 Mamol Court Ctty of Carisbad, San Diego County, Calltomla, W.O. 4305-A-SC, dated May 20. International Code Coundl, Inc., 2006, Intemationai building code and intemationai residential code. Country Club Hills, Illinois, IRC and IBC. International Conference of Building Oflldate, 2001, CalHbmia building code, Calffomia cxxie of regulations titfe 24. part 2, volume 1 and 2. Mark Deardorff, 201 Oa, Slab secti'on @ garage and grade beam secti'on, Padilla residence. Scale: %-lnch = 1 foot dated September 14. , 2010b, Sttuctural calculations, Padilla residenco - expansive soil, Sheet 1 of 1, Job No. 09005-005, dated Septemtor 13. , 201 Oc Padilla residence foundation plan. Sheet S-2, Scale: 3/16 - Inch = 1 foot Job No. 09009-000, sixtfi revision (Detta 6) dated June 15. Snowden, W. L, 1996a, Design of slab-on-ground foundations an update: Wire Reinforcement Institute, TF 70O-R-03 Update, dated March. , 1996b, Design of slab-on-ground foundations an update: Wire Reinforcement Institute. Mr. Joe Padilla Appendix Rle:e:\wp1Z\560(M5619c.gro ^ ..... Page 2 GeoSoils, Ine. CDC,INC PAGE 02/02 X * * Mark ^, l^eardorff Structural tnqlneer • dC'i:9 Vo'-cc ^Q-6t'^-7Z'jQ^sf. CUENT: Joe PUdSia PROJECT: Padilla Residence - Expansivs SoS JOB No: 090064)0$ CALCULATION BY: MED CHECKED BY: GeoSoils. Inc. SECTiON SHEET 10F1 ORAWNG NO: N/A OATE:«Q9riO DATE Output Data Average Weight of House w := 250-psf PI := 43 Plasficity Index CI:=15 Climate Index 8;^:= 15 tt Spacing of Grade Beams Ic := 8.5 Cantilever Length, ft AsFy := 4600 kips B := 96 Sum Of All Widths, in 7600 Reference: Design of Slab-On-Ground Foundations, An Update, 1996, WRI, herein referred to as "WRI". See WRI, Figure 5 See WRI, Figire 5 See WRI, Figure 5 12-15 42.222 Moment kip-ft 664M-IC B Used= 14" AsFv = 0.077-in^ 60000-ksi Grade beams: 14" x 14" at 15" max on center each way. Slab: 6" thick with #4 bars at 12" oc each way. Use (2)-#6 Top and Bottom in Grade Beams. Anchor to perimeter grade beams with Simpson SET-XP Adhesive embedded 12". ICC-ES ESR-2508. Grade beam depth measired from top of slab. % 2QC rage i oi i From: Mark DeardortT (inedeardorff@gmail.(x>m) To: o£Qce@c:astiUeFodesign.cx>m; rt>oehmer@geosoilsinc.com; brianddameU@yahoo.com; Date: Tue, September 14,2010 12:40:27 AM Cc; Subject: Padilla expansive soil c^culations and specnfic^on Dan and Ryan and Brian, The concrete strength should be 3500 psi at 28 days and tiie grade beam bars should be supported with #3 stimips at 12" spacing. The ties ^oulcl be closed ties with 135 degcee closure hook&. The attachment has Ifae rest of the infonnation. I would like to see your proposed layout of the grade beams. I can meet you at the site tomorrow aftemoon and we can go over tiie plans aoid sketch Ihem in. Mark Mark E. Deardorff 16437 Roca Drive San Diego, CA 92128 760-445-8869 Voice 858-683-2000 Fax http://us.mg3.mait.yahoo.com/dc/taunch?&.gx=l 9/14/2010 r-—— Y "y\ i I I , . I I I ill lllii IDECK 7* B y 4'-2" J, 5'-r 27 © 108'-5" VWAaoa vlTRY LEV 29$.00 1 LAUNDRY I' A SLAB dLE/301.00 1 AU^D (PARAGE ... J oo CM SOILS REF 2? a> ^1? in CO 7578 El Cajon Boulevard, SuitelOO U Mesa, CA 91941 fax (619) 462-0552 phone (619) 462-1515 February 28, 2008 DSI-01 Inland Empire Office phone (951) 328-1700 Mr. Brian Darnell Darnell and Scrivner Arciiitecture, Inc. 10459 Roselle St., Ste. G San Diego, CA 92121 Subject: Biological Survey Results for tlie Padilla Residence Property Dear Mr. Darnell: On February 20, 2008, I conducted a general biological survey on the Padilla Residence property (property). A plant and animal species list was made and is included in Attactiment A. The property is an approximately one-acre single- family lot tocated in the City of Carlsbad, California. Specifically, the property is located at 2647 Marmol Court (APN 215-491-02). The property is bordered by developed land to the north, south, and east, with undeveloped tand to the west. Photos of the property are included in Attachment B. Currently, the property supports non-native grassland. The vegetation present is dominated by non-native grasses and non-native forbs (Photo A). There are some native sage scrub species present such as California buclcwheat {Eriogonum fasciculatum), California sagebrush {Artemisia califomica), and goldenbush {Isocoma menziesii), but they are few in number, immature, sparse, and would not support sage scrub dependant animal species (Photo B). There are more mature sage scrub plants present along the northern boundary of the property (Photo C), but they are interspersed with ornamental plants and are being irrigated (Photo D). These sage scrub plants are considered to occur within the limits of the adjacent property since there are no lot limits defined on the ground. Please contact me if you have any questions. .yTP^ Kathy Pettigrew ^ Biologist Attachments: A Plant and Animal Species Observed B Site Photos J:\PROJECTS\Biology\D\DSI-01 Padilla ResidenceMetter Report\l-BD022208.doc Attachment A PLANT SPECIES OBSERVED - PADILLA RESIDENCE SCIENTIFIC NAME Artemisia califomica Baccharis pilularis Brassica sp.* Chlorogalum sp. Deinandra fasciculata Encelia califomica Eriogonum fasciculatum Erodium sp.* Eucalyptus sp.* Foeniculum vulgare* Isocoma menziesii Malosma laurina Marrubium vulgare* Non-native grasses* Oxalis sp.* Raphinus sativus* Salsola tragus* Salvia apiana 'Viguiera laciniata'^ COMMON NAME California sagebrush coyote bush mustard soap plant fascicled tarweed California encelia California buckwheat filaree eucalyptus fennel goldenbush laurel sumac horehound grass wood sorrel wild raddish Russian thistle white sage San Diego County viguiera *Non-native species fA low-level sensitive species. Four individuals were observed at the northwest corner of the property. ANIMAL SPECIES OBSERVED OR DETECTED - PADILLA RESIDENCE SCIENTIFIC NAME Birds Buteo jamaicensis* Corvus brachyrhynchos* Carpodacus mexicanus Mimus polyglottos Calypte anna Mammals Thomomys bottae COMMON NAME fed-tailed hawlc American crow house finch northern mockingbird Anna's hummingbird Botta's pocket gopher (burrows) *Flying overhead A B IIEIIX Site Photos PADILLA RESIDENCE Attachment B J/l'ROJECTS/Biology/D/DSl-OI Padilla Rc5ideiicc/l>holos/02:008/SitePhotos c HEUX Site Photos PADILLA RESIDENCE Attachment B J/PROJECTS/Biology/D/DSI-O I Padilla Resideiice/Pholos/022008/SitePhotos Chris Sexton From: Debbie Leonard [DebbieL@helixepi.com] Sent: Wednesday, October 28, 2009 7:13 AM To: Chris Sexton Subject: Padilla residence Chris, The biological survey letter, prepared by Kathy Pettigrew on February 28, 2008 for