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Home My WebLink About2195 BASSWOOD AVE; ; CB011047; Permit07/26/2001 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: % City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Building Inspection Request Line (760) 602-2725 Residential Permit Permit No:CBOI 1047 2195 BASSWOOD AV CBAD RESDNTL SubType: RAD Status: ISSUED 2051600700 Lot #: 0 Applied: 03/19/2001 $129,625.00 Construction Type: NEW Entered By: MDP Reference #: Plan Approved: 07/24/2001 0 Structure Type: Issued: 07/26/2001 0 Bathrooms: 0 Inspect Area: LAWSON RESIDENCE Orig PC#: DEMO 1,021 SF, ADD 1255 SF NET GAIN 234 SF. TOTAL Plan Check#: Owner: LAWSON ANTHONY D&HART-LAWSON JULIA LAWSON ANTHONY D&HART-LAWSON JULIA 21 95 BASSWOOD AVE CARLSBAD CA 92008 2195BAssw00DAvE 5849 07/26/01 0002 01 02 CARLSBAD CA 92008 CGF 799 42 Total Fees: $1,214.74 Total Payments To Date: $41 5.32 Balance Due: $799.42 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Recl. Water Con. Fee $638.96 $0.00 $41 5.32 $0.00 $0.00 $1 2.96 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Add'l Recl. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Master Drainage Fee: Sewer Fee: Additional Fees: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $97.00 $20.00 $30.50 $0.00 $0.00 $0.00 $0.00 $0.00 $1,214.74 FINAL APPROVAL Inspector: &&&& Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, resetvations, or other exactions hereafter collectively referred to as "fees/exactiins." You have 90 days from the date this penit was issued to protest imposition of these feeslexactions. If you @est them, you must follow the protest procedures set fodh in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Caflsbad Municipal Code Sedon 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 feeslexactions DOES NOT APPLY to water and sewer connection fees and cam changes, nor planning, zoning, grading or other similar application pmcessing or service fees in connection with this project NOR DOES IT APPLY to any feedexactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othelwise expired. t!.!.'36'+!! PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO.O\- \ 0q 7 EST. VAL. /zy,'G:i h.,:3 z. Plan Ck. Deposit Validated By L kPP Date Address (include BldglSuite #) Legal Description Lot No. Subdivision NamelNumber Total # of units Assessor's Parcel # Existing Use Proposed Use Business Name (at this address) 20G - l&?o - 0-7 p&&+I'.-/ bwLD + P,, iu4!l+,:k5 bew3.lazl 2 5 # of Bathrooms Description of Work #of Stories # of Bedrooms (Sac. 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 Codel or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name Address City Statelzip Telephone # State License # License Class City Business License # . 1 >_I..._ e.* -_ ~ I-.. -. * Hooress ury xare/Lip I eiepnone xaw License t RKE MPEPU Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 of the work for which this permit is issued. 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance 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 Dermit IS - issued. My worker's compensation insurance carrier and policy number are: I ^^...^^^^ P^-^^^.. D-L;-., LI- I, ,*",a, ILI bU,,qJ'm 'y rullry I"". (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100.000~. in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: NER-BUILDER DECLARATION 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 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). 0 1. 