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151 SEQUOIA AVE; ; CB030937; Permit
Ab *_1 12-05-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB030937 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: RDA DESIGNS 151 SEQUOIA AV CBAD RESDNTL Sub Type: RAD 2060130500 Lot #: 0 $192,745.00 Construction Type: VN Reference #: 0 Structure Type: 0 Bathrooms: 0 FERAYORNI RES-ADD 1826 SF, 256 SF DECKS,181 SF PORCH,REMODEL STAIRS Owner: FOSTER STACY L Status: ISSUED Applied: 04/01/2003 Entered By: RMA Plan Approved: 12/05/2003 Issued: 12/05/2003 Inspect Area: Orig PC#: Plan Check#: 151 SEQUOIA AVE P0 BOX 40 92008 CARLSBAD CA 92008 760 729-9335 0293 12/05/03 0002 01. 02 COP 1040-77 Building Permit $833.00 Meter Size Add'l Building Permit Fee $0.00 Add'I Red. Water Con. Fee Plan Check $541.45 Meter Fee Add'I Plan Check Fee $0.00 SDCWA Fee Plan Check Discount $0.00 CFD Payoff Fee Strong Motion Fee $19.27 PFF Park in Lieu Fee $0.00 PFF (CFD Fund) Park Fee $0.00 License Tax LFM Fee $0.00 License Tax (CFD Fund) Bridge Fee $0.00 Traffic Impact Fee Other Bridge Fee $0.00 Traffic Impact (CFD Fund) BTD #2 Fee $0.00 Sidewalk Fee BTD #3 Fee $0.00 PLUMBING TOTAL Renewal Fee $0.00 ELECTRICAL TOTAL Add'I Renewal Fee $0.00 MECHANICAL TOTAL Other Building Fee $0.00 Housing Impact Fee Pot. Water Con. Fee $0.00 Housing InLieu Fee Meter Size Housing Credit Fee Add'I Pot. Water Con. Fee $0.00 Master Drainage Fee Red. Water Con. Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $125.00 $20.00 $43.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,582.22 Total Fees: $1,582.22 Total Payments To Date $541.45 Balance Due: $1,040.77 FINAL APPROVAL Clearance: NOTICE: Please take NOTICE gat approval of your project includes the imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as"fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. It you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. 0,93-7 EST; VAL. Plan Ck. Deposit 10, Va!idatey Date Parcel # Descriptionof Work Business Name (at this address) Lot No. Subdivision Name/Numbe Unit No. J1L,) 1740 Address city State/Zip Address Total # of units 01 O2 - . •, )4145 # of Bathrooms Fax# ,CLc~' S )(Name Addfess City - " State/Zip Telephone # EcOPAcTOR,cOMPANY,N _AM E (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 exemgon. Any violatiog,of Section 7031.5 by any applicjpj,for a irnit syjects the applic nt to a civil penalty of not more than five hundrd 4011s(s ($50011. 1fluU.eAI 77L4tiiO'i1 Zf1O /'O P,e A'js&*i f'Jh1'RYS"S'?2- Name Address ' , City State/Zip ITelephone # State LI71.5' License Class , City Business License'# 21 Ni&I .4 e, .a . . Address . City . State/Zip Telephone 21 'State License# ( [6 1WORKERSCOMPENSA'flON Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent toself.insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insuran carrie and licy number are: Insurance Company i'i4IMQb .freC4flUf 2rS. Policy No. 06V 'OOiOV$'I Expiration Date___________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which thi&permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. ) WARNING: Failure to secure workers' compenSation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($!12#,000) i add!;!; the cost of compensation, damages as provided for in Section 3706 of the LaIor code, interest and attorney's tees. ( SIGNATURE OIL. DATE /z/S7o3 L7TOWNERiA5Ek'DkC1A&A ---- ,.. I hereby affir at I am exempt from the Contractor's License Law for the following reason: - I, as owner of,the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide-the proposed construction (include name I address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone number / contractors license number): ' I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include ,name / address./ phone number type of work): PROPERTY OWNER SIGNATURE ' DATE -71 L_____ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. .87JCONSTRUCTION LENDING AGENCY I herebyaffirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS_______________________________________________________ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit%' of. Carlsbad to enter upon the above mentioned, property for inspection purposes I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.. OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisio of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not comm e days fro ption date of ch ermit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced f a erio 0 ( .4 Uniform Building Code). APPLICANT'S SIGNATURE DATE - / / r WHITE: File Y LOW: Ap cant PINK: Finance ' Inspection List Permit#: CB030937 Type: RESDNTL RAD FERAYORNI RES-ADD 1826 SF, 256 SF DECKS,181 SF PORCH,REMODEL Date Inspection Item Inspector Act Comments 03/11/2005 89 Final Combo PY AP 03/11/2005 89 Final Combo - RI PM PLEASE 03/09/2005 89 Final Combo - RI PM PLEASE 03/09/2005 89 Final Combo PY CO 1)NEED 361N GUARD RAIL & UPPER DECK 2) NEED SPARK ARRESTERS 03/07/2005 89 Final Combo - RI 03/07/2005 89 Final Combo PY CO 03/03/2005 23 Gas/Test/Repairs - RI 03/63/2005 23 Gas/Test/Repairs PY AP 03/02/2005 23 Gas/Test/Repairs PY AP 02/25/2005 23 Gas/Test/Repairs PY PA BBQ GAS LINE ONLY NEED HOUSE 01/31/2005 31 Underground/Conduit-Wirin PY PA CONDUIT FOR ENTRY GATE 01/24/2005 11 Ftg/Foundation/Piers PC AP PORCH AND STAIR 11/12/2004 18 Exterior Lath/Drywall PY AP 11/08/2004 18 Exterior Lath/Drywall PY AP 11/02/2004 22 Sewer /Water Service PY WC 10/21/2004 17 Interior Lath/Drywall PY CA 10/06/2004 17 Interior Lath/Drywall PY AP 10/05/2004 17 Interior Lath/Drywall PY NR 09/28/2004 16 Insulation PY AP 09/27/2004 16 Insulation PY NR 09/23/2004 84 Rough Combo PY AP 09/22/2004 14 Frame/Steel/Bolting/Weldin PY NS 08/25/2004 15 Roof/Re roof PY AP 08/12/2004 11 Ftg/Foundation/Piers PY AP 08/10/2004 11 Ftg/Foundation/Piers PY CA 08/09/2004 11 Ftg/Foundation/Piers PY NA 08/04/2004 31 Underground/Conduit-Wirin PY AP 07/22/2004 83 Roof Sheathing/Ext Shear PY AP 07/20/2004 13 Shear Panels/HD's PY PA MISSING SHEAR © FRONT 07/20/2004 18 Exterior Lath/Drywall PY WC 07/20/2004 24 Rough/Topout PY WC 07/20/2004 34 Rough Electric PY WC 06/18/2004 11 Ftg/Foundation/Piers. PY AP FIREPLACE SLAB 06/18/2004 68 Fireplace/Tie Straps PY WC 06/17/2004 31 Underground/Conduit-Wirin PY WC .06/04/2004 66 Grout •• PY AP DONE 6/3 06/03/2004 66 Grout PY AP 05/25/2004 11 Ftg/Foundation/Piers PY AP FIREPLACE & RETAIN WALL 05/24/2004 11 Ftg/Foundation/Piers PY NA 05/24/2004 22 Sewer/Water Service PY AP 04/08/2004 15 Roof/Reroof PY PA ROOF SHEATHING OK TO COVER. NEED TRUSS CALCS 03/18/2004 14 Frame/Steel/Bolting/Weldin PD PA FLR SHTNG 02/20/2004 39 Final Electrical PY PA TPPB Monday, March 14, 2005 Page 1 of 2 02/12/2004 21 Underground/Under Floor PY WC 01/12/2004 61 Footing PD AP OK TO PLACE CONCRETE AT WALLS 01/07/2004 63 Walls PD NR 12/26/2003 ii Ftg/Foundation/Piers PY AP OK TO POUR FOOTING 12/18/2003 21 Underground/Under Floor PY AP BASEMENT 12/16/2003 21 Underground/Under Floor PY CA Monday, March 14, 2005 Page 2 of 2 City of-Carlsbad Bldg Inspection Request For: 03/11/2005 Permit# CB030937 Inspector Assignment: PY Title: FERAVORNI RES-ADD 1826 SF, Description: 256 SF DECKS,181 SF PORCH,REMODEL STAIRS Type: RESDNTL Sub Type: RAD Phone: 7608400596 Job Address: 151 SEQUOIA AV Suite: Lot 0 Inspector: Location: OWNER FOSTER STACY L Owner: FOSTER STACY L Remarks: PM PLEASE Total Time: Requested By: TIM Entered By: CHRISTINE CD Description Act Comment 19 Final Structural ____lk __________ 29 - Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs PCR04046 ISSUED CHG FIREPLACE,ADD WINDOW,OPEN; STAIR WELL, CHR EXT FINISH Inspection History Date Description Act Insp Comments 03/09/2005 89 Final Combo CO PY 1)NEED 361N GUARD RAIL & UPPER DECK 2) NEED SPARK ARRESTERS 03/07/2005 89 Final Combo CO PY 03/03/2005 23 Gas/Test/Repairs AP PY 03/02/2005 23 Gas/Test/Repairs AP PY 02/25/2005 23 Gas/Test/Repairs PA PY BBQ GAS LINE ONLY NEED HOUSE 01/31/2005 31 Underground/Conduit-wiring PA PY CONDUIT FOR ENTRY GATE 01/24/2005 11 Ftg/Foundation/Piers AP PC PORCH AND STAIR 11/12/2004 18 Exterior Lath/Drywall AP PY 11/08/2004 18 Exterior Lath/Drywall AP PY 11/02/2004 22 Sewer/Water Service WC PY 10/21/2004 17 Interior Lath/Drywall CA PY 10/06/2004 17 Interior Lath/Drywall AP PY 10/05/2004 17 Interior Lath/Drywall NR PY 09/28/2004 16 Insulation AP PY 09/27/2004 16 Insulation NA PY Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Project: Address: City: Permit Number: Plan File Number: TYPE OF OBSERVATIONS: ReinforcinLy Steel Reinforced Concrete Structural Masonry Field Welding Epoxy X Prestressed Concrete ____ Shop Welding ____ Bolting -- Fireproofing - Number of Samples: ______ Type: Materials/DesignMix/Psi /5 ç/P )oso, e T- 8O SZ-7 / Date: REPORT z -- 1, h T is-iTb S Co -i cr-c 74 4J- ctr ai J'e Mk% jec-e dr-,7/eci /9/è' J,7-2 C"'7 6rc' ed of &/Oi-Ji 'f-/dr 7 //c. WO INSP CTED CONFORMS WI1 APP OVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED (ZJ I~% M (IT 2 YL TIME IN: ° TIME OUT: Inspector (Print) Certification # General Contractor: ft7 &1 I Address: Inspector's Signature City: Phone: Authorized Job Site Contact Signature Oi' Carl Schmidt Inspection kervices.'Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT G Project: Address: City: Permit Number: 7 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: - - - Date: nhx,44 REPORT WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED ei TIME IN: . (j TIME OUT: c- r\ 4 General Contractor: Address:_____________ City:____________ Phone: Owl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619)855-9252 SPECIAL INSPECTION REPORT Project: i o, y a r-i j 1?-e Si' o' c. e Address: e City: /S C,of Permit Number: (f4e OJO 13 7 Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel ____ Reinforced Concrete )( Structural Masonry Epoxy Prestressed Concrete Shop Welding ____ Bolting '-7 Number of Samples: Materials/DesignMix/Psi: Field Welding Fireproofing - Date:/ /3-05/ REPORT t/ei'-e/ r- 8' c3 jL`8" -'r 7% d67-11 3d-0 pci ---e, . of O -te S? 0P (s') C/7,//L, o(1Jf ST7'bq. WORK)NPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED (..&r 1 cIT TIME IN: 9 -40 6 TIME OUT: Inspector (Print) Certification ?Z ~- Inspector's Signature General Contractor: //e Address: City: — Phone: Authorized Job Site Contact Signature Project: City: Carl Sèhmldt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177-8403 (619) 855-9252 SPECIAL INSPECTION REPORT Permit Number: C- e 03 0 '717 Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel P< Reinforced Concrete Structural Masonry Field Welding Epoxy Prestressed Concrete Shop Welding ____ Bolting ____ Fireproofing Number of Samples: ______ Type: MaterialsfDesignMix/Psi: .4 Date: 1-7—O3 REPORT /et4i.eI re6c,- f'/scen,i.€iT ., /bCk 7 ,a-c-r c/e'/~IS4.e-e,-r /07 1k r-Ti ca. I s re -e w, ii (/e- ci I— / cS /4C 7-- WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED 4'Z. TIME IN: TIME OUT:_______ Inspector (Print) Certification # General Contractor: /%1A' (fe Address: Inspector's Signature City: - Phone: Authorized Job Site Contact Signature r4 ' /sjScvoT 7I4 NOTICE C oses EXCAVATION : FOOTING OBSERVATION JOB LOCATION WORK ORDER CdontI4J. C'. OWNER OR CONTRACTOR OWNER'S ADDRESS DATE FOOTINGS TOTAL NO. OF FOOTINGS OR CAISSONS OBSERVED ________ I DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE: D IGRAM-OA P R WING D 62 5e..4-'-L- 7..44C. JAI1_,,; 04/4-- T THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE it BY FORM 89/2 ç4a- /1 Seuo,, i7 NOTICE OF FOOTING igoz. EXCAVATION OBSERVATION JOB LOCATION /57 \Se4L,C.o,& WORK ORDER 35 /7— OWNER OR CONTRACTOR OWNER'S ADDRESS DATE FOOTINGS TOTAL NO. OF FOOTINGS OR CAISSONS OBSERVED DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE: /5 • 4A ,'. Vod :- ii ,d -.- L.4- THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE BY FORM 8912 PORM 89/2 - •.-'r; -'.• . Oc 3 7 Ail NOTICE OF FOOTING QeOSOklIflc. EXCAVATION OBSERVATION JOB LOCATION IS_I Ale.. WORK ORDER _ Ai$5Ai. c_A OWNER OR CONTRACTOR MJLLIA] OWNER'S ADDRESS DATE FOOTINGSTOTA\L NO. OF FOOTINGS OR CAISSONS OBSERVED ) _ (,j (•,) j7 II DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE:, )L.4 A'JvAw.( B(2 foori"J E*AIATFc,JJ ' F,Rfrt, U'4YiEi1w9 56i5 -1Pt3fArT r,/cjIeLrf. Fôri#u S A-'PrA P 10 8F ( * fF P. PM#./ ARi SofTA&F Ft k, ThtR 7f"L)t! JSt. -'i(ASf fMc' JF Ail L-ôt5E 561L5, i)F3PS , t71.:. f'WOR —rib PLAc*j6 CoPtrt... DIAGRAM OF APPROVED FOOTINGS (SHOWING DIMENSIONS IF APPLICABLE) THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE oF BY___________ 0 IN - 1~3 7 NOTICE OF FOOTING Oise EXCAVATION OBSERVATION JOB LOCATION C )UdI 4 WORK ORDERa1S tA*LRAJ e.A OWNER OR CONTRACTOR )4i)L1t4 CO7)cr,,) OWNER'S ADDRESS DATE FOOTINGS TOTAL1N0. OF FOOTINGS OR CAISSONS OBSERVED -1-7- Phial iI4I\ DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE: .i AAAAJ,JAIe( OQ A Q tX ,,%J 1A.J4r1vJ5-, frJ/ (iP/L W.)YIE1Ot#'J(r rra.tAII Frvcavtrivw• • rUiVAR 4PrA. Af 26A P/MI A1&4h AØ F F'7& 11( I k Pf/lttJ( ALL (OC# 450lL54 £fi4 PQ4 Th Pt AoA CCAJCQC% f. DIAGRAM OF APPROVED FOOTINGS (SHOWING DIMENSIONS IF APPLICAB LE) I, T-HE UNDERS.!GNEDHAS OBS!ERV.QED, 4 EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE CMY t •BY PORM 89/2 U K L E I N F E L D E R Report No.: 3 5015 Shoreham Place San Diego CA 92122 coNCRETETYtINERCoMPESSIvwSTRNGTIrREPoTRTSTiwC39 Report Date: 2/10/04 Last Reissued on: Report To: Carl Schmidt Project No.: 40407 Ref. No.: Carl Schmidt Inspection Services P.O. Box 178403 Projec r0-Y7~W-i1_,5_,JjSequoia, San Diego CAels6qA Phase: n/a San Diego, CA 92177 Permit Nó.:0309 MiData - ReötedtOKlèihfèldér Supplier: Hanson Cement Type: - Cement Factor (sklcy): Mix No.: 8675G Max. Size Agg.