the lot at 2647 Marmol Court (APN 215-491-02), states that the lot supports non-native grassland. I'm sending this e-mail to you to clarify that the entire lot (100 percent) supported non-native grassland during the time ofher field investigation on February 20, 2008. Please let me know if you have any other questions. Thank you, Debbie Deborah Leonard Senior Scientist HELIX Environmental Planning. Inc. 7578 El Cajon Boulevard, Suite 200 La Mesa, CA 91941 phone (619) 462-1515 ext. 203 fax (619) 462-0552 DebbieL(S> tielixepi.com www.helixepi.com Please consider ttie environment before printing this email CltY OF CARLSBAD SEWER DISTRICT CERTIFICATION B-36 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov £j Leucadia Sewer District 1960 La Costa Ave. Carlsbad, CA 92009 760-753-0155' I I Vallecitos Sewer District 201 Vallecitos de Oro San Marcos, CA 92069 760-744-0460 The following project has been submitted for building permits: PlanCheckNo. C60q lb 3^ Property Owner Project Address 2J^ <A 7 (^VlPti^rriO I Ot. Assessor's Parcel No gt^S"- - Project Description Ng^tO S^jP City Certification: Date-QWgfiCTS^ Date: Please Indicate hr the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project. Permits will not be issued until this form is completed and returned to our office. This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. : Approved by^ i Title FIELD SERVICE SPECIALIST Date/ZAV^; B-36 Page 1 of 1 Rev. 03/09 Customer Account Information 12/22/2009 08:55 AM Account ID: 16686 Customer No: Date Entered: Permit No: 012193 APN No: 2154910200 Type: 01 Connected: Oirect Billed: No Lot«: 77 LCEN Name: EDU 1.00 Street: 2647 Amount: 83<.?<t Street Name: Marmol Court Notes: City: Carlsbad Zip: 92009 Zip: 92009 MAR-8-S007 01:13P FROI: 10:17607362214 P.l-'l ^ CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Buildini Departmem 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the appiicant and the appropriate school districts and retumed to the City pnor to issuing a building perniit The City will not iMue any building pemiit without a completed school fee fomn. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.; Project Applicant (Owner Nanne): Project Oescription: Building Type: Residential: Second Dwelling Unit: Residentiai Additions: PADILLA RESIDENCE CB091539 2647 MARMOL CT ^ i/d^C> 2154910200 JOE PADILLA NEW SFD 1 New Dwelling iJnit(8) 8,108 Square of Uving Area in New Dwelling )(^, i2,S Square F#et of living Area in SDU ; Net Square Feet New Area Net Square Feet New Area Commercial/Industrial: City Certification of c ^ Applicant Inforniation: <^v\2ltMgL-^I^'^^'tf'l/ Date: 10/02/2009 SCHOOL DISTRICTa WMTHIN THE CITY OF CARLSBAD • Carfsbad Unified School Olstrfet 6225 E] Camino Real Carlsbad CA 82009 (331-5000) • VIsta umfM School District 1234 Arcadia Drive VisteCA 82083 (725-2170) Ssfl 191 I Way IS umfied School District Sa/Mareot, CAj)2068 (^2619) 'If^o^^ Contact: Nancy Doles Appt. Only) • Endnitas Union Seiiool Diatrict 101 South Randw Santa Fe Rd Enoinitaa, CA 92024 (944-4300 ext 166) • San DIsgulto Union High School Dlsjriet 710 Endnitas Blvd. Encinitas, CA 92024 (753^81) Cettlflcation of ApplicantfOwnert. The porson oxscutlns this dedaralion COwnoO certifies un^liejisliy fifpe^ify that (1) the infonnation providsd sbove is oorract snd tnie to tha best of ths Owner's IcnoiNiedgo, and that the Owner will fUe an amended certiflcation of payment and pay ths additionai f»e if Owner rsqussts sn incrBSS«| in the number of dw^Hng units or squsrs (botags aftor ths buHing permit Is issued or if ths ii^sl detennination of gnits or square footage is found to be inconect. snd that (2) the Owner is the ownsr/dovoiopsr of the sbove describtti pro!|ect(s), or that tho persooaw^ng this dedaration Is authorized to sign on behalf of the Owner. Signatui Date: n.'u of dwelling units or square footage after the building permit is Issued or if tha Inttial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of ihe above desorlbed projects), or that the psrson executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by ttie school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this projsct. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT ^ ^ DATE PHONE NUMBER ^ 8-34 Page 2 of 2 Rev. 03/09 SAN MARCOS UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE FACILITIES DEPARTMENT n n -* n «^ 215 Mata Way. Bldg 5 (2"^ Floor) ^.^^ ^ r . >. U06i;^/2 San Marcos CA 92069 ^(fi'^l mA^rfKOL. C T ^ ' OS/t^i 760-290-2649 Project Desaiption: rsJ £. uO 5/ t^J&L.C f Ami u f {< 9 Tract No.: Assessor's Parcel No: _ ^ ^/^) H'U ozoo Received From: rnojjU/rve AJ-rAi- /-sAb/ A>^ rPor^yf T-/OA/ The Sum of: ,^ ^ Tii ^r4^ - -4 Oar A u , Number df Square Feet/Units: Check Numbier: ' Amount: / ^ "^^^ Ed. Code 17620 and Gov. Code 65995, et seq. • Existing Mitigation Agreement: • Not subject to fee requirements • CFD No.: Certification of Applicant/Owners: The person executing this declaration ("Owner") certifies under penalty of perjury that: (1) the information provided is con-ect and true to the best of Owner's icnowledge; (2) Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units/square footage after the building permit is issued, or if the initial determination of units/square footage is found to be incorrect, and any and all costs of coliection thereof including actual attorneys' fees and legal costs;~ac\d (3) Owner is the owner/developer of the above described project(s) or that the person executing this deciaratioii isaitttprized to sign on behalfofthe Owner. This is to certify that the applicant listed has paid all amounts detennined by the information presented and due to the San Marcos Unified School District ("District"). The payment of these amounts is a prerequisite to the issuance of a building pennit. District Representative: /f^^ .^.., iJi.i''^^^u^n..