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 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 have not) signed an application for a building permit for the proposed work. Pitlt2 ,le& -ev+e- :# D, CxbhJ& 42dp& 3. I have contracted I phone number I contractors lice se number): ... .. .. ....... .... .... .... 4. number I contractors license number): I plan to provide portions of tne work, Dut I nave nirea tne roilowing person to Coordinate, supervise and provide the major work (include name I address I phone PROPERTY OWNER SIGNATURE 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? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site7 0 YES NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8 I Code). LENDER'S NAME LENDER'S ADDRESS YES a NO City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not cornmencswithin 180 das from the date of such permit or if the building or work authorized by such permit IS suspended or abandoned ....... ,. . .1 . I^ DATE e/$h/ ai any lime aner me worK is APPLICANT'S SIGNATURE ays (section lUti.4.4 unirorm tluiiaing c;oae). WHITE: File YELLOW: Applicant PINK: Finance L ? -A * City of Carlsbad Bldg Inspection Request For: 03/12/2002 Permit# CBOI 1047 Title: LAWSON RESIDENCE Inspector Assignment: RCB Description: DEMO 1,021 SF, ADD 1255 SF NET GAIN 234 SF. TOTAL 2,570 SF & 625 SF GARAGE Type: RESDNTL SubType: RAD Job Address: 2195 BASSWOOD AV Suite: Location: Lot 0 Phone: 7608464366 Inspector: ALP APPLICANT LAWSON ANTHONY D&HART-LAWSON JULIA Owner: LAWSON ANTHONY D&HART-LAWSON JULIA Remarks: Total Time: CD Description Act Comments Requested By: RICH CHASE Entered By: CHRISTINE 19 Final Structural AP F1AJA-L 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs InsDection History PCROI 191 ISSUED Date Description Act 11/15/2001 17 Interior Lath/Drywall AP 11/09/2001 13 Shear PanelslHD's AP 11/07/2001 14 Frame/Steel/Bolting/Welding AP 11/07/2001 34 Rough Electric AP 11/07/2001 44 RoughlDuctslDampers AP 11/05/2001 13 Shear PanelslHD's AP 11/01/2001 13 Shear PanelslHDs co 11/01/2001 27 Shower PaWRornan Tubs AP 10/31/2001 13 Shear Panels/HD's AP 10/24/2001 13 Shear PanelslHD's PA 10/23/2001 23 GaflestlRepairs AP 10/23/2001 24 RoughKOpout AP 10/22/2001 13 Shear PanelslHD's AP 10/W2001 15 RoofIReroof AP 11/19/2001 18 Exterior LathlDrywall AP 11/15/2001 18 Exterior LathlDrywall co lnsp Comments RC OK TO STUCCO RC OKTOTAPE RC RC RC RC AT INSUL INSP RC DOUBLE SHR WALLS OK RC RC RC OKTOWRAP RC RC RC OKTOCOVER RC CAULKING AROUND LIGHT BOXES AND PENETRATION RC OK TO INSULATE-CHECK A-35 SHR TRANSFER ON 2 INT WALLS DBL SHEAR WALL MISSING 2 POSTS RC (EXT. ONLY) - DOUBLE SHEAR WALL IN BATH OK TO INSTALL DBL SHR City of Carlsbad Bldg Inspection Request For: 03/12/2002 Permit# CBOllO47 10/22/2001 I 011 oL?oo1 09/12MOO1 09/05/2001 08/09/2001 08/09/2001 08/06/2001 08/06/2001 24 RoughKopout 83 Roof Sheathing/Ext Shear 63 Walls 65 Retaining Walls I I Ftg/Foundation/Piers 12 SteeUBond Beam 21 UndergroundlUnder Floor 24 Roughnopout Inspector Assignment: RCB WC RC CO RC SEE NOTICE ATACHED AP RC OK TO GROUT 2ND LIFT AT GARAGE PA RC AP RC OKTOPOUR AP RC AP RC OKTOCOVER WC RC OK TO GROUT BLOCK WALL AT GARAGE I ST LIFT n R I f .. .... ’ City of Carlsbad Bldg For: 1 1 /07/200 1 Permit# CBOllO47 Title: LAWSON RESIDENCE inspection Request Inspector Assignment: RCB Description: DEMO 1,021 SF, ADD 1255 SF NET GAIN 234 SF. TOTAL 2,570 SF & 625 SF GARAGE Type: RESDNTL SubType: RAD 21 95 BASSWOOD AV Phone: 7608461 396 Job Address: Suite: Lot 0 Location: Inspector: Rc!, APPLICANT LAWSON ANTHONY D&HART-LAWSON JULIA Owner: LAWSON ANTHONY D&HART-LAWSON JULIA Remarks: Total Time: Requested By: RICH CD Description Act Comments Entered By: ROBIN . 