(in.): Design Strength: 2500 psi @ 28 days Admixtures: Sample Data Reported to KIeirifeIder Date Sampled: 1/13/04 Date Received: Measured Specified Source of Sample: 1st Lift Eco-Block; First For Foundation Slump(in.): 6.75 Contractor: Truck/Ticket: Sampled By: Carl Schmidt Submitted By: Carl Schmidt Curing Method: Cure Room Specimen Prep: Sulfur Field Cure Temp (°F) Hi: Lo: Field Cure Time: 24±4 hrs. Weather: Wind (MPH) Rh LaboEathry Data Stump w/plasticizer(in.): Air Temperature (°F): Mix Temperature (°F): Air Content (%): Unit Weight (pcf): Batch Size (cy): Water Added (gal.) Time Batched: Time Sampled: Time in Truck: Sample Date Age I Dimensions Area Ultimate Load -Compressive I Required Number I Tested (days) Diam. Ht. Len. (in (lbs.) Strength (psi) Strength (psi) 13103 A 1/20/04 7 6 x 12 x 28.27 . 63100 , 2500 13103 B, 2/10/04 28 6 x 12 X 28.27 112350 3970— 2500 T3103 C 2/10/04 28 6 X 12 X .j28.27 113050 (-4000- 2500 Average 28 Day Strength (psi): All fractures were conical in nature unless noted otherwise. Remarks:C. Reviewed on 2/10/04 by: Linda Hodo Concrete Manager Unless prior arrangements have been made, all HOLD specimens will be discarded if required strength is attained. As a mutual protection to our clients and ourselves, all reports submitted are the confidential property 01 our clients and authorization for publication 01 statements, conclusions, or extracts from our reports are reser pending our written approval. EsGil Corporation In PartnersIiip wit/i government for Bui(&ng Safety DATE: June 4, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0937 SET: II PROJECT ADDRESS: 151 Sequoia Avenue PROJECT NAME: Ferayorni Residence UAPPL1QNT ctjyis1 U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E 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. LI 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. F-1. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Ron Alvarez P 0 Box 40 Carlsbad CA 92018 LI 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: Ron Alvarez Date contacted: Co (by: &. ) Mail —,Telephone--," Fax In Person LI REMARKS: By: Bryan Zuppiger Esgil Corporation [:1 GA El MB DEJ El PC Telephone #: 760 729 9335 Fax #: (sA) Enclosures: 5/28/03 tmsmtLdot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 03-0937 June 4, 2003 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 151 Sequoia Avenue DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/28/03 REVIEWED BY: r PLAN CHECK NO.: 03-0937 SET: II DATE RECHECK COMPLETED: June 4, 2003 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city.law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 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. 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? DYes ONo Carlsbad 03-0937 June 4, 2003 . PLANS NOTE: The items listed below refer to the item numbers from previous list. These remaining items have not been adequately addressed. The notes in bold at the end of or contained within each item are to emphasize the remaining problem. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Only the effected sheets need be submitted I will insert them into the plans. Final plans, specifications and calculations for designs deviating from conventional wood frame construction shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). Only the effected sheets need be submitted I will insert them into the plans. . ROOFING 13. Specify on the plans the following information for the roof materials, per Section 106.3.3: Required for balcony(s). Manufacturer's name. Product name/number. ICBO approval number, or equal. y Carlsbad 03-0937 June 4, 2003 . FOUNDATION REQUIREMENTS 21. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the. recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). This may be a left-over item. FRAMING 26. Please include and detail all of the second story shear wall holdowns. Unable to find the key for the symbol 29. Please correct the section page balloons on pages 7 & 8, should be page 9. . PLUMBING (UNIFORM PLUMBING CODE) 41. Show water heater size (jst hour rating), type, and location on plans. UPC, Section 501.0. 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. 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 Bryan Zuppiger at Esgil Corporation. Thank you. EsGil Corporation In cPartnerslip wiM government for 8uird1n0 Safety DATE: April 14, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0937 PROJECT ADDRESS: 151 Sequoia Avenue PROJECT NAME: Ferayorni Residence SET:I U NT W U PLAN REVIEWER U FILE El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes; El 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. El 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. LI The applicant's copy of the checklist, is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: Ron Alvarez P 0 Box 40 Carlsbad CA 92018 El 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: Ron Alvarez ('V.4) Telephone #: 760 729 9335 Date %'-/5-3 (by: &a.) Fax #: Mail..- Telephone . Fax In Person LI REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation 0 GA 0• MB 0 EJ 0 PC 4/3/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 03-0937 April 14, 2003 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 03-0937 JURISDICTION: Carlsbad PROJECT ADDRESS: 151 Sequoia Avenue FLOOR AREA: See Below Basement 895.5' Lower level 879.5' Upper level 930.5' Covered patio(s) 181' Balcony/deck(s) 256' DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 14, 2003 FOREWORD (PLEASE READ): STORIES: 2 & Basement HEIGHT: 26' at south elev. Page 3. DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/3/03 PLAN REVIEWER: Bryan Zuppiger This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 03-0937 April 14, 2003 . PLANS Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation-and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). Final plans, specifications and calculations for designs deviating from conventional wood frame construction shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section 106.3.3. Please identify the new versus the existing. . GENERAL RESIDENTIAL REQUIREMENTS Basements shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an operable area of at least 5.7 square feet with the minimum operable width 20" and the minimum operable height 24". The emergency door or window shall be operable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. See the Media room. Carlsbad 03-0937 April 14, 2003 7. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position. See windows E & I. EXITS, STAIRWAYS, AND RAILINGS 8. The upper deck must be accessed by a code complying stair or the ladder must be removed. 9. Provide stairway and landing details that are referenced to the floor plan. Sections 1003.3.3: Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. Minimum headroom is 6'-8". See the upper stair under the closet. Minimum width is 36". 10. Provide handrail details that are referenced to the floor plan. Section 1003.3.3.6: Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on bothsides). Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a handrail at a stair shall be less than 6". 11. Provide guardrail details that are referenced to the floor plan. Section 509.1: Shall have a height of 36". Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Openings between railings shall be less than 4". 12. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1003.3.3.9. Carlsbad 03-0937 April 14, 2003 . ROOFING 13. Specify on the plans the following information for the roof materials, per Section 106.3.3: Manufacturer's name. Product name/number. ICBO approval number, or equal. 14. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of In inch per foot for drainage. Section 1402.3. 15. Show roof drains and overflows. Sections 1506.2 and 1506.3. 16. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 17. Show the required ventilation for attics. The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 18. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section 1505.3. 19. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. . FOUNDATION REQUIREMENTS 20. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 21. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Carlsbad 03-0937 April 14, 2003 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: The equivalent fluid weight on page 17 of the soils report is 451b5, 301bs was used in the calculations. Show height of all foundation walls. Chapter 16. The plans show at least 8' of retention and the design in the calculations is limited to 6'-6". Please show the retaining wall thickness in the detail. FRAMING Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. The City of Carlsbad does not defer trusses. Please include and detail all of the second story shear wall holdowns. It appears that the beams DB-3 and DB-4 sizes are reversed calculations to plans. Detail all post-to-beam, beam-to-beam and post-to-footing connections and reference the detail to the plan. Section 2314. Please correct the section page balloons on pages 7 & 8, should be page 9. Specify nail size and spacing for the floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. Sections 2315 and 2513. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-11-E-1. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the. opening. Section 1505.1. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water Splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting 1" minimum above floors, unless approved wood of natural resistance to decay or treated wood is used. Section 2306.5. Carlsbad 03-0937 April 14, 2003 MECHANICAL (UNIFORM MECHANICAL CODE) 34. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. 35. Show source of combustion air to furnace, per Chapter 7, UMC.. Specify the location and sizes of both of the combustion air openings. 36. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with (two) 900 elbows. UMC Section 504.2.2. . ELECTRICAL (NATIONAL ELECTRICAL CODE) 37. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 38. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either: A 20 ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 39. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). 40. In addition to the locations shown on the plans, specify on the plan that the 125-volt, single-phase, 15- and 20- ampere receptacles installed in master bathroom water closet area and all basement receptacles comply with the ground-fault circuit-interrupter protection specified in NEC Art. 210-8. . PLUMBING (UNIFORM PLUMBING CODE) 41. Show water heater size (jst hour rating), type, and location on plans. UPC, Section 501.0. 42. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 43. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 . ENERGY CONSERVATION 44. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s). and bathrooms (containing a tub or shower). Carlsbad 03-0937 April 14, 2003 45. Note-on the plans: "The -manufactured windows shall have a label attached.. certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." 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. 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 Bryan Zuppiger at Esgil Corporation. Thank you. Carlsbad 03-0937 April 14, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0937 PREPARED BY: Bryan Zuppiger DATE: April 14, 2003 BUILDING ADDRESS: 151 Sequoia Avenue BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. . VALUE ($) basement 896 98.00 87,759 lower level 880 28.00 24,626 upper level 931 98.00 91,189 covered patio(s) 181 11.75 2,127 balcony/decks 256 12.00 3,072 Fire Sprinklers TOTAL VALUE 208,773 Jurisdiction Code ICb IBy Ordinance Bldg. Permit Fee by Ordinance I $882.28i Plan Check Fee by Ordinance I $573.48 Type of Review: II Complete Review fl Structural Only El Other El Repetitive Fee EE Repeats Hourly Hour * Esgil Plan Review Fee I $494.08I Comments: The lower level is being lifted up and set on the new foundation/basement. Sheet of. macvalue.doc BUILDING PLANCHECK CHECKLIST DATE: PLANCHECK NO.: CB 03O Zi7 ?' BUILDING ADRSS: 19/ S ea 130 PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: -O/3 5 EST. VALUE: /9 7Q ENGINEERING. DEPARTMENT APPROVAL .: DENIAL The item you have submitted for review has been - Please se\the -pttached report of deficiencies approved. The approval is based on plans, marked with . Make necessary corrections to plans information and/or specifications provided in your or speci atio s for compliance with applicable submittal; therefore any changes to these items after codes a0rid-siaill rds. Submit corrected plans and/or this date, including field modifications, must be specifications tchhis office for review. 