^^ San Marcos Unified School District - F{ ified School District - Facilities Department NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to ttie prc^ appiicant, at the time of payment of school fees, mitigation payment or other exactions ("Fees'), of the ninety (90) day period to protest the Imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shaii serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or perfbrmance of any other requirement as described in Govemment Code Section 66020. AddHionaly, the amount of the Fees imposed is as stated here, whether payable at this time In whole or in part, prior to the issuance of a Certificate of Occupancy. As in the latter instance, the ninety (90) day protest period starts on ttie Date of issuance. EXPIRATION OF CERTIFICATE This Certificate of Compliance is valid for one hundred eighty (180) days fr^om the Date of Issuance. Extensions wiii be granted oniy for good cause, as determined by the Fadlities IDepartment of the District, and one (1) sixty (60) day extension may be granted. At such time as this Certificate of Compliance expires, if a building permit has not been issued for the projed that is the subjed of this Certificate of Compliance, the owner wiil be reimbursed ail Fees that were paid to obtain this Certificate of Compiiance without interest Applicant/Owner must submit a request fbr reimbursement in writing to the Distrid Fadlities DepartmenL THIS CERTiFICATE OF CONIPLIANCE EXPIRES: ^/"^o//^ THE ABOVE EXPiRATiON DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION: Dated: Distribution: Facilities - White Agency - Canary Customer - Green Accounting - Pinic Audit - GoMenrod > s 52 s»5s as m 08-19-2010 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCR10072 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: Applicant: DARNELL BRIAN 2647 MARMOL CT CBAD PCR 2154910200 Lot#: $0.00 Construction Type: CB091539 PADILLA RES RECONFIGURE BEDRM WING @ SOUTH SIDE 0 NEW status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Owner: PADILLA JOSEPH A ISSUED 06/25/2010 KG 08/19/2010 08/19/2010 406 CAMINO ELEVADO 2114 CRYSTAL COVE WAY BOBITA CA SAN MARCOS CA 92078 619-200-9580 Plan Check Revision Fee $360.00 Additional Fees $0.00 Total Fees: $360.00 Total Payments To Date: $360.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter coiiectiveiy referred to as lees/exactions." You have 90 days from the date this peimit was Issued to protest imposition of these fees/exactions, if you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and fiie the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipai Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent Iegai action to attacic, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTiFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been oiven a NOTiCE similar to this, or as to which the statute of limitations has oreviouslv othenvise expired. ^ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No.*^'^'' 'Y' ^ Original Plan Check No. Project Address contact fif/^g l^irlA^llp^l^TirH^ F..h7ic/^0S}^ Email ^fe^^*;^^ Contact Address 4^ Qa^MAVD ^fe^^^fo CityfeM^ fa ^ Zip ^jg^^ General Scope of Work_ Original plam prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised; Q^PIanT • Calculations • Soils • Energy • Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets A2h /-Zb Az^ A^^ A3b. /f?-h 5 Does this revision, in any way, alter the exterior of the project? Yes 6 Does this revision add ANY new floor area(s)7 O Yes |^ No 7 Does this revision affect any fire related issues? • Yes ^ No 8 lsthisapatfipiet^4§t]^^^yes t^No • No js^S'ignatun 1635 Faraday Avenue, Calsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 <^%> BUILDING Pe.>Wopment5erWce» ^Iw*^ ^. . Building Division ^ CITY OF Plan Check leas Faraday Avenue CARLSBAD comments 76O6022719 *• www.carlsbadca.gov By: Steve Borossay (Contact Hours for Steve: Tues.-Fri., 1 pm - Spm) Phone: 760-602-7541 Permit:(ooTZ.- Address: 2^4-7 ^/1arv\A.o\ Date; g/so//Q CJ&> o'=^f • When corrections from all departments are received please mn new prints. • I I Provide: A statement on the Title Sheet of the plans stating that the project shall comply with the 2007 CA Building Code, 2007 CMC, 2007 CPC. 2007 CEC and the 2008 CA Energy Efficiency Standards. • Provide: A note titled "Scope of Work" describing the work to be perfonmed under this permit. \. .^fcz-W . eAj^\»/ve_«_r ^^^^ plaiAS, Approved on:. d o 2 o JJ o •a Oi -a c (U lfl c ro E c ro C CU T3 c o u TJ c ro XJ d) O) <u c IU E 8 8 (0 il is •5 o 9 O O 3 fll •4—• O •C CN O E-5 5^ ro ' 3S c ro 2cNi ro "o c c m LL sibl' U. (0 H (0 i •S ?>• Co 1^ I •a. I o cz •g 0) E to Q (= ro o c: o p 03 CO o o CD C > o 8 •o ro o O ^ CD Q 2 '-^ m E ro Q Q S Q_ CO • X x: ro Q_ U_ o O CO oo CO cx> in lo C35 o o I I I O o m CO <>j lo I I I <3> CX> oo T- LO in CD oo oo g >. a o u (/) c 'ro c o u c o ro (J c E E o u c cu 1- 3 u cu x: u cu c > u T3 c ro Q3 c ro Q w IE h- PLANNING/ENGINEERING APPROVALS PERMIT NUIVIBER PCR 10-72 DATE 6/28/10 ADDRESS 2647 Marmol Court RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER plancheck revisions PLANNER^i^i^ iJtt~f(^. ENGINEER DATE DATE 6 / H:\ADMIN\C0I1NTEI1/PUNNINC/ENCINEERINC APPROVALS TT ^ — 5. (J^Ov^ C^Uo^^ (^tZ-^Co*v^ SCU^S^ ® > X *\ t. -\ t g>- r-^—w.^ ^ P.r^ 5 I jr vA 4 41' u-1 -SCf 4 ® v9 i —i. i 1 J -2- 16457 Voca Prive San V\eopXh92\2d Mark Peardorff 760-44$-8869 Voice 858-685-2000 Pax CLIENT: Padilla PROJECT: - Shear Wall Revisnns JOB Ito: 09006-004 CALCUUTION BY: Marii E Deardoiff CHECKED BY APPROVEDBY OBJECT: input Data Shear at Line Two V := 452-plf Design Transfer to Beam USE SDS25312at4" oc 340-lbf-12in DETAIL: A-A5a SHEET 1 OF 1 DRAWING N0:A5a DATE: 8/12/2010 DATE DATE 4in = 1020 Ibf > 452 Ibf-OK Block to Top Plate of Cripple Wall USE LTP4at6" oc 670-Ibf-12-in 6-in = 13401bf > 452 Ibf-OK Sill Plate to Masonry USE 5/8" Threaded Rod Embedded 8" wHh SET Epoxy OK bv Inspectton 8/12/2010 ^a^lKic^bj^ q o q in CO to •ft "6; 00 fH ^ UJ tN fsJ O «t ^ «! o m m m ri in T-1 2 00 133 1^ S «> .2 in O rg _J "-I * S 11 1/1 rsl Tr O ^ O iH f-l rt 2! f-i > "O J£ J£ .S£ .X .E q 00 Oj r^ q 5 r>j fn rfi ro rfi f-i *; c C t: * q q q o q o Cfl m rt f-i o rt fM rM rM rM " .ad J£ > q f-l q rM 01 f* 1^ l/i K f-i ^ i « 3; « 3; a i s 3 a s »£> rt Ol 00 a rM rM rfi ^ I/) lO .3£ JkC .ad •£ (N Ol rM rM > f-i rN rfi cfi •O 00 SIJ f-M rM rt Jtf J£ Jd ^ > f-l in f^ m oq f-i rri r< 3 ^ r>i ^ i i I « 3i i H S 5 I 5 g -1 fo a S rv ^ C < CO U Q 15 •o fD a. 8 lO 8 o X T3 3 5 "5 5 5 °- m .* lO rt rM a a: fO " "ft £ •g o E = .a -D 01 fO l/l Q- -3£ ^ ^ ^ ^ ^ ^ ^cdoirncorNjoo ^ ja£ JH; ^ ««t r** cn fo I— (N in W> ID 3 O .ad.ad^.ad.ad.ad.^.^ o q CO CM rM q DC rM ffi cfi Cfi cfi O O d 6 5 CM Ol rM rM oc f-1 CM Cfi Cfi o 6 "D jac .ad .ad Cfl in Ol 5 rM in C « IN q q l/i f-i d ci o 9 o o o d d -O .ad Jd .ad Jd .E rM Ol CM rM 5 f-i rM ni Cfi rM o 't d Jd Jd 00 rt Jd Jd Jd Jd — lO ™ ^JdJdJdJdJdjd.^.^ oq'-'OrMoii--oo oc^rv'uiinr-^f-idd I- Cfl 00 ^ s^ Jd Jd Jd o f-) r- in '1 o 00 oc f-i rfi rv 3 d oi 5 rM rv rt ^ fN ^ ^ «i cn rM CM 00 * « « ro 00 m ^ CO ^ <t ,£»HfNco'?fini^r«*.oo <X) lfl rq in U> ^ uri CO T-i »-* ja i i "C rH c 3; * 3; cb rt f" cn cn ... —. 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You have 90 days from the date this pemiit ms issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required infomiation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Faiiure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their Imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or sen/ice fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. 04-08-2010 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carisbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CB091539 Building Inspection Request Line (760) 602-2725 2647 MARMOL CT CBAD RESDNTL 2154910200 $1,024,767.00 SubType: SFD Status: ISSUED Lot#: 0 Applied: 09/21/2009 Construction Type: 5B Entered By: JMA Reference*: Plan Approved: 12/29/2009 1 Structure Type: SFD Issued: 12/29/2009 0 Bathrooms: 0 Inspect Area: PY PADILLA: 8306 SF LV/1521 SFGAR Orig PC#: 905 SF ATTACH. CABANA/1865 SF PATIO(S)/2251 SF Plan Check # DECKS. 1 METAL FIREPLACE/1 MASONRY FIREPLACE W/AC & SPRINKLERS Applicant: BRIAN DARNELL Owner: PADILLA JOSEPH A 2114 CRYSTAL COVE WAY SAN MARCOS CA 92078 858-554-0730 Building Permit $3,696.94 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $2,403.01 Meter Fee $403.00 Add'l Plan Check Fee $0.00 SDCWA Fee $7,188.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $102.48 PFF (3105540) $18,650.76 Patk in Lieu Fee $0.00 PFF (4305540) $17,216.09 Patk Fee $0.00 License Tax (3104193) $0.00 LFM Fee $310.00 License Tax (4304193) $0.00 Bridge Fee $530.00 Traffic Impact Fee (3105541) $2,650.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $427.00 Renewal Fee $0.00 ELECTRICAL TOTAL $110.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $211.00 Other Building Fee $0.00 Housing Impact Fee $2,925.00 HMP Fee $13,640.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $7,988.00 Housing Credit Fee $0.00 Meter Size Dl Master Drainage Fee $1,849.26 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $40.00 TOTAL PERMIT FEES $80,340.54 Total Fees: $80,340.54 Total Payments To Date: $79,553.26 Balance Due: $787.28 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your ptoject Includes the "Imposition" of fees, dedlcattons, resen/ations, or other exacttons hereafter collectively refen'ed to as "fees/exactlons." You have 90 days from the date this permit was Issued to protest Impositton of these fees/exactlons. If you protest them, you must follow the protest procedures set forth In Govemment Code Section 66020(a), and file the protest and any other required infomoatton with the City Manager for processing in accordance with Carlsbad Muntoipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their inoposltion. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connectton fees and capacity changes, nor planning, zoning, grading or other similar appltoation processing or seivice fees in connection with this project. NOR DOES IT APPLY to any faas/ayartinns of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. ' ^ Original Plan Check No. ^y^CJ^ \^ I Project Address 2^47- MdiriAitof &f" Date ^ - IV Contact'^t^t^ tirwM Ph 6(^-7^ ^i9Fax^ y^foS"^ EmailOyk Contact Adciress •p<g>.&gK Tlg^i^ City Pie^o Zip f/^g^Z General Scope of Work c^lat/^&tsf farf^^^g^Ma^jf-"Z^jf ^.p. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elem^ts revised: -^.^^ C&^ans Q^alculatiohs • Soils • Energy • Other Describe revisions in detail ^/trot^g^jj 2<g/ :^-F" -hhr^ List page(s) where each revision is shown List revised sheets that replace existing sheets 526 ^Tsp/^^ ^^p^W<^ LB5-^) 5 Does this revision, in any way, alter the exterior of the project? O Yes 6 Does this revision add ANY new floor area(s)? 0^s • No T Does this revision affect any fire related issues? • Yes 8 lsthisacorT)f5tetel^t? ^^es t^No • l&r VUCrje^ pV^^S^^. .^Signat 1635 Faraday Avenue, (Jarlsbad!'CA 92008 Phone: 760-602-2717/2718/2719 www.cartst>adca.gov Fax: 760-602-8558 City of Carlsbad 1635 Farwtay AVWMM. Carisbad. CA 92008 Phonr. 76M02-7841/ Fax 790 902 1 > ;i 2 ^ Plan Chacb Commants / 2007 Codas To: Stan Fax: \ Phof R«: VCJ?^ foo-^c=^/r^^oo»tcs<^A«ldwai « 2647 Kfrr/^^t r^- CONTACr HOURS FOH SffVE (JOROSSAY Ft f SDAV rUROUCH FMIDAV If'M it M 1 Plaaaa mafcaoorractfona rallifrad to balow and nw TWO naw oilnta. If rod marfca aia on plana aaa part of tMa Plan Cfiackraaponaa plaaaa ratwn rad marhad sat vdlh ttw naw prtoila. TMalaaflUIUZIHSinaaBflL^^ dapartmant ra¥law. For kiformation on tha atatua of appixwal from ottiar dapartmanta plaaaa contaet stairO7WM02-2717/2718/2719. • 1 T^e^^ aes^i- ^ -W^i^ floor-<=U:xpl.r-=^v,^ ^ ^e-rt,^ ^yst>3. £ City of Carlsl»acl 1638 Faraday Avamia, Cariabad. CA 92008 Phona: 760609-7841/ Fax: 7606084868 i > ll its Plan Check Comments / 2007 Codes From: Stew Fag (gH-a -7^4- -0^5rg>G Phono: Oirto: wo: 1^3^ f(Do3^/^&o'=^\<^V=^M(lnm: ^.-^ ^^^^^ Q (^r^/rwaaamaaaoomooono roiwroonoDMOWi nd run TWO naw prkiti >>lf£lAJI16Cfeiara< m (yWhoOUllJllilQHPWgWQMLY.Commantay oapartmant raviaw. For Information on tha statua of approval from othar dapartmanta plaaaa oontaot slafrO7e0402-2717/2718/2719. » 09 1;..^ 13 City of CarlsiMcl BUHJNIM oiPAiirMiNr 1638 Faradqr Avanua. Carlsbad. CA 92008 Phona: 76O60»7841/ Fax 76060aM8 Plon Checit Comments / 2007 Codes Stevs I Phono: Dato: C'^^.Pfaaaa malia oorraotlona° raMrrad la balow and run rwo naw prbita. If radmat^jf on (V>MsisaiuftfliiajgDaii^^ ooporanonK rwiow. rw mrannmrn «HI ins •OHM •ppravm mm OUMT < contaet SMT 9760402-2717/ 2718/ 2719. /%fsfe 5fe& Azizs' :5Aafs^ ixvv.^ (T>+ (0 lA^eiO ^^4' ^Q^t^ t:^<2.. Q '^euxji-L- sivxUiA;^^ o-*?K>/o^l c(joC-«a.AA/v.atvtJpS. pro^-^**^ PLANNING/ENGINEERING APPROVALS /D ;^ PERMiT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIALADDITION MINOR (<$17,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER 1^ DATE OL^ DATE I EnglnMring Appmvalt • • • • • • • • PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. PCR 10-39 Address 2647 Marmol Court Planner Chris Sexton Phone (760) 602-4624 APN: 215-491-02 Type of Project & Use: revision to plans Net Project Densitv: 1.0 DU/AC Zoning: PiC General Plan: RLM Facilities Management Zone: 6 CFD (in/out) #_Date of participation: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: ) Legend: |^ Item Complete • Item Incomplete - Needs your action Environmental Review Required: YES • NO • TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO Q CA Coastal Commission Authority? YES Q NO Q If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat IVIanagement Plan Data Entry Completed? YES • NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES • NO • (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES • NO • (/VP/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Bulldlng Plancheck Review Checklist.doc Rev 4/08 Site Plan: Kl • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 - Neigliborhood Arcliitectural Design Guidelines • •• 1. Applicability: YES • NO • • • • 2. Project complies: YES • NOEH • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required Required Required Required 2. Accessory structu re setbacks: Front: Required Interior Side: Required, Street Side: Required Rear: Required Structure separation: Required Shown Shown Shown Shown. Shown Shown Shown Shown Shown, Shown • • 3. Lot Coverage: Required. Shown • • 4. Height: Required Shown • • Spaces Required Shown 5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 1) Please call out on the floor plan the size of all three refrigerators. 