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. own By Date A Right-of-Way permit is required prior to crt.%J ct-i construction of the following improvements: - : Date: I Date: Ii Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 - Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 Planthedi Cklst Foim (Genedc).doc I • - Rev. 7114i00 ?e,.~ - tt~ -,~ BUILDING PLANCHECK CHECKLIST SI PLAN V1 T 2 ND /ovidea fully dimensioned site plan drawn to scale. Show: ' A North Arrow F. Right-of-Way Width & Adjacent Stre ts .Existing & Proposed Structures Driveway widths ycra \c-'- g)Existin Street Improvements H. Existing or proposd sewer lateral Property Lines '-' do # 1. Existing or proposed water service j-t E. Easements Existing or proposed irrigation service C>t 1ACJ c -ve 4 Lt410Y 2. Show on site plan: 0 Drainage Patterns 4jrVQ- 9-rb.QQQ eAQ_v4)1..SOP Building pad surface arainage must maintain a minimum slope of one en percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum pote drainage of 2% to s'wale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service 4. (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. ... . E 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Planchedc cldst Fojill (Genertc).doc 2 Rev. 7114100 BUILDING PLANCHECK CHECKLIST ND 3 rd DISCRETIONARY APPROVAL COMPLIANCE 0 0 4a. Project does not comply with the following Engineering Conditions of approval for ProjectNo._______________________________________________________ 0 0 0 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 0 0 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm j drain or utility easements on the building site is required for all new buildings and -for remodels with a value at or exceeding $15 000, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1A" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: . Date: IMPROVEMENT REQUIREMENTS 0 0 0 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 $75,000, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:WORDDOcSHi.SflBiiUding PIan'.ed. CId5I Form (RIDDlE. HARVEY 7.12.00dec 3 Rev. 12.20196 BUILDING PLANCHECK CHECKLIST si n person. Applications by mail or fax are not i660ed. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. lmppwëment Plans signed by: Date: Ø'onstruction 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 $310 so we may prepare the necessarp 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: jjL ,l. rQo. LE 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 101 6d. No Public Improvements required. of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS , 77a. conditions that invoke the need for, a grading permit are found in Section 6.030 of the Municipal Code. Inadequate information available on Site Plan to make a determination on grading requirements. Include adcugrading quantities (cut, fill import, export). p'4o Ow - D k- Ian prepared b? a registered Civil V.7b.Grading Permit required. A separffte Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading -approval obtained prior to issuance of a Building Permit. Vluo p c' f Gra h "0'oho`g Inspector sign off by: Date: ' raded Pad —Certification required.! (Note: Pad certification may be required even ..-.----.--.-------- - U El \ if a grading permifis not required.) . t?j3fo3 . H:WORODOCS\cl4KLS'flBthIdifl9 Plancheck Ck131 Fomi (Generic 7-14-O0).dec 4 . Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD O 0 0 7d .No Grading Permit required. 0 0 El 7e. If grading is hot required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 0 0 , 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: b 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad IT' ' sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: 7Date: 0 0 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. IZI" 0 0 11. I] eied fees are attached la"No fees required WATER METER REVIEW El 12a. Domestic (potable) Use II.) 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. H:W0RDDOCSCHKS18uIb Pland,eck CkI5t Foun (Gene,1c).doc Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD If 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. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 0 0 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 "I", and potable water is typically a circled "W". The irrigation service should look like: O STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) 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, Larry Black 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 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:W0RD0C3ST8ulig Planthodc CId5t Fonn (Genellc).doc 6 Rev. 1114100 I -' BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 0 0 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. 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. - 0 0 0 13. Additional Comments: ftWORDDOCSCHKLSfl8uJkIkIg Pand,ecIi dust Form (Geneulc).doc 7 Rev. 7114100 i ..._L,IUlI I'. • .1.. ...........•.6.. tQUITY TITLE COMPANY - DOC'# 2001-0294471. lay 10. 2001 8:00 AM rnca REURD9 3DIE1iOcOJORDER'S OFFICE 6ORY J. SNITHP COIMIY REXIRDER FEES: 665.25 THIS SPACE FOR RECORDER'S USE ONLY: ESCROW NO. VI-1 7069-LJ TITLE ORDER NO. SDO 130828 INDIVIDUAL GRANT DEED THE UNDERSIGNED GRANTOR(S) DECLARE(s) DOCUMENTARY TRANSFER TAX is $646.25 [XI computed on full value of property conveyed, or I I computed on full value less value of liens or encumbrances remaining at time of sale. I I Unincorporated area [XI City of Carlsbad, AND FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, James Richard Heard, Trustee of THE HEARD FAMILY TRUST AGREEMENT dated March 7, 2000 hereby GRANT(s) to: ,LEE STACY'FOSTER A Single Women the real.property in the City of Carlsbad, County of San Diego, State of California, described as: Lot 16, Block I, of PALISADES, in the City of Carlsbad. County of San Diego. State of California, according to Map thereof No. 1747, filed in the Office of the County Recorder of San Diego, February 5, 1923. RECORDING REQUESTED BY: AND WHEN RECORDED MAIL T( Ms. Stacy Foster 151 Sequoia Avenue Carlsbad, CA 92008 ALSO KNOWN AS: 151 Sequoia Avenue, Carlsbad, CA 92008 A.P. # 206-013-05 DATED March 26, 2001 James Richard Heard, Trustee of the Heard Family STATE OF CALIFORNIA Agreement date March 7, 2000 gn .4 -TV-01 - -a fvw. IL— L.,( 1A fAn A, ouNTvF hdHdTt personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. IRMA BISSONNETTE Notary Public State of Arizona No. 208918 Signature %Iujr,'JQO Qualified In Cochise County Qommlssion Expires November 13. 20L1 (This area for official notarial seal) Mail tax statements to: Ms. Stacy Foster, 151 Sequoia Avenue, Carlsbad, CA 92008 C600737 fi/#O 30o6 12/03/2003 07:58 FAX 17604384178 CITY OF CARLSBAD CITY OF CARLSBAD GRADING INSPECTION CHECKIJST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: t'I - DATE:, PROJECT lD/V) 03c8 AMRADlNG PERMIT N0...?fJ8/ LOTS REQUESTED FOR RELEASE - £.'7' I NIA z NOT APPLICABLE COMPLETE o = INCOMPLETE OR UNACCEPTABLE I. Site access to requested tots adequate and logicelly gmupe 2 Site erosion control measures adequate. Overall site adequate for health, safety and welfare cfpiOc Letter of request for partial release submitted. 5 5 W X 11' site plan (attachment) showing requested lob submitted. G. Compaction report from sob engineer submitted, Engineer of Wc11 certlllcalicn of work done and pad elevations. Geologic englneei's letter If unusual geologic or sithaface conditions exist. Projed conditions of approval chedwd for conIlli. Fire hydrants within 500 feet of buddIng combusillee and 81 weather roads acs to site. 3 Partial release of grading for the above stated tots is apprOved for ft purpose of kift pm Issuance. Issuance of buildingpermits is so mjfijM ID all nomd CIty reqiEeiiiii reqi*ed pursuant to the buildPig permit process. ID Partial release of the site is denied for the following ma$Oi Data iz/3LO Date WLPARYGwPDATAfl$pECNOp.MSpA*TSTT!SRM PLANNING DEPARTMENT. BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB C6O131 Address t S' q 1A ia.. A ve_. Planner Chris Sexton Phone (760) è02-4624 APN:(OI-O 2 2 of Project & Use: Net Project Density:DU/AC Type 0 0 Zoning: General Plan: Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:______ (For non-residential development Type of land used created by this Circle One permit: ) Is i . I Legend: Item Complete 0 Item Incomplete - Needs your action Q-1D 0 Environmental Review Required: YES NO v_' ____TYPE DATE OF COMPLETION:_________________ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 0 0 Discretionary Action Required: YES ____ NO____ TYPE APPROVALJRESO. NO. DATE_____ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: C~P 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YESjsJO CA Coastal Commission Authority? YES... NO___ 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): Coastal Permit Determination Form already completed? YES____ NO____ If NO, complete Coastal Permit Determination, Form now. • • Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. UI4 0 Inclusionary Housing Fee required: YES ____ NO (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES___ NO____ (AIP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9101 91 W IN 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 Archltectura,pesign Guidelines Applicability: YES NO / Project complies YES _NO________ Zoning: Setbacks: Front: Required f3 Shown Q1 Interior Side: Required Shown !' Street Side: Required Shown Rear: Required 1_(' Shown ici Top of slope: Required ____Shown Accessory structure setbacks: c ,DD r•u Front: Interior Side: Street Side: Rear: Structure separation: Lot Coverage: Height: Required Required v Required A)_V Required Require ,,' Required Shown Shown Shown _A]_ Shown _________ Shown_ 7-1 4150N - Shown Required 3(V Shown A3cD' Parking: Spaces Required Shown ____________ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE1.63 I K:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 STATE OF CALIFORNIA -THE RESOURCES AGENCY GRAY DAVIS. Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO AREA 7575 METROPOU1AN DRIVE. SUM 103 SAN DIEGO, CA 92108-4402 (619) 767-2370 EXEMPTION LETTER DATE: _________ NAME: AJ 41v PO Lio• (kr/c - i ot This is to certify that this location and/or proposed project has been reviewed by the staff of the Coastal Commission. A coastal development permit is not necessary for the reasons checked below. The site is not located within the coastal zone as established by the California Coastal Act of 1976, as amended. - The proposed development is included in Categorical Exclusion No. adopted by the California Coastal Commission. - The proposed development is judged to be repair or maintenance activity not resulting in an addition to or enlargement or expansion of the object of such activities (Section 30610(d) of Coastal Act). The proposed development is an improvement to an existing single family residence (Section 30610(a) of the Coastal Act) and not located in the area between the sea and the first public road or within 300 feet of the inland extent of any beach (whichever is greater) (Section 13250(b)(4) of 14 Cal. Admin. Code. The proposed development is an improvement to an existing single family residence and is located in the area between the sea and the first public road or within 300 feet of the inland extent of any beach (whichever is greater) but is not a) an increase of 101 or more of internal floor area, b) an increase in height over 101, or c) a significant non—attached structure (Sections 30610(a) of Coastal Act and Section 13250(b)(4) of Administrative Regulations). (OVER) Page 2 The proposed development is an interior modification to an existing use with no change in the density or intensity of use (Section 30106 of Coastal Act). The proposed development involves the installation, testing and placement in service of a necessary utility connection between an existing service facility and development approved inaccbrdànce with coastal development permit requirements, pursuant to Coastal Act Section 30610(f). The proposed development is an improvement toa structure other than a single family residence órpublic works facility and is not subject to a permit requirement (Section 13253 of Administrative Regulations). The proposed development is the rebuilding of a structure, other than a pblicorks facility, destrcye&by,natural disaster. The replacement conforms to all of the requirements of coastal Act Section 30610(g). Other: Please be advised that only the project described above is exempt from the permit requirements of the Coastal Act. Any change in the project may cause it to lose its exempt status. This certification is based on information provided by the recipient of this letter. If, at a later date, this information is found to be incorrect or incomplete, this letter will become invalid, and any development occurring at that time must cease until a coastal development permit is obtained. Truly yours, By: PAL Title: 0001F Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 June 9, 2003 W.O. 3517-A-SC Mr. and Mrs. Justin Ferayornl do RDA Designs P.O. Box 40 Carlsbad, California 92018 Attention: Mr. Ron Alvarez Subject: • Geotechnical Plan Review, 151 Sequoia Avenue, City of Carlsbad, San Diego County, California References: 1. Geotechnical Evaluation, 151 Sequoia Avenue, City of Carlsbad, San Diego County, California," W.O. 3517-A-SC, dated March 7, 2003, by GeoSoils, Inc. 2. "Residential construction Plans for: Mr. & Mrs. Ferayomi, 151 Sequoia Avenue, Carlsbad, Ca. 92008," Sheets 1-10, dated November 25, 2002, by RDA Designs. Dear Mr. Alvarez: S In accordance with your request, GeoSoils, Inc. (GSI), has performed a review of our referenced report (see Reference No. 1) and the referenced plans (see Reference No. 2) for the purpose of evaluating if the plans are in general conformance with the intent of the geotechnical report. GSI's scope of services included a review of the referenced report and plans, analysis of data, and preparation of this summary letter. The plans reviewed appear to be in general conformance with the recommendations provided by this office and presented in Reference No. 1, provided that the following additional comments/recommendations are reviewed and incorporated into the construction plans. The preliminary geotechnical report (Reference No. 1) should be indicated on the referenced plans (Reference No. 2). Sheet 6, Foundation Note #5 and Details 1 and 2, shown on Sheet 10 indicate that 6 mil visqueen is to be placed over a 2-inch layer of sand. This should be revised to indicate that a 10 mil visqueen (PVC) sheeting is covered with at least 2 inches of clean (SE >30) sand. This results in the visqueen being placed directly on the very low expansive soil subgrade, then overlain with clean sand and the slab: *w. 14 Sheet 6, Foundation Note #5 indicates that a 4 inch "nominal" thickness for the slab may be used. This should be revised to indicate a "minimum" thickness. Pier Footing data for piers P-i and P-2, shown on Sheet 6, should be revised to reflect the minimum 18-inch embedment, as recommended in Reference No. 1. -' 5. - In accordance with Reference No. 1, all exterior pier footings should be tied to the main foundation in a least one direction, with a grade beam. As an alternative, all pier footing may be constructed to a minimum depth of 24 inches below grade, provided that only very low expansive soils exist in the upper 5 feet from finish grade. The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility for work, testing, or recommendations performed or provided by others. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitt'\ GeoSoils, Inc. (9°~\ No ((( No.239) ir..d1 34 Lf Rev y: *Exp. 4~ Robert G. Crisman,. Geologist,' RGC/JPF/BS/jh/jk Distribution: (4) Addressee nShahrvini Geotechnical Engineer, GE 2296 Mr. and Mrs. Justin Ferayornl W.O. 3517-A-SC 151 Sequoia Ave., Carlsbad June 9 2003 File:e:\wp9\3500\3517a.gpr Page 2 GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION 151 SEQUOIA AVENUE, CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA FOR MS. STACY FOSTER 151 SEQUOIA AVENUE CARLSBAD, CALIFORNIA 92008 W.O. 3517-A-SC MARCH 7, 2003 Geotechnical *Geologic* Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 March 7, 2003 W.O. 3517-A-SC Ms.. Stacy Foster 151 Sequoia Avenue Carlsbad, California 92008 Subject: Preliminary Geotechnical Evaluation, 151 Sequoia Avenue, City of Carlsbad, San Diego County, California Dear Ms. Foster: In accordance with your request, GeoSoils, Inc. (GSI), has performed a preliminary geotechnical evaluation of the subject site. The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint. EXECUTIVE SUMMARY. Based on our review of the available data (Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, residential development of the property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: Based on a conversation with you, it appears that the proposed development would consist of construction of a new basement sub-floor beneath the existing building footprint and then structurally connecting the existing residential structure to the Proposed basement. Excavation into Quaternary-age terrace deposits will be necessary prior to foundation construction of the basement sub-floor. In general, unsuitable soils are on the order of ±2 to ±4 feet across a majority of the site. However, localized deeper removals cannot be precluded. It is anticipated that the removal of unsuitable bearing materials will be performed by default during excavation for the basement to design grades, and thus, should not adversely affect proposed improvements. . The expansion potential of tested onsite soils is very low. Conventional foUndations may be utilized for these soil conditions. Soil sulfate exposure to concrete-is anticipated to be negligible per Table 19-A-4 of the Uniform Building Code (UBC, 1997). Onsite soils are considered to be moderately corrosive to ferrous metals. Consultation with a corrosion engineer should be considered. Our evaluation indicates that proposed temporary construction slopes onsite may generally be considered grossly. •and surficially. stable, provided the recommendations provided herein are incorporated in the design, grading, and construction phases of the project. As an alternative, shoring may also be utilized. Recommendations for shoring are provided herein. The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. Foundation systems should be designed to accommodate a worst-case differential settlement of at least 1 inch in a 40-foot span. In general, and based upon the available data-to date, groundwater is not expected to be a major factor in development of the site. Exterior basement walls should be waterproofed. If gravel backdrains for the basement walls are proposed, the drains should outlet via a sump pump. In lieu of backdrains, the basement walls should be designed to withstand the increased hydrostatic pressure. Our evaluation indicates that the site has a very low potential for liquefaction. Therefore, no recommendations for mitigation are deemed necessary. Our evaluation indicates there are no known active faults crossing the site. The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. Adverse geologic features that would preclude project feasibility were -not' encountered. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. Ms. Stacy Foster W.O. 3517-A-SC FiIe:e:wp9\350O\3517a.pge Page Two GèoSoils, Inc. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, us, owl Ryan Boehmer IQ Staff Geologist G. Reviewed by: ( - No. 134 Robert G. Crisman Engineering Geologist, CEG -4 Z Civil Eng RB/RGC/JPF/DWS/jk/vm Distribution: 4) Addressee Ms. Stacy Foster W.O. 3517-A-SC FiIe:e:\wp9\35003517a.pge Page Three GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES .....................................................1 SITE CONDITIONS/PROPOSED DEVELOPMENT ...................................1 SITE EXPLORATION ............................. ............ ..................1 REGIONAL GEOLOGY.......................................................... 4 SITE GEOLOGIC UNITS.....................................................4 Quaternary Colluvium/Topsoil (Not Mapped) ....................4 Quaternary-age Terrace Deposits (Map Symbol - Qt) .....................4 FAULTING AND REGIONAL SEISMICITY ..........................................5 Regional Faults ................. ..............S Seismicity .............................................. ................ Seismic Shaking Parameters .......................................... 7 Seismic Hazards ........................................................8 GROUNDWATER . ........................................................8 LABORATORYTESTING. .................................................. 9 General............................................................. Classification ..........................................................9 Moisture-Density Relations ...........................................9 Expansion Potential ....................................................9 Direct Shear Test ..................................................10 Corrosion/Sulfate Testing ..............................................10 CONCLUSIONS . ........................................................10 EARTHWORK CONSTRUCTION RECOMMENDATIONS ........................ 10 .. General ...........................................................10 Site Preparation ...................................................11. Removals (Unsuitable Surficial Materials) ..............................11 Temporary Construction Slopes .....................................11 Shoring ............................................................ii General......................................................11 Lateral Pressures .......................12 Design of Soldier Piles ...........................................12 Lagging ...................................................12 Internal Bracing ............................................... 12 Deflection .....................................................13 Monitoring .................................................13 RECOMMENDATIONS - FOUNDATIONS ......................................13 Preliminary Foundation Design .......................................13. Bearing Value .................................................13 GeoSoils, Inc.. Lateral Pressure .•. .• 1 Foundation Settlement ...............................................14 Footing Setbacks .............................. ........................ 14• Construction .......... .............................................15 Very Low Expansion Potential (Expansion Index [E.l.] 0 to ?O) ... . ... 15 UTILITIES . ;. ........... ................................................16 CONVENTIONAL RETAINING WALL RECOMMENDATIONS ....................•. 16 General...........................................................16 •.Restrained Walls .......................................................16 Cantilevered Walls ..................................................17 Wall Backfill and Drainage .............................................17 Retaining Wall Footing Transitions ......................................18 DEVELOPMENT CRITERIA ...................................................18 Landscape. Maintenance and Planting .. . . .......... .. . . . . ..• .............18 Additional Site Improvements ............•.. 19 Trenching....................................................19 Drainage ................................................• ...........19 Utility Trench Backfill ................................................19 PLAN REVIEW ................................ . . .............................20 LIMITATIONS . ..........................................................20 FIGURES: . Figure 1 - Site Location Map ...... .2 Figure 2- Schematic Gebtechnical Map .................................3 Figure 3- California Fault Map .........................................6 ATTACHMENTS: • .. . Appendix A - References.. . • .. . ....... Rear of Text Appendix B - Boring Logs ....................................Rear of Text Appendix C - EQFAULT, EQSEARCH, and FRISKSP ...............Rear of Text Appendix D - Laboratory Data ................................Rear of Text Appendix E - General Earthwork and Grading Guidelines ..............Rear of Text Ms. Stacy Foster Table of Contents F11e:e:\wp9\3500\3517a.pge Page ii. GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION 151 SEQUOIA AVENUE, CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: Review of the available geologic literature for the site (Appendix A). Geologic site reconnaissance, subsurface exploration, sampling and mapping. Appropriate laboratory testing of representative soil samples. General areal seismicity evaluation. Engineering and geologic analysis of datacollected. Preparation of this report. .. SITE CONDITIONS/PROPOSED DEVELOPMENT. The subject site consists of a relatively flat lying, rectangular residential property located at 151 Sequoia Avenue in the City of Carlsbad, California (Figure 1). Existing improvements consist of asingle-fàmily residential structure, -detached garage, and typical residential landscaping. Drainage onsite is by sheet flow run-off apparently directed to the north, toward Sequoia Avenue. Proposed sitedevelopment is anticipated to consist of the construction of a new basement sub-floor beneath the existing residential footprint, and the connection of the existing structure to the new basement. Building loads are assumed to be typical for this type of relatively light construction. Sewage disposal is anticipated to be tied into the municipal system. The need for import soils is unknown. SITE EXPLORATION Surface observations and subsurface exploration were performed on February 17, 2003, by a representative of this office. A survey of line and grade for the subject lot was not conducted by this firm at the time of our site reconnaissance. Near surface soil conditions were explored with one hollow stem auger boring and one hand auger boring within the site to evaluate soil and geologic conditions. The approximate location of each boring is shown on the attached Boring Location Map (see Figure 2). Boring logs are presented in Appendix B. . GeoSoils, Inc. LflTnnnfl,I!uI ('nnvnahttô 1990 fl.Tnrnip Ynrmnuth. M 044196 Sourte Data: USGS Ar d ' -N3349 y '. or .:'s.'