4-21-10) 1) Please remove the ovens and stovetop in the cantina. 2) Please remove the word "dishwasher" under "wetbar desian limitations" under Number 5. 3) Please label all three refrigerators accordingly on plan such as wine frig, ice maker, and refrigerator OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:V\DMIN\Template\Bulldlng Plancheck Review Checklist.doc Rev 4/08 To: Brian Damell Page 2 of 3 2010-04-22 20:34:19 (GMT) 18586832000 From: Mark Deardorff 1 1 "-1 I . -• 1 i . • • -Si 'IN/ : I,, 1 b ' 'r-i f,Vf ::,, -• 1 i . .f I It —.— ' 'r-i 1 <»o —.— ' 'r-i •r ' 'r-i \/ |H u 1 ...I A) h j _ .'• 1 2 vc ? 1 L / I. •i .( 1 - • 111 -X \<-V-6 i -Xr-/V / ~ c or 17, > f) t / b b _ •<! h r •f^ rs 1 •<.p, •^^ h r I •^^ h r >0'f A— ..fc4.( —, --• . V -1 I. -• ? s Ml? ..fc4.( —, --• . ..fc4.( —, — -— — —, OS J. — -— — 1 •« j — — ft-* ? T 3^ Mf r — 1 T-—.J- — 1 —; joi w —; : 1 c D fi A j [ 1 c D fi A j If; A i 4 1 i 1 Wi ft . i -ri— f.,., ..J. • '\ ft . i -ri— f.,., ..J. • 1 ; i i ! 1 i ! j j ! , i I . \ 1 \ I r-i ! 1 , _j, . ,. i \ i I: ! • 1 j~, — 1 f— •" ^1 To: Brian Damell Page 2 of 3 2010-04-22 20:34:19 (GMT) 18586832000 From: Mark Deardorff 1 1 f I r I I I I fN <N •0 m t •t I m rn ro •9 <!! «2 SJ rs Uf in tx 'O 'O UV v4 M <n « in I -= J* J£ C4<n«nmnir400 r>j O) N ri ft o « CM m <»! ^ d I $n«inoiAr400 XI |saisda«55 Jt Jt je Jt S r<; 0} ni (N $ a-l ci iri m ^ " a 5§ -s-x — — •M.as.K •^JCM^^JtJtJt q<Hq(sqt>:qq J< .W JC ' J< rj UJ 2 Q 3 BS S O rJ d >r<fr«rt*(srtr<;U] (M^VVUirtrtrt .M JC .ac JC ^ ^ jtf >i/)<i;iQrtn]i/)ia <M * lfi M « rt rt .a 5b 5b ^ 15^ Jb t « IA «o rn ap S<eauOuJu.U> 3i tn In vt "Bi 3 mm mm •it •st ifr fM CM t fM. <M CM CM CM MMM CM CM CM rt rt rt ^ ^ rt rt rt 9138 lbs 8663 Hs 9186 ibs 9230 ibs J .8 ii IO 10 « « « q q q "rf rt rt rt « « o o >«• * rt rt q 3 m m m m m m 1011 plf 1011 pif 1011 pif §§ IO 10 8 S 429 pif 429 pif JC JC JC ^ rt rt rt * JC JC s a CM d Jt "I CO JC JC p. CIJ JC rt A JC JC O CM CM rt Cl] c«t CIJ nj «j i HJ cn m m 2.07 k 2.07 k 2.07 k CM d rt rt q ai cn eo «l rt rt S S m * rt at w; m m 2.7 ft 2.7 ft 2.7 ft o q rt O rt M a tt o o s a Sim m S rt rt rt CM CM m <n MMMM $ I S g w S S «:««:« o q q q • ^ * * mmmm JC JC JC JC 5> S 8 m d o o ICJ HJ CCJ ICJ «: * 4i 4i q S 01 S ^ m mmmm MM q q o o d a 53 q q «o ao m "1 •s m 1 ll /DO/JOao/D ViLLA & ASSOCIATES PAGE 81/04 M.E. DEARDORFF S.E. STRUCTURAL DESIGN CALCULATIONS BeamCh^ vZdofSCBnsed to: VWs A Company R9g»303SP67053 I PADILLA REVISIONS FB-REV@ BASEMENT BASEMENT BEAM Prepawd by: JNV Dale: 4/17/10 7x 18 2.0E TJ PMrallnn W.S. PSL Lu»O.OFt CondHtons NDS 2005 Mbi Bearii^ Area Rl^ 18.6 in»R2« 21.0 in* (1.5)DLDefls O.S2in Beam Span 18.83 ft Reaction 1 LL 5356 # Reaction 2 LL 8171* Beam Wiper ft 39.38 # Reaction 1 TL 12091* Reaction 2 TL 13671# Bm Wt Incfuded 741 « Maximum V 13671# Max Moment 746S9W Max V (Reduced) 12235* TL Max Defl L/240 TL Aclual Defl L/273 LL Max Defl L/380 LL Actual Defl L/741 AntibUtes Section (kf^ SlMar(k)^ TLDeflOn) LLDefl Adual 378.00 126.00 0.83 0.31 Critical 323.17 63.28 0.94 0.63 Status OK OK OK OK Ratio 85% 50% 88% 49% FlXpsi) FvCpsi) E(psixmiO FcKosO Values Referenoe Values 2900 280 2.0 650 Adiusted Values 2772 280 2.0 650 AfSu^inents CF Size Factor 0.956 Cd Duration 1.00 1.00 Cr Rapetitive 1.00 Ch Shear Stress N/A Cm Wat Use 1.00 1.00 1.00 1.00 Cl Stabititsr 1.0000 Rb-0.00 Le«O.OOFt Loads Unifenn LL: 377 Urtform TL: 918 = A Point LL Point TL Distance 3578 B«5545 10.76 850 C = 2189 12.83 Pt loads: Unilbnn Load A 1 Rl = 12091 R2 « 13671 SPAN" 18.83 FT Un'Aimi and partial unifonn loads ate N>s per lineal fl. ViLLA & ASSOCIATES PAGE 02/04 M.E. DEARDORFF S.E. STRUCTURAL DESIBN CALCULATIONS BeainChak y^SSffiiiSmtl to: WBa A Conytany Rag M 3039-67053 PADILLA REVISIONS FB-REV ABASEMENT 8^4x18 GLB 24F.V4 DF/DF NDS 2005 Min Beefing Area BASEMENT BEAM F*repafBd by: JNV Data: 4/17/10 Lu = 0.0 Ft Ria 18.6 in*R2« 21.0 ln» (1.5)DLDefl= 0.46 In Recom Cambers 0.70 in 6§3 Beam Span 18.83 n Reaction i LL 5356* Reaction 2 LL 8171* Beam Wt per fl 38.27* Reaction 1 TL 12080* Reaction 2 TL 13660* Bm Wt Included 721 * Maximum V 13660* Max Moment 74610 •» Max V (Reduced) 12226* TL Max Defl L/240 TL Actual Defl L/307 LL Max Defl L/360 LLActuelDefl L/833 Section (In*) Shear fin^ TL Defl (ftl) LLDefl Actual 472.50 157.50 0.74 0.27 Critical 405.39 78.41 0.94 0.63 Status OK OK OK OK Ratio 86% 49% 78% 43% Fb(psO FV(P80 E(psixml9 Fcl (psi) Va/ues Refbrence Values 2400 240 1.8 650 Adiusted Velues 2209 240 1.8 650 Cv Volume 0.920 Cd Ouration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stabiliiy 1.0000 Rb-0.00 Le> 0.00 Ft r Point LL Unifonn LL: 377 Uniform TL: 918 =A Point TL Distence 3578 850 BBS54S C«2189 10,75 12.83 R toads: Unifonn L^adA Rl - XXm R2 - 13860 SPAN-18.83 FT Uniform and partial unilbmi loads are lbs per lineal ft. 04/17/2010 12:06 7607358875 VILLA & ASSOCIATES PAGE 03/04 i € |o.?j' 04/17/2010 12:06 7607358875 SPARK^ modern fires- SPARK MODERN FIRES RETROFIT FIRE RIBBON VENTED DECORATIVE APPLIANCE OWNER'S OPERATION AND INSTALLATION MANUAL Z21.60b-2004/ CSA 2.26b-2004 APPROVED MMMMM OMNI-Test Laboratories. Inc. Report No. WARNING: If tiie information in this manual is not followed exactly, a fire or explosion may result causing property damage, personal injury, or loss of life. Installation and service must be performed by a qualified installer, service agency, or the gas supplier. Do not store or use gasoline or other flammable vapors and liquids in the vicinity of this or any other appliance. WHAT TO DO IF YOU SMELL GAS: • Do not try to light any appliance. • Do not touch any electrical switch; do not use any phone in your building. • Immediately call your gas supplier from a neighbor's phone. Follow the gas supplier's instructions. • If you cannot reach your gas supplier, call the fire department. WARNING: Improper