.':.\irtKe ry mar"D it CA1 LSRAD\\Y' \e Pine Scb e4%* \ I . i \A( . s' ilr ase Jr irgh ch Sch st n LA' jg. •\ ii 'o\ \\ N3T9 q. 'I' \\• ç ... \'.-_ . "IC - \ ' 4' '.- Ixf I \ SIT E! - \\_ -7 \ \ 1" - 9 4-4 eservoir \\ \\ Subga i\*\ A. Farr oase Map: tian LUIS Hey uuaarangie, caliTornia--San Diego Co., 7.5 Minute Series (Topographic), 1968 (photo revised 1975), by USGS, 1':2000' 0 2000 4000 Scale Feet 4 N I W.O 1 SITE LOCATION MAP Figure 1 J SEQUOIA AVENUE• DRIVEWAY RESIDENCE B-2 .. GARAGE LEGEND B-2 Approximate location of ... RIVERSIDECO.exploratory LOS ANGELES CO. •• 0@4p, CO. boring D ORANGE SAN IEGO I • SCHEMATIC BORIN' LOCATION MAP • , Plate 1. • NOT TO SCALE 3517-A-SC DATE 2/03 .ALE NONE REGIONAL GEOLOGY The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the southern California batholith. In the San Diego County region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. • Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plain was uplifted, eroded and incised. Alluvial deposits have since filled the lower valleys, and youngmarine sediments are currently being deposited/eroded within coastal and beach areas The site is situated in an area underlain by Pleistocene Terrace deposits. SITE GEOLOGIC UNITS The site geologic units encountered during our subsurface investigation and site reconnaissance included colluvium/topsoil and terrace deposits. The earth materials are generally described below from the youngest to the oldest. • The distribution of these materials is shown on Plate 1. Quaternary CoHuvlumlTopsoil (Not Mapped) Colluvium/topsoil mantles the majority of the site at the surface. The thickness of the colluvium/topsoil is on the order of ± 1 foot thick and is comprised of brown silty sands that are wet and loose. These soils were observed to be porous in nature and therefore are potentially compressible in their existing state and will require removal during excavation within the site, if settlement sensitive structures are proposed within their influence. Quaternary-age Terrace Deposits (Map Symbol - Qt) Terrace deposits were observed to underlie the site, and generally consist of loose to dense silty sands. These deposits are generally reddish brown to orange brown to light brown and dry to wet. The upper 1 foot of these sediments are generally weathered and considered unsuitable for structural support in its present condition, and should be removed during basement excavation. Bedding structure was not readily observed, but regionally is generally sub-horizontal to flat lying. These sediments are typically massive to weakly bedded. Ms. Stacy Foster W.O. 17-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003. FIIe:e:\wp9\3500\3517a.pge Page 4 GeoSoils, Inc. FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development, and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). However, the site is situated in an area of active as well as potentially-active faulting. These include-but are not limited to-the San Andreas fault, the San Jacinto fault, the Elsinore fault, the Coronado Bank fault zone, and the Newport-Inglewood/Rose Canyon fault zone. The location of these and other major faults relative to the site are indicated on Figure 3 (California Fault Map). The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site should they experience activity are listed in the following table (modified from Blake, 2000a): ABBREVIATED FAULT NAME APPROXIMATE DISTANCE MILES (KM) Rose Canyon 4.8 (7.8) Newport-Inglewood (Offshore) 5.3 (8.6) Coronado Banks 20.8 (33.4) Elsinore-Temecula 24.6 (39.6) Elsinore-Julian 24.8 (39.9) Seismicity The acceleration-attenuation relations of Idriss (1994) Horizontal-Rock/Stiff Soil, Bozórgnia, Campbell and Niazi (1999) Horizontal-Soft Rock-Correlation and Campbell and Bozorgnia (1997 Rev.) Soft Rock, Horizontal-Random have been incorporated into EQFAULT (Blake, 2000a). For this study, peak horizontal ground accelerations anticipated at the site were determined based on the random mean plus 1 -.sigma attenuation curve and mean attenuation curve developed by Joyner and Boore (1981, 1982a, 1982b, 1988, 1990), Bozorgnia, Cambell, and Niazi (1999), and Campbell and Bozorgnia (1994). EQFAULT is a computer program by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using up to 150 digitized California faults as earthquake sources. Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 FiIe:e:\wp9\3500\3517a.pge Page 5 GeoSoils, Inc. 100 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 1000 900 800 700 600 400 500 300 200 CALIFORNIA FAULY MAP Foster Residence W.O. 3517-A-SC Figure 2 The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by any of at least 30 user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.36g to 0.62g. The computer printouts of portions of the EQFAULT program are included within Appendix C. Historical site seismicity was evaluated with the acceleration-attenuation relations of ldriss (1994) Horizontal-Rock/Stiff Soil and the computer program EQSEARCH (Blake, 2000b). This program was utilized to perform a search of historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-mile radius, between the years 1800 through 2002. Based on the selected acceleration-attenuation relation, a peak horizontal ground acceleration has been estimated, which may have affected the site during the specific seismic events in the past. Based on the available data and attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 through 2001 was 0.47g. In addition, a seismic recurrence curve is also estimated/generated from the historical data (see Appendix C). A probabilistic seismic' hazards analyses was performed using FRISKSP (Blake, 2000c) which modelseàrthquake sources as 3-D planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative velocity levels. Based on a review of these data, and considering the relative seismic activity of the southern California region, a peak horizontal ground acceleration of 0.34g was calculated. This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475-year return period). Computer printouts of the FRISKSP program are included in Appendix C. Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code (International Conference of Building Officials, 1997) seismic parameters are provided in the following table: 1997 UBC CHAPTER 16 TABLE NO. SEISMIC PARAMETERS Seismic Zone (per Figure 16-2*) 4 Seismic Zone Factor (per Table 161*) 0.40 Soil Profile Type (per Table 16-J*) SD Seismic Coefficient Ca (per Table 160*) 0.44Na Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 I9Ie:e:wp9\35003517a.pge Page 7 GeoSoils, Inc. 1997 UBC CHAPTER 16 TABLE NO. SEISMIC PARAMETERS Seismic Coefficient C (per Table 16-R*) 0.64N Near Source Factor Na (per Table 16S*) 1.0 Near Source Factor N (per Table 16T*) .1.1 Distance to Seismic Source 4.8 mi (7.8 km) Seismic Source Type (per Table 16U*) B Upper Bound Earthquake (Rose Canyon Fault) M 6.9 1*_Figure and Table references from Chapter 16 of the Uniform Building Code (1997) Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a. result of site location, soil characteristics and typical site development procedures: . Liquefaction Tsunami' Dynamic Settlement Surface Fault Rupture Ground Lurching or Shallow Ground Rupture . Seiche A It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced by the hazards considered above. This potential would be no greater than that for .other existing structures and improvements in the immediate vicinity. GROUNDWATER Subsurface water was not encountered within the property during field work performed in preparation of this report. Subsurface water is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions Ms. Stacy Foster . W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad . March 7, 2003 FiIe:e:\wp9\3500\3517a.pge . . . Page 8 GeoSoils, Inc. from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Seeps, springs, or other indications of a high groundwater level were not noted on the subject property during the time of our field investigation. However, seepage may occur locally (as the result of heavy precipitation or irrigation) in areas where any fill soils overlie terrace deposits. LABORATORY TESTINd General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System. The soil classifications are shown on the Boring Logs in Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for selected undisturbed, samples in the laboratory. The dry unit weight was determined in pounds per cubic foot, and the field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Boring Logs in Appendix B. Expansion Potential Expansion testing was performed on a representative sample of site soil in accordance with UBC Standard 18-2. The results of.expansion testing are presented in the following table. LOCATION EXPANSION INDEX EXPANSION POTENTIAL B-i @ 0-5' 5 Very Low Ms. Stacy Foster . . . W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 F1Ie:e:\wp93500\3517a.pge Page 9 GeoSoils, Inc. Direct Shear Test Shear testing was performed on representative, undisturbed samples of site soil in general accordance with ASTM test method D-3080 in a Direct Shear Machine of the strain control type. The shear test result are presented as follows: PRIMARY RESIDUAL SAMPLE LOCATION COHESION FRICTION ANGLE COHESION FRICTION ANGLE (PSF) (DEGREES) (PSF) (DEGREES) B-i @6' 247 (undisturbed) 37 403 28 B-i © 12' (undisturbed) 226 36 286 31 Corrosion/Sulfate Testing A representative sample of site material was analyzed for corrosion/soluble sulfate potential. Sulfatp exposure to concrete was determined to be negligible per Table 19-A-4 of the UBC (1997). Corrosion testing determined a soil pH of 6.8 and a saturated resistivity exceeds 2,000 ohm/cm. Site soils are thrus classified as essential neutral, and moderately corrosive to ferrous metals. Actual test results are provided in Appendix D. A qualified corrosion -engineer should be consulted for mitigation measurements regarding corrosion. CONCLUSIONS Based upon our site reconnaissance, subsurface exploration, and laboratory test results, it is our opinion that the subject site appears suitable for. the proposed residential development. The following recommendations should be incorporated into the construction details. EARTHWORK CONSTRUCTION RECOMMENDATIONS General Any grading should conform-to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code, the requirements of the City of Carlsbad, and the Grading Guidelines presented in Appendix E, except where specifically superseded in the text of this report. Prior to any proposed grading, a GSI representative should be present at the Ms. Stacy Foster . . W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 F11e:e:\wp9\3500\3517a.pge . . Page 10 GeoSoils, Inc. . preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction, all site preparation and the general procedures of the contractor should be observed by a representative (s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Based on a conversation with you, it appears that site development will consist of excavation for the basement sub-floor (placement of compacted fill is not necessary to achieve design grades). It is assumed that excavated material will be exported from the site. Site Preparation Debris, vegetation, asphaltic concrete, construction debris, and other deleterious material should be removed from the building area prior to the start of construction. Removals (Unsuitable Surficial Materials) Due to the relatively loose condition of the colluviumltopsoil and weathered terrace deposits, these materials should be removed in areas proposed for settlement sensitive structures. At this time, removal depths on the order of ±2 to ±4 feet (including colluvium/topsoil and weathered terrace deposits) below existing grade should be anticipated throughout a majority of the site; however, given that the anticipated excavation depth of 10 to 12 feet is below the depth of removals, these materials will likely be removed during excavation operations and should not significantly affect proposed improvements. Temporary Construction Slopes Temporary cuts for wall construction should be constructed at a gradient of 1:1 or flatter for slopes exposing terrace deposit