installation, adjustment, alteration, service, or maintenance can cause injury or property damage. Refer to this manual for correct installation and operational procedures. For assistance or additional information consult a qualified installer, service agency, or gas supplier. WARNING: This appliance is for installation only in a solid-fuel burning masonry or ULI27 factory-built fireplace, constructed of noncombustible material, and connected to a woridng flue (see page 4 for minimum flue opening). WARNING: This is a gas-fired appliance. It uses air (oxygen) from the room in which it Is installed. Provisions for adequate combustion and ventila- tion air must be provided. INSTALLER: Leave this manual with the appliance. CONSUMER:Retain this manual for future reference BUILDING ENERGY ANALYSIS REPORT PROJECT: Padilla Basement Extension Addition - Addition Only 2647 IVIarmol Court Carlsbad, CA 92009 Project Designer: Darnell & Scrlvner Architecture, Inc. 10459 Roselle St. Ste. 'G' San Diego, CA 92121 858.554.0730 Report Prepared by: Brian Bannock PACIFIC COAST DESIGNS 27306 Rowel Court Valley Center, CA 92082-6837 760.751.9060 Job Number: PCD Job#: 10209 Date: 4/11/2010 The EnergyPro computer progrann has been used to perfonn the cateulatlons summarized In this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Buikling Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. User Numljer 2314 EnergyPro 5.0 by EnergySott RunCoOe: 2010.04-11723:47:3 ID: PCD Job #: 10209 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-IR Mandatory Measures Summary 8 HVAC System Heating and Cooling Loads Summary 11 Room Load Summary 12 EnergyPro S.O by EnergySoft Job Number: ID: PCD Job #: 10209 User Number: 2314 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-IR Project Name Padilla Baseivent Extension Addition - Ade Building Type Bl Single Family IZI Addition Alone • Multi Family • Exlsting+ Addition/Alteration Date 4/11/2010 Project Address 2647 Mannol Court Carlsbad Califomia Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 201 Addition 201 It of Stories 1 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of tfiis form. • Yes • No Special Features - If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ff) Features (see Part 2 of 5) Status Wall Wood Framed R-19 125 New WallBG Wood Framed R-13 376 Depth = 120.000" New FloorBG Unheated Slab-on-Grade None 201 New FENESTRATION U- Exterior Orientation Arestjff) Factor SHGC Overhang Sidefins Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling MIn. Eff Thermostat Status Central Fumace 80% AFUE Split Air Conditioner 14.0 SEER Setbacl( New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Vaiue Status Sys. 1 - Existing Sys Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Q*y- Type Gallons MIn. Eff Distribution Status EnergyPro 5.0 by EnergySon User Number 2314 RunCode: 2010.04-11723:47:3 ID: PCD Job it: 10209 Page 3 of 12 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-IR Project Name Padilla Basement Extension Addition - Addi Building Type EZI Single Family Bl Addition Alone • Multi Family • Exlstlng+ Addition/Alteration Date 4/11/2010 SPECIAL FEATURES INSPECTION CHECKLiST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency detennines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special justification and documentation submitted. HIGH MASS Design - Verify Thermal Mass: 376 sqft Masonry, Solid Grout Exterior Mass, 8.000" thick at Zone 1,1st Floor HIGH MASS Design - Verify Thennal Mass: 201 sqft Concrete, Heavyweight Exterior Mass, 3.500" thick at Zone 1, 1st Floor HERS REQUiRED VERIFICATION items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EneravPro 5.0 bv EnergySoft User Number: 2314 RunCode: 2010.04-11723:47:3 ID: PCD Job #: 10209 Page 4 of 12 PERFORMANCE CERTiFICATE: Residential (Part 3 of 5) CF-IR Project Name Padilla Basement Extension Addition - Addit Building Type B Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/11/2010 ANNUAL ENERGY USE SUMMARY "•"•^^ (kBtu/ft^-yr) standard Proposed Margin "•"•^^ (kBtu/ft^-yr) Space i-ieating 30.24 29.31 0.93 Space Cooling 0.00 0.00 0.00 Fans 10.00 9.98 0.02 Domestic Hot Water 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 Totals 40.24 39.29 0.95 Percent Better Than Standard: 2.4% BUILDING COMPLIES NO HERS VERIFICATION REQUIREP Fenestration Area Building Front Orientation: Number of Dwelling Units: Fuel Available at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: (E) 90 deg 0.10 Natural Gas 0 0 12.0 0.00 0.00 Ext. Walls/Roof (E) (S) (W) (N) Roof Wall Area 125 0 0 0 0 TOTAL: Fenestration/CFA Ratio: 0 0 0 0 0 0 0.0% REMARKS Calc is based on: 970 SF Basement AddlUion, 1 story. THIS TITLE 24 ENERGY ANALYSIS IS FOR DESIGN & BID PURPOSES ONLY. FINAL SPECIFICATION & LIABILITY OF EQUIPMENT & INSTALLATION MUST BE DONE BYA LICENSED MECHANICAL CONTRACTOR. STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete Documentation Author Company Address City/State/Zip ^atfey Center, CA 92082-6837 PACIFIC COAST DESIGNS 27306 Rowel Court Name Brian Bannock Phone 760.751.9060 4/11/2010 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with tiie other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Damell & Scrivner Architecture, Inc. Address ^0459 Roselle St Ste. 'G' Name Brian Darmell City/State/Zip San Diego, CA 92121 Phone 858.554.0730 Signed Ucense # Date EneravPro 5.0 by EneravSoft User Number: 2314 RunCode: 2010-04-11723:47:3 ID: PCD Job #: 10209 Paae5 of 12 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-IR Project Name Padilla Basement Extension Addition - Additi Building Type Bl Single Family • Multi Family Bl Addition Alone • Exlsting+ Addition/Alteration Date 4/11/2010 OPAQU E SURFACE DETAILS Surface U-Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 125 0.074 R-19 90 90 New 4.3.1-A5 Zone 1,1st Floor Addition WallBG 376 0.102 R-13 0 90 New 4.3.1-A3 Zone 1, 1st Fkx>r Addition FkxrBG 201 0.730 None 0 180 New 4.4.7-A1 Zone 1, 1st Floor AMition FEN ESTRATIO NSUR FACE DETAILS ID Type Area U-Factor' SHGC^ Azm Status Glazing Type Location/Comments (1) U-Factor Type: (2) SHGC Type: 116-A 116-B Default Table from Standards, NFRC = \jabe\ed Value Default Table from Standards, NFRC = Labeled Value EXTI ERIOR SHADING DETAILS Window Overtiang Left Fin Right Fln ID Exterior Shade Type SHGC Hgt Wd Len Hqt LExt RExt DIst Len Hgt Dist Len Hgt EnergyPro 5.0 by EnergySoft User Number: 2314 RunCode: 2010-04-11723:47:3 ID: PCD Job #. 10209 Page 6 of 12 CERTIFICATE OF COMPLiANCE: Residential (Part 5 of 5) CF-1 R Project Name Padilla Basement Extension Addition - Addii Building Type B Single Family • Addition Alone i • Multi Family • Existing-f Addition/Alteration Date 4/11/2010 BUILDING ZONE INFOR MATION System Name Zone Name Floor Area (ft^) Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built Sys. 1 - Existing Sys Zone 1, 1st Floor 201 2,412 Totals 201 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type MIn. Eff. Thermostat Type Status Sys. 1 - Existing Sys 1 Central Fumace 80% AFUE Sp//'f Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status Sys. 1 - Existing Sys Docfed Ducted Attic, Ceiling Ins, vented 6.0 • New • • • • WATER HEATING SYST EMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (gal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status CEC Standard MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control e 'E Ul 0. Hot Water Piping Length (ft) c . o •a => System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP e 'E Ul 0. Plenum Outside Buried c . o •a => System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • • , • • • • EnergyPro 5.0 by EnergySon User Number: 2314 RunCode: 2010-04-11723:47:3 ID: PCD Job *: 10209 Page 7 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-IR Project Name Padilla Basement Extension Addition - Addition Only Date 4/11/2010 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, reganjiess of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shalt be considered by all parties as minimum component perfomiance specifications whether they are shown elsewhere in the documents or In this summary. Submit atl applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC). and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; alt joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF-1 R Fonn. *§150(a): Minimum R-19 Insulation In wood-frame celling or equivalent U-factor. §150(b): Loose fill insulation shall confomi with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 Insulation in wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame ftoor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El 677-95(2000) when specified on the CF-1 R Form. §150(g): Mandatory Vapor banier instalted in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation materiat alone without facings Is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 penn/lnch and shall be protected from physical damage and UV tight deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1A: Masonry or factory-built fireplaces have a closable metal or gtass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air Intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showertieads, faucets and att other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air reiease valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated In accordance with ASHRAE. SMACNA or ACCA. §150(i): Heating systems are equipped with themriostats that meet the setback requirements of Section 112(c). §150(j)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thennal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 intemal insulation where the intemal insulation R-value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and Indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi. meets the requirements of Standards Table 123-A. §15O0)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §15O0)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(i)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.0 by EnergySoft User Number: 2314 RunCode: 2010-04-11723:47:31 ID: PCD Job tt: 10209 Page 8 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Padilla Basement Extension Addition - Addition Only Date 4/11/2010 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601. 602,603.604,605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely In conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed In cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(0): Ail dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thennal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating Instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of pemianently installed luminaires shall be detennined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Ughting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of pennanently Installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ffz or 100 watts for dwelling units larger than 2,500 ftz may be exempt from the 50% high efficacy requirement when: all iow efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all pennanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.0 by EnergySon User Number: 2314 RunCode: 2010-04-11723:47:31 ID: PCD Job #. 70209 Page 9 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1 R Project Name Padilla Basement Extension Addition - Addition Only 4/11/2010 §150(k)11: Permanently installed luminaires located In rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently Installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage buikfing less than 1000 square feet located on a reskfential site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Undenwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested In accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housinq and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an ovemde or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management controi system (EMCS) not having an ovemde or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary ovemde switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently Installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the Califomia Electric Code need not be high efficacy luminaires. §150(k)14: Intemally Illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5.0 by EnergySon User Number: 2314 RunCode: 2010-04-11723:47:31 ID: PCD Job #: 10209 Page 10 of 12 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Padilla Basement Extension Addition - Addition Only Date 4/11/2010 System Name Sys. 1 - Existing Sys Floor Area 201 ENGINEERING CHECKS SYSTEIU LOAD Number of Systems Heating System Output per System Total Output (Btuh) Output (Btuli/sqft) 24,000 24,000 119.4 Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sqft/Ton) 24,000 24.000 2.0 119.4 100.5 Total Room Loads Return Vented Lighting Return Air Ducts Retum Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK CFM 236 Sensible 2,470 121 0 121 Latent 883 COIL HTG. PEAK CPM 423 2,713 883 Sensible 7,423 468 468 8,359 Air System CFM per System 1,315 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,315 CARRIER 58CVX070112/38CKC024 