materials to a maximum height of 15 feet, per CAL- OSHA for Type A soils. Construction materials and/or stockpiled soil should not be stored within 5 feet of the top of any temporary slope. Temporary/permanent provisions should be made to direát any potential runoff away from the top of temporary slopes. Shoring may be required. Shoring General Should insufficient space for constructing portions of the proposed residence be encountered, shoring may be required. Shoring should consist of cantilever steel soldier beams placed at a maximum of 6-foot on centers, with a minimum embedment below the bottom of the cut, equivalent to half the height of the cut. The ultimate embedment depth should be provided by the project structural engineer and/or shoring designer, based on Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 FiIe:e:\wp93500\3517a.pge Page 11 GeoSoils, Inc. the geotechnical parameters provided herein. Wood lagging should be installed as the cut progresses to its ultimate configuration. Lateral Pressures For design on cantilevered shoring, a triangular distribution of 'lateral earth pressure may be used. It may be assumed that the retained soils with a level surface behind the shoring will exert a lateral 'pressure. equal to that developed by a fluid with a density of 40 pounds per cubic foot. Retained soils with a 2:1 backslope ratio will exert a lateral pressure equal to a fluid with a density of 60 pounds per cubic foot. If street traffic is located within 10 feet of shorings, the upper 10 feet of shoring, adjacent to the traffic should be designed to resist a uniform lateral pressure of 100 pounds per square foot, which is a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal street traffic. Design of Soldier Piles For the design of soldier piles spaced at least two diameters on centers, the allowable lateral beari.ng value (passive value) of the soils below the level of excavation may be assumed to be 500 pounds per square foot per depth, up to a maximum of 5,000 pounds per square foot. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undisturbed soils. The soldier piles below the excavated levels may be used to resist downward loads, if any. The downward frictional resistance between the soldier piles and the soils below the excavated level may be taken as equal to 300 pounds per square foot. Lagging Continuous wood lagging will be required between the soldier piles. The soldier piles should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will be less due to arching in the soils. We recommend that the lagging be designed for the recommended earth pressure, but limited to 'a maximum value of 500 pounds per square foot. Internal Bracing Rakers may be required to internally brace the soldier piles. The raker bracing could be supported laterally by temporary concrete footings (deadmen) or by the permanent interior footings. For design of temporary footings, or deadmen, poured with the bearing surface normal to rakers inclined at 45'degrees, a bearing value of 2,500 pounds per square foot may be used, provided the shallowest point of the footing is at least 1 foot below the lowest adjacent grade. Ms. Stacy Foster W.O. 3517-A-SC 151 SequOia Avenue, Carlsbad March 7, 2003 Fi1e:e:\wp93500\3517a.pge Page 12 GeoSoils, Inc. Deflection It is difficult to accurately predict the amount of deflection of a shored profile. It should be realized, however, that some deflection will occur. We anticipate that this deflection would be on the order of 0.5 inches at the top of the planned 10- to 12-foot shoring. If greater deflection occurs during construction, additional bracing may be necessary to minimize deflection. If desired to reduce the deflection of the shoring, a greater active pressure leading to a more stiffer section could be used.. Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of all the soldier piles and the lateral movement along the entire lengths of selected soldier piles. We suggest that photographs of the adjacent improvementsbe made prior to excavation. RECOMMENDATIONS - FOUNDATIONS Preliminary Foundation Design In the event that the information concerning the proposed development plans is not correct or any change& in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report are for the subject site only and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, and laboratory testing and .engineering analysis. Our review, field work, and recent and previous laboratory testing indicates that onsite soils have a very low expansion potential range (Expansion Index [E.l.]. less than 20). The preliminary recommendations forfoundation design and construction are presented below. Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finish grade. Bearing Value 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the Uniform Building Code. Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 FiIe:e:\wp9\35003517a.pge Page 13 GeoSoils, Inc. 2. An allowable bearing value of 2,00b pounds per square foot maybe used for design of continuous footings 12 inches wide and 12 inches deep and for design of isolated pad footings 24 inches square and 18 inches deep, founded entirely into competent terrace deposits and connected by a grade beam or tie beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 3,000 pounds per, square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase in bearing for footing width is recommended. Lateral Pressure For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. . Passive earth pressure may be computed as an equivalent fluid having a density of 275 pounds per cubic foot with .a maximum earth pressure of 3,000 pounds per square foot. •• When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Foundation Settlement Foundations systems should be designed to accommodate a worst-case differential settlement of at least 1 inch in a 40-foot span. Footing Setbacks While not applicable to the proposed development at the subject site, the following recommendations concerning footing setbacks should be considered if future foundation systems are planned: All footings should maintain a minimum' 7-foot horizontal setback from'the base of the footing to' any descending slope. This distance is measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H=slope height) from the base of the footing to the descending slope face and no less than 7 feet nor need to be greater than 40 feet. 'Footings adjacent to unlined drainage swales should be deepened to a minimum. of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as' to extend below'a 1:1 projection from the heel of the wall. Alternatively, walls may be Ms. Stacy Foster • . W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad • . March 7, 2003 File:e:\wp9\3500\3517a.pge . ., Page 14 GeoSoils, Inc. designed to accommodate structural loads from buildings or appurtenances as described in the retaining wall section of this report. Construction The following foundation construction recommendations are presented as a minimum criteria from a soils engineering standpoint. The onsite soils expansion potentials are generally in the very low (E.l. 0 to 20) range. Recommendations for very low expansive soil conditions are presented herein. Recommendations by the project's design-structural engineer-or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading. Very Low Expansion Potential (Expansion Index [E.I.] 0 to 20) Exterior and interior footings should be founded at a minimum depth of 12 inches for one-story floor loads, and 18 inches below the lowest adjacent ground surface for two-story floor loads. Isolated column and panel pads or wall footings should be founded at a minimum depth of 18 inches. All footings should be reinforced with two No. 4 reinforcing bars, one placed near the top and one. placed near the bottom of the footing. Footing widths should be as indicated in the Uniform BuiIdingCode (International Conference of Building Officials, 1997). A grade beam, reinforced as above, and at least 12 inches wide should be provided across large (e.g., doorways) entrances. The base of the grade beam should be at the same elevation as the bottom of adjoining footings. Isolated, exterior square footings should be tied within the main foundation in at least one direction with a grade beam. If proposed, residential concrete slabs, where moisture condensation is undesirable, should be underlain with a vapor barrier consisting of a minimum of 10 mil polyvinyl chloride or equivalent membrane with all laps sealed. This membrane should be covered with a minimum of 2 inches of sand to aid in uniform curing of the concrete and to protect the membrane from puncture. Residential concrete slabs should be a minimum of 4 inches thick, and should be reinforced with No. 3 reinforcing bar at 18 inches on center in both directions. All slab reinforcement should be supported to ensure placement near the vertical midpoint of The concrete. "Hooking" of reinforcement is not considered an acceptable method of positioning the reinforcement. If proposed, residential garage slabs should be reinforced as above and poured separately from the structural footings and quartered with expansion joints or saw Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 F11e:e:wp93500\3517a.pge Page 15 GeoSoils, Inc. cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 6. Presaturation is not required for these soil conditions. The moisture content of the subgrade soils should be equal to or greater than optimum moisture content in.the. slab areas, prior to concrete placement. UTILITIES• Utilities should be enclosed .within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste waterlines should be drained to a suitable outlet. CONVENTIONAL RETAINING WALL RECOMMENDATIONS General Foundations may be designed using parameters provided in the 'Design" section of Foundation Recommendations presented. herein. Wall sections should adhere to the City and County guidelines. All wall designs should be reviewed by a qualified structural engineer for structural capacity, overturning and, stability. The design parameters provided assume that onsite or equivalent very low expansive soils are used to backfill retaining, walls. If expansive soils are used to backfill the proposed walls within this wedge, increased active and at-rest earth pressures will need to be utilized for retaining wall design. Heavy compaction equipment should not be used above a 1:1 projection up and away from the bottom of any wall.. The following recommendations are not meant to apply to specialty walls (cribwalls, loffel, earthstone, etc.). Recommendations for specialty walls will be greater than those provided herein, and can be provided upon request. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking dependent upon the materials used to construct the wall. To reduce wall cracking due to settlement, walls should be internally grouted and/or reinforced with steel. Restrained WallS Any retaining walls that will be restrained prior to placing and compacting backfill material or-that have re-entrant or male corners, should be designed for an at-rest equivalent fluid Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 FiIe:e:wp9\3500\3517a.pge Page 16 GeoSoils, Inc. pressures of 65 pcf for native soil or 38 pcf for gravel backfill, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of 2H (twice the height of the wall) laterally from the corner. Building walls below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. Refer to the 'following section for preliminary recommendations from surcharge loads. Cantilevered Walls These recommendations are for cantilevered retaining walls up to 15 feet high. Active earth pressure may be used for retaining wall design,. provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure (EFP) approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. SURFACE SLOPE EQUIVALENT SELECT OF RETAINED MATERIAL FLUID WEIGHT PCF MATERIAL PCF (Horizontal to Vertical) (Very Low Expansion Native Soil) . (Gravel) Level 45 35 2tol 60 - The equivalent fluid density should be increased to 65 pounds per cubic foot for level backfill at the angle point of the wall (corner or male re-entrant) and extended a minimum lateral -distance of 2H on either side of the corner. Wall Backfill and Drainage All retaining walls should be provided with an adequate gravel and pipe backdrain and outlet system (a minimum two outlets per wall), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. Pipe should consist of a minimum 4-inch diameter, schedule 40 perforated PVC pipe. Gravel used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of 3/h- to 11/2-inch clean crushed rock encapsulated in filter fabric (Mirafi 140 or equivalent). Perforations in pipe should face down. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. As an alternative to gravel backdrains, panel drains (Miradrain 6000, Tensar, etc.), may be used. Panel drains should be installed per manufacturer's guidelines. Regardless of the backdrain used, walls should be water proofed where they would impact living areas, or where staining would be objectionable. Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 Fu1e:e:\wp9\3500\3517a.pge Page 17 GeoSoils, Inc. The proposed grade of the basement sub-floor does not allow basement wall backdrains to flow via gravity to an outlet system. If gravel backdrains or panel drains are to be utilized the drain system will need to outlet to an approved area via sump pump. As a minimum alternative to the use of wall backdrains, the basement walls should be waterproofed and designed to withstand the increased hydrostatic pressure. Retaining Wall Footing Transitions. Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from formational bedrock to select fill. If this condition is present the civil designer may specify either: If transitions from rock fill to select fill transect the wall footing alignment at-an angle of less than 45 degrees (plan view), then the designer should perform a minimum 2-foot overexcavation for a distance of 2H and increase overexcavàtion until such transition is between 45 and 90 degrees to the wall alignment. Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that an angular distortion of 1/360 for a distance of 2H (where H=wall height in feet) on either side of the, transition may .be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. Embed the footings entirely into homogenous fill or terrace deposits. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over watering should be avoided. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. In order to minimize erosion on a slope face, an erosion control fabric (i.e., jute matting) should be considered. From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent relative compaction. Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 F11e:e:\wp913500\3517a.pge . Page 18 GeoSoils, Inc. Additional Site Improvements Recommendations for additional grading, exterior concrete flatwork design and construction, including driveways, can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological orgeotechnical aspects of design and construction of said improvements could be provided upon request. Trenching All footing trench excavations for structures and walls should be observed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. GSI does not consult in the area of safety engineers. In addition, the potential for encountering hard spots during footing and utility trench excavations should be anticipated. If these concretions are encountered within the proposed footing trench, they should be removed, which could produce larger excavated areas within the footing or utility trenches. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be-directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of 5 feet from the proposed structure or into a subsurface drainage system. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter could be installed to direct drainage away from structures or any exterior concrete flatwork. Utility Trench Backfill 1. All utility trench backfill in structural areas, slopes, and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Flooding/jetting is not recommended for the site soil materials. As an alternative, imported sandy material with an S.E. (Sand Equivalence) of 30 or greater, may be flooded/jetted in shallow (± 12 inches or less) under-slab interior trenches, only. Ms. Stacy Foster W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 F1Ie:e:wp9\3500\3517a.pge Page 19 GeoSoils, Inc. 2.. Sand backfill, unless trench excavation material, should not be allowed in exterior trenches adjacent to and within an area extending below a 1:1 plane projected from the outside bottom edge of the footing. All trench excavations should minimally conform to CAL-OSHA and local safety codes. Soils generated from utility trench excavations to be used onsite should be compacted to 90 percent minimum relative compaction. This material must not alter positive drainage patterns that direct drainage away from the structural area and towards the street. . PLAN REVIEW Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundationexcavations and any additional earthwork construction performed on the site should be Observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions .exposed during mass grading. site conditions may vary due to seasonal changes or other factors. GSI assumes no responsibility or liability for work, testing or recommendations performed or provided by others. The scope of work was performed within the limits of a budget. Inasmuch as our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. - Ms. Stacy Foster : W.O. 3517-A-SC 151 Sequoia Avenue, Carlsbad March 7, 2003 FiIe:e:wp9\35003517a.pge Page 20 GeoSoils, Inc. . .. APPENDIX A REFERENCES APPENDIX A REFERENCES Blake, T.F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration frorn3-D fault sources; Windows 95/98 version. 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Windows 95/98 version. 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-0 faults as earthquake sources; Windows 95/98 version. Hart, E.W. and Bryant, W.A., 1997, Fault-rupture hazard zones in California: California Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials, 1997, Uniform building code:• Whittier, California. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Divisionbf Mines and Geology, Map Sheet No. 6, scale 1:750,000. Joyner, W. B, and Boore, D. M., Joyner, W. B, and Boore, D. M.,, 1990, Empirical methods of ground-motion estimation, in Proceedings of the Port of Los Angeles Seismic Workshop, San Pedro, California, March 20-23, in press. Kennedy,M.P. and Tan S.S., 1996, Geologic maps of the northwest part of San Diego County, California., Division of Mines and Geology, Plate 1, scale 1:24,000. Petersen, Mark D., Bryant, W.A., and Cramer, C.H., 1996, Interim table of fault parameters used by the California Division of Mines and Geology to compile the probabilistic seismic hazard maps of California. Sowers and Sowers, 1970, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) In Introductory Soil Mechanics, • New York. • • GeoSoils, Inc. APPENDIX B BORING LOGS BORING LOG GeoSoils, Inc. WO. 3517-A-SC PROJECT: FOSTER BORING B-i SHEET J_ OF 151 Sequoia Ave DATECAVATED 2-17-03 Sample - SAMPLE METHOD: I40LB HAMMER @30" DROP Standard Penetration Test I I I 0 .. Groundwater Undisturbed, Ring Sample CL I a . Io.pI to .2 D II m Ic '- I ° D o) a . ° Description of Material SM : COLLUVIUMifOPSOlL: 0-1' SILTY SAND, brown, wet, loose; roots and rootlets. 8 SM 114.7 9.6 -9-7-5 TERRACE : DEPOSITS: • : @ 1-2' SILTY SAND, reddish brown, wet, loose. 23 121.0 9.3 66.8 : @4' SILTY SAND, reddish brown wet, medium dense. 29 115.2 9.1 55.5 @ 6' SILTY SAND, reddish orange brown, wet, medium dense. 38 112.0 7.6 42.4 : © 8' SILTY SAND, orange brown, moist, dense. 35 113.5 3.0 17.6 . @ 10' SILTY SAND, orange brown, dry, medium dense. 50 111.1 7.2 39.1 @12' SILTY SAND, orange brown, moist, dense. 46 SP 105.4 5.7 26.4 @14' SAND w/SILT, light brown, moist, dense. 43 107.1 5.3 26 @ 16' SAND w/SILT, light brown, moist, dense. 55 105.9 5.6 26.3 :.:.. @ 18' SAND w/SILT, light brown, moist, dense. Total Depth = 19' No Groundwater Encountered Backfilled with Bentonite Chips Backfilled 2-17-03. 5 115 151 Sequoia Ave GeoSoils, Inc. PLATE B-I BORING LOG GeoSoils, Inc. WO.. 3517-A-SC PROJECT: FOSTER . BORING B2 SHEET OF 151 Sequoia Ave . DATECAVATED 2-17-03 Sample SAMPLE METHOD: HAND AUGER Standard Penetration Test — Groundwater . - a Undisturbed. Ring Sample . . ' ' Description of Material . I I lUll IRIIT,eII __ • ,.uII , - Sm -- . .cO-1_SILTY SAND, brown, _wet, loose: roots and rootlets. : I tI(I(A.t DEPOSITS: •. . •. .... : @ 1-2' SILTY SAND, orange brown to reddish brown, wet, loose. @24' SILTY SAND, orange brown, moist to wet, medium dense. Total Depth = 4' No Groundwater Encountered Backfihled 2-17-03 115 I 20 151 Sequoia Ave . .GeoSoils, Inc. . PLATE B-2 APPENDIX C EQFAULT, EQSEARCH, AND FRISKSP I .001 .1 .01 MAXIMUM EARTHQUAKES Foster Residence .1 1 10 100 Distance (ml) W.O. 3517-A-SC Figure C-I 100 10 Cl) C G) > w .4- 0 I- U) .0 E z U).. > .01 75 E 0 .001 EARTHQUAKE RECURRENCE CURVE Foster Residence 3.5 - 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.O. 3517-A-SC Figure C- 2 EARTHQUAKE EPICENTER MAP Foster Residence W.O. 3517-A-SC Figure C-3 100 0 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 1000 800 900 600 400 300 700 500 200 100 ME 80 70 We PROBABILITY OF EXCEEDANCE IDR1SS (1994) HOR. RX/STIFF S 1 1.1 lAi 25 yrs 50 yrs 1.1 lvi 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) W.O. 3517-A-SC Figure C-4 RETURN PERIOD vs. ACCELERATION IDRISS (1994) HOR. RX/STIFF S 1 C, 100000 co 10000 1000 100 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) APPENDIX D LABORATORY DATA z w (0 U, - NORMAL PRESSURE, psf U Note: Sample Innundated prior to testing . GeoSoils, Inc. DIRECT SHEAR TEST CóoSilIñc. 5741 Palmer Way Project: FOSTER Carlsbad, CA 92008 4 Telephone: (760)438-3155, Number: 3517-A-SC Fax: (760) 931-0915 Date: February 2003 Figure: D-2 3,uoc' 2,50C o0c • 1, 11000 50C . . 0 500 1.000 1.500 2.000 2.500 .cl _ 3.j00 - Sample Depth/El. Primary/Residual Shear Sample Type Td MC% C 4) ! B-I . 12.0 Primary Shear Undisturbed 111.6 7.2 226 36 a B-I 12.0 Residual Shear Undisturbed 111.6 7.2 286 31 M. J. Schiff & Associates, Inc. Consulting Corrosion Engineers - Since 1959 Phone: (909) 967 Fax: (909) 626-3316 431 W. Baseline Road E-mail lab(ãjmjschçff corn Claremont, CA 91711 website: mjschiff corn Table 1 - Laboratory Tests on Soil Samples Foster Your #3517-A-SC, MJS&A #03.0216LAB 18-Feb-03 Sample ID B-i @0-5 Resistivity Units as-received ohm-cm saturated ohm-cm PH Electrical Conductivity mS/cm Chemical Analyses. Cations calcium 2+ Ca rug/kg magnesium Mg2+ mg/kg sodium Na1+ mg/kg Anions carbonate. CO mg/kg bicarbonate HC031 mg/kg chloride Cl' mg/kg sulfate SO mg/kg Other Tests ammonium NH4 mg/kg nitrate NO3 I- mg/kg sulfide S2-qual Redox my 13,000 3,600 .7.4 0.13 16 7 104 ND 104 35 155 na na na na Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed Page-1 of 1 D-3 APPENDIX E GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of sUbdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible for the satisfactory completion of all earthworkin accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant. Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork prdcedures and testing. the fills for conformance with the' recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. 0 The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes,so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1 557-78. Random field compaction tests should be performed in accordance with test method ASTM designation 0-1556-82, D-2937 . or D-2922 and D-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GioSoils, Inc. would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in 'accordance with the recommendations of the soil engineer. The contractor should also remove all major non- earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface Ms. Stacy Foster Appendix E F1Ie:e:wp9\3500\3517a.pge Page 2 GeoSoils, Inc. processing cannot adequately improve the condition should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not satisfactory. to support compacted fill should be .overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key,, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to 1/2 the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. Ms. Stacy Foster Appendix E FiIe:e:\wp9\3500\3517a.pge Page 3 GeoSoils, Inc. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should betaken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal, layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. Ms. Stacy Foster Appendix E File:e:\wp9\3500\3517a.pge Page 4 GeoSoils, Inc. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, 0-1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-rolled to Ms. Stacy Foster Appendix E F1Ie:e:\wp93500\3517a.pge Page 5 GeoSoils, Inc. achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in the field, pending. exposed conditions. The location of constructed subdrains should be-recorded by the project civil engineer. . EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading. of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or . steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Ms. Stacy Foster Appendix E File:e:wp9\3500517a.pge . . Page 6 GeoSoils, Inc. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. COMPLETION Observation, testing and consultation by the geotechnical consultant should be conducted. during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil. engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further, excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes'that construction activities will vary on each site and that site safety 'is the. prime responsibility of the contractor; however,' everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings. Ms. Stacy Foster Appendix E F1Ie:e:\wp93500\3517a.pge Page 7 GeoSoils, Inc. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Safety Flags: Two safety flags are provided to GSl field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoilpile on all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher, on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technicians's safety. Efforts will be made to coordinate locations with. the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. - A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. Ms. Stacy Foster Appendix E FiIe:e:\wp9\3500\3517a.pge Page 8 GeoSoils, Inc. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid. back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with CAL-OSHA and/or state and local standards.. Our personnel. are directed not to enter any trench by being lowered or 'riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. Ms. Stacy Foster Appendix E FiIe:e:wp9350D3517a.pge Page 9 GeoSoils, Inc. Mrs. Helen McConnaughay 143 Sequoia Ave Carlsbad, CA 92008 City of Carlsbad Engineering Dept. 1635 Faraday Ave Carlsbad, CA 92008 To Whom It May Concern: I am writing to inform you that Stacy (Foster) Ferayorni and Justin Ferayorni have notified me they intend to remodel their residenôe (151 Sequoia Avenue, Carlsbad, CA 92008) which is the adjacent property to the east of my residence. Please let this letter serve as my acknowledgement that I understand their contractors may need to access my property in the event their fence and retaining wall must be removed and rebuilt, and I find this acceptable. Regards, Helen McConnaughay RECEIVED SEP 162003 ENGINEERING V(Joc q(34 DEPARTMENT . . . . . . CB030937 151 SEQUOIA AV CBAO FERAYORNI RES-ADD 1826 SF, 256 SF DECKS181 SF PORCHREMEL STAIR. RESDNTL RAD Lot#: RDA DESIGNS /' / C/L e f . •.. • -o ' c q-1 -o sqLiCLfr7 i/zIo3 C ((f)dO, A PLANNING BUILDING L • is W5 • ENGINEERING FIREAPPA/PORM HEALTH DEPT I , ( • . 'S \ • • T(Y FROM HAZ MAT! AIR QUAL OTHER SEWER DISTR BLDG GRADING LETTER 1é0S- L14 1tc.I APPLICANT APPLICANT -.—FLAN CORP SCHOOL FORM ._.J CFDFORM %::::T.L:: "Es COflPLEr /t c (o J— • • • C&4 t/t1- 14rp ' tiS ./Cfr 1"J .• . 't +f • ( r¼( INCORPORATED -' 9672 04/O9'04 0002 01 02 1952 // COP 24000 J City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-09-2004 Plan Check Revision Permit No: PCR04046 Building Inspection Request Line (760) 602-2725 Job Address: 151 SEQUOIA AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 2060130500 Lot #: 0 Applied: 03/11/2004 Valuation: $0.00 Construction Type: lIN Entered By: MDP Reference #: CB03-937 Plan Approved: 04/09/2004 Issued: 04/09/2004 Project Title: CHG FIREPLACE,ADD WINDOW,OPEN Inspect Area: STAIR WELL, CHR EXT FINISH Applicant: _Owner:. EWING TIM FOSTER STACY L.. 151.SEQUOIA AVE CARLSBAD CA 92008 (760) 434-2233 ,/ —''? \. / ) 7) ' ,J ,/ Plan Check Revision Fee // '\J$240.00 Additional Fees / ' - Total Fees: $240.00.. Total Payments To Date: L 'J $0.00 Balance Due: \ $240.00 T I U PERMIT APPLICATION - . • CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 • Z1L /S/ 5equb,4 4&'. Address (include Bldg/Suite #) " ~Fdq Business Name (at this Legal Description Lot No. Subdivision Name/Number 206 FOR OFFICE USE ONLY PLAN CHECK NO .Q 1 EST. VAL. Plan Ck. Deposit Validated By address) Unit NO.' Phase No. Total # of Assessor's Parce# . Existing Use Proposed Use•• P/mf X Descriptio Work e SO. T. #of tories # o Bedrooms of BSóoms I-. • . ,, -L( *-L 41 sranVi;ct)th i4t Zii '' 2b ,4O ,4eo 4 -SM " C4I16c) S'f ZZ3 J'Y Name I Address City 'State/Zip Telephone # - plax # 5l4f fA4d 151 " i4v 'ASM! C.i (7)72.q -6O56 Name Address City State/Zip ,Telephone # NET Ph Name Address ' City State/Zip Telephone # - (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, pribr 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 exempfion. Any violati of Section 7031.5 by any applicant for a p put bjects the ap cant to a civil penalty f not more than five hundred dollars ($5001). ff/1tj 15~pacii c ,.g 2$90 /o /o. 64D 1. '7'3'f -1 ç Name Address , - City State/Zip Telephone # State License # , License Class City Business License # Designer Name Address • City State/Zip - 'Telephone State License # MM Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate- of consent to self-insure for workers' compensation as provided by Sction 3700 of the Labor Code, for the performance of the work for which this permit is issued. - • - - i have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company • • Policy No. ' ' , - 'Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR iONE HUNDRED DOLLARS [$1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the 'performance of the work for which this permit is issued," I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage le .unlawful. and shall subject an employer to criminal penalties and civil fines 'up to one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. - SIGNATURE ____' ' DATE zailk 'to MA I hereby affirm that I am exempt from the Contractor's License Law for the following reason: • - I, as Owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or Offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not applyto an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.' 7044, 'Business and Professions Code:. The 'Contractor's LicenSe Law does not apply ti an owner of property who builds or improves thereon, and contracts for such prOjects with contractor(s) licensed pursuant to the Contractor's License Law). . o I am exempt'under Section Business'and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES • ONO I (have/ have not) signed an applicätioñ for a building' permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license number): I plan to provide portions of the work, but I 'have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number Icontractors license number): - ' ' - ' • ' I will provide some of the work, but I have contracted (hired) the -following persons to provide the work indicated (include name / address / phone number /type of work): ' PROPERTY OWNER SIGNATURE , _- DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534-of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0' YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE A!R POLLUTION CONTROL DISTRICT.,-- LUCTION agg I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME • LENDER'S ADDRESS_______________________________________________________ ---" I certify that 'I have read the application and state that the above information iscorrect and that the information on the plans is 'accurate. .1 agree to comply with all City -ordinances and State laws relating to building. construction. I hereby authorize representatives of the Cit%c of Carlsbad to enter upon -the above mentioned property for inspection purposes. .1 ALSO AGREE TO SAVE. INDEMNIFY ,AND KEEP HARMLESS THE CITY OF CARLSBAD' AGAINST ALL LIABILITIES, - JUDGMENTS, COSTS AND EXPENSESWHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THEGRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0 deep-and demolition orconstruction of àtructures over 3 stories in height. - EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire'by limitation and become null and void if the building or work .;authorized by such permit is not commenced within 189"s-from the date of such permit or,if-the-buildlng orwork authorized by such permit is suspended or abandoned at any time after the work is commenc for ,period' 0 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE •- DATE --• I'_. _• ileYELLOW:AplicantPINK:Finance • ', / / • I F EsGil Corporation In tFartnerAip wit/i government for Bui(iing Safety DATE: March 22, 2004 JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0937 REV (PCR04-46) PROJECT ADDRESS: 151 Sequoia Avenue PROJECT NAME: Ferayorni Residence SET:I O ARP A=LGANT o JURIS. O PLAN REVIEWER O FILE LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LI 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. U The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Tim Ewing 2890 Pio Pico Carlsbad CA 92002? LI Esgil Corporation staff did not advise the applicant that the plan check has been completed. U Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tim Ewing Date contacted: 31 U/cLf(by: (C_S.. ) Mail __.F6fephone Fax-" In Person El REMARKS: By: Bryan Zuppiger Esgil Corporation EGA [:1 MB DEJ El PC Telephone #:760 434 2233 Fax #:7604344817 Enclosures: 03/15/04 tmsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 03-0937 REV (PCR04-46) March 22, 2004 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 03-0937 REV (PCR04-46) JURISDICTION: Carlsbad PROJECT ADDRESS: 151 Sequoia Avenue FLOOR AREA: See Below Basement 895.5' Lower level 879.5' Upper level 930.5' Covered patio(s) 181' Balcony/deck(s) 256' DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: March 22, 2004 STORIES: 2 & Basement HEIGHT: 26' at south elev. Page 3. DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/15/04 PLAN REVIEWER: Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to thetechnical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 03-0937 REV (PCR04-46) March 22, 2004 PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. 2. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). 3. Final plans, specifications and calculations for designs deviating from conventional wood frame construction shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 4. Please submit revised structural calculations. Based on the response more corrections may follow. 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. 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. ! you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. ,*I Carlsbad 03-0937 REV (PCR04-46) March 22, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCRO4-46) PREPARED BY: Bryan Zuppiger BUILDING ADDRESS: 151 Sequoia Avenue BUILDING OCCUPANCY: R3 PLAN CHECK NO.: 03-0937 REV DATE: March 22, 2004 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) balcony/decks Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Plan Check Fee by Ordinance Type of Review: 0 Complete Review 0 Structural Only 0 Other 0 Repetitive Fee Repeats Hourly 21 Hours * Esgil Plan Review Fee Based on hourly rate Comments: I I I $240.001 I $192.00I macvalue.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER .VV A,0 DATE. !//5/ZCt/ ______________ ADDRESS• :.' - RESIDENTIAL . .. .. .. . ! RESIDENTIAL ADDITIONMINOR... . .? . . (<$10000.00) Ll TENANT IMPROVEMENT : PLAZA'cRMJNOREAE CARLSEAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE 8UILDING OTHER tL4J dQ4IS ,L'\ t--s (5 PLANNER . . . DATE . . . . .ENGIN7EER .. . DATE__________ oocslMls?ormVPlannlng Engineering Approvals I PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. 1 PciZ 0 44 - 44 (e, Address IS I SP-t) (Li)! A U-Q.. J4 Planner Chris Sexton Phone (760) 02-4624 APN: n Type of Project & Use: Net Proje'ct Density:tc DU/AC Zoning: Pa.. General Plan:_R H Facilities Management Zone: I CFD (in/out) #_Date of participation: Remaining net dev acres:______ (For non-residential development: Type of land used created by this Circle One permit: ) A Legend: Item Complete 0 Item Incomplete - Needs your action I"D 0 Environmental Review Required: YES ____ NO _jZTYPE DATE OF COMPLETION:_________________ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 Discretionary Action Required: YES____ NO_t.'7TYPE APPROVAL/RESO. NO. DATE_____ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LYfJ 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES I",NO CA Coastal Commission Authority? YES..JL NO___ 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): Coastal Permit Determination Form already completed? YES____ ____ If NO, complete Coastal Permit Determinatpn Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. EYfEJ 0 Inclusionary Housing Fee required: YES ____ NO ____ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ___ NO (AIP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Site Plan: ..- H:ADMINCOUNTER\5ldgPlnchkRevChklst • Rev 9/01 El 0 0 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, p?'dpertyiines, 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). El El 0 2. Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines O 0 0 1. Applicability: YES—NO- 2. Project complies YES—NO— Zoning: El 0 1. Setbacks: Front: Required O' Shown -O' Interior Side: Required Shown 5' Street Side: Required Shown Rear: Required JQ1 Shown (0 Top of slope: Required Shown 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required " 'Shown Street Side: Required Shown. Rear: Required 7 Shown .." Structure separation: Required -'Shown 0 3. Lot Coverage: Required 0 7 Shown El 4. Height: Required Shown El 5. Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _______________ Shown ru 1u -&.YIJ!J%. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE1SOt H:ADMIMCOUNTER\BtdgPInchkRevChkISt Rev 9/01