Airflow (cfm/sqft) 6.54 Airflow (cfm/Ton) 657.5 Outside Air (%) 0.0% OutsMe Air (cfm/sqft) 0.00 Note: values above given at ARI conditions Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 14,008 10,667 14,008 10,667 24,000 24,000 Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peaic) 34 "F 70 "F Outside Air 0 cfm 70 "F •4 87 "F 1 Supply Fan Heating Coil 1,315 cfm 86 "F ROOM 70 "F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peait) 83/68'>F 74/65<'F 74/65°F 64 / 62°F Outside Air Ocfm 74/65 "F < =•* Supply Fan 1,315 cfm 1 Cooling Coil 64 / 62 "F 62.6% ROOM 74/65">F EnergyPro 5.0 by EnergySon User Number: 2314 RunCode: 2010-04-11723:47:31 ID: PCD Job #: 10209 Pagi e 11 of 12 ROOM LOAD SUMMARY Project Name Padilla Basement Extension Addition - Addition Only Date 4/11/2010 System Neime Sys. 1 - Existing Sys Floor Area 201 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult CFM Sensible Latent CFM Sensible Latent CFM Sensible Zonal, 1st Floor Addition Zone 1, 1st Floor 1 236 2,470 883 236 2,470 883 423 7,423 PAGE TOT TOTA * Total includes ventilation load for zonal svstems. PAGE TOT TOTA * Total includes ventilation load for zonal svstems. AL 236 2,470 883 423 7,423 PAGE TOT TOTA * Total includes ventilation load for zonal svstems. L* 236 2,470 883 423 7,423 PAGE TOT TOTA * Total includes ventilation load for zonal svstems. EnergyPro 5.0 bv EnergySon User Number: 2314 RunCode: 2010-04-11723:47:3 ID: PCD Job It: 10209 Page 12 of 12 ^ CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: PADILLA RESIDENCE Building Permit Plan Checl< Number: CB091539 (PCRl 0-39) Project Address: 2647 MARMOL CT A.P.N.: 215-491-02-00 Project Applicant JOE PADILLA (Owner Name): Project Description: SFD Building Type: RESIDENTIAL Residential: New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: 201 Net Square Feet New Area Commerciai/lndustrial: Net Square Feet New Area City Certification of Applicant Information: Janet Altar Date: 04/08/10 Q Carisbad Unified School District 6225 El Camino Real Carisbad CA 92009 (760-331-5000) SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ / Z l(io-l%'-2-Z{f • Vista Unified School District |XI San Marcos Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 215 Mata Way San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union Schooi District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 ext 166) [~| San Dieguito Union High Schooi District 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the infonnation provided above is conect and true to the best ofthe Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square fbotage after the building pennit is issued or if the initial detennination of units or square footage is found to he incorrect, and that (2) the Owner is the owner/developer of the above described pro]ect(s), or that the pereonexeBbiting this declaration is authorized to sign on behalf of the Owner. Signatui B-34 Page 1 of 2 Rev. 03/09 mR-10-2010 WED 04:16 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P, 05 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school clistrict(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OK wiLL BE SATI3FICD. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School Olstrict, cortifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation detemriined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER B'34 Page 2 of 2 Rev. 03/09 SAN MARCOS UNIFIED SCHOOL DISTRtCT CERTIFICATE OF COMPLIANCE FACILITIES DEPARTMENT 215 Mata Way, Bldg 5 (2"" Floor) San Marcos CA 92069 760-290-2649 . . U03988 Projeq} Description: j3A/)/t»t./f i<^^ ^ f Q}t^c^ TractNo.: . - Assessor's Parcel No: /) •S Hit Ol. oo Received From:^ ^ _ y ,. TheSumof:^ ivf HurJp<e'eO ^£77 - ^ ^V^i, . Number of Square Feet/Units: 2. 0 1 / 1 IF b Check Number: /O^ Ed. Code 17620 and Gov. Code 65995, et seq. • Not subject to fee requirements • CFD No.: . • Existing Mitigation Agreement: Certification of Applicant/Owners: The person executing this declaration ("Owner") certifies under penalty of perjury that: (1) the infonnation provided is conrect and true to the best of Owner's knowledge; (2) Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units/square footage after the building pennit is issued, or if the initial detennination of units/square footage is found to be incorrect, and any and all costs of collection thereof including actual attorneys' fees and legal costs; and (3) Owtier is the owner/developer ofthe above described project(s) or that the person executing this dederdtionjl^ aijttiQriied to sign on behalf of the Owner. Sianaturer-^ 4 . illL Dated: ' This is to certify that the applicant listed has paid all amounts detennined by the information presented and due to the San Marcos Unified School District ("Districf). The payment of these amounts is a prerequisite to the issuance of a building pennit. San Marcos Umfied School District - Facilities Department District Representative: NOTICE OF 90-DAY PERIQD FOR PROTEST OF FEES AND STATEMENT OF FEES Govemment Code Section 66020 requires that a district provide: (1) written notice to tlie project appiicanL at the time of payment of schooi fees, mitigation payment or other exactions (Tees'), of the ninety (90) day period to protest the imposition of these Fees and (2) tha amount of tfie Fees. Therefore, this Notice shail sen« to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described in Govemment Code Section 66020. AdditionaRy, the amount of the Fees imposed is as stated here, whether payable at this time in whoie or In part, prior to the issuance of a Certificate of Occupancy. As in the latter instance, the ninety (90) day protest period starts on the Date of issuance. EXPIRATION OF CERTIFICATE This Certificate of Compliance Is valkJ for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as detennined by the Fadlities Department of the District, and one (1) sixty (60) day extension may be granted. At such time as this Certificate of Compiiance expires, if a building pennit has not been Issued for tfie project that Is the subject of this Certificate of Compliance, the owner will be reimbursed all Fees that were paid to obtain this Certificate of Compliance without interesl Applicant/Owner must submit a request fbr reimbursement in writing to the District Fadlities Department. THIS CERTIFICATE OF COMPLIANCE EXPIRES: ' ^ THE ABOVE EXPiRATiON DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION: Datod: Distribution: Facilities-White Agency - Canary Customer-Green Accounting - Pink Audit - Goldenrod 3 1 i I •a 8 5 ^ 5 i ; 5f