14 FramelSteellBoltingMlelding dp 4-3s’ 3 a& t 34 Rough Electric 44 RoughlDuctslDampers Associated PCRs Inspection History PCROll91 ISSUED Date Description Act 11/05/2001 11/01/2001 11/01/2001 1 0131 12001 10/24/2001 10/23/2001 10/23/2001 1 om2001 10122/2001 10/22/2001 1011 0/2001 09/12/2001 09/05/2001 08/09/2001 08/09/2001 08/06/2001 08/06/2001 13 Shear PaneldHDs 13 Shear PaneldHDs 27 Shower PanJRoman Tubs 13 Shear Panels/HDs 13 Shear PanelslHDs 23 GadTesURepairs 24 RoughKOpout 13 Shear PanelsRIDs 15 RoofIReroof 24 RwgNTopout 83 Roof SheathinglExt Shear 63 Walls 65 Retainlng Walls 11 Ftg/Fwndation/Piers 12 SteeVBond Beam 21 Undergrwndklnder Floor 24 RougMopout lnsp AP RC CO RC AP RC AP RC PA RC AP RC AP RC AP RC AP RC WC RC CO RC AP RC PA RC AP RC AP RC AP RC WC RC Comments DOUBLE SHR WALLS OK DBL SHEAR WALL MISSING 2 POSTS OK TO WRAP (EXT. ONLY) - DOUBLE SHEAR WALL IN BATH OK TO INSTALL DBL SHR OK TO COVER SEE NOTICE ATTACHED OK TO GROUT 2ND LIFT AT GARAGE OK TO GROUT BLOCK WALL AT GARAGE 1ST LIFT OK TO POUR OK TO COVER I City of Carlsbad Bldg Inspection Request For: 10/10/2001 Permit## CBOllO47 Title: LAWSON RESIDENCE Inspector Assignment: RCB Description: DEMO 1,021 SF, ADD 1255 SF NET GAIN 234 SF. TOTAL 2,570 SF & 625 SF GARAGE Type: RESDNTL SubType: RAD Job Address: 2195 BASSWOOD AV Suite: Lot 0 Location: APPLICANT LAWSON ANTHONY D&HART-LAWSON JULIA Owner: LAWSON ANTHONY D&HART-LAWSON JULIA Remarks: AM PLEASE Phone: Inspector: Total Time: Requested By: RICH CD Description Act Comments Entered By: ROBIN 13 Shear PaneldHD's 15 RooflReroof Associated PCRs Inspection Historv Date Description Act lnsp Comments 09/12/2001 63 Walls AP RC OK TO GROUT 2ND LIFT AT GARAGE 09/05/2001 65 Retaining Walls PA RC OK TO GROUT BLOCK WALL AT GARAGE 1ST LIFT 08/09/2001 11 Ftg/Foundation/Pien AP RC OKTOPOUR 08/09/2001 12 SteeVBond Beam AP RC 08/06/2001 21 UndergrwndNnder Floor AP RC OK TO COVER 08/06/2001 24 Roughmopout WC RC PCR01191 ISSUED e 1 NOTICE (760) 602-2700 I CITY OF CARLSBAD BUILDING DEPARTMENT 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES FOR FURTHER INFORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER @ - EsGil CorDoration DATE: July 23,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1047 0 APPLICANT @JURIS. 0 PLAN REVIEWER Q FILE SET: I11 PROJECT ADDRESS: 2195 Basswood Ave. PROJECT NAME: Lawson Residence Addition and Remodel IXI 0 0 0 0 Ix1 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tony Lawson Date contacted: (by: 1 Fax #: REMARKS: Telephone #: In person Mail Telephone Fax In Person By: Bill Elhrraras Enclosures: Struct. calc’s Esgil Corporation Soils Rprt 0 GA 0 MB 0 EJ 0 PC LOG tmsmtl.dot 9320 Chesapeake Drive, Suite 203 + San Diego, California 92123 + (353) 560-1463 + Fax (353) 560-1576 - EsGil - Corporation DATE: May 11,2001 JURI SDl CTl ON : Carlsbad PLAN CHECK NO.: 01-1047 $-%#jMT P PLANREVIEWER a FILE SET: I1 PROJECT ADDRESS: 2195 Basswood Ave. PROJECT NAME: Lawson Residence Second Story Addition c] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. contact person. c] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant 0 The applicant's copy of the check list has been sent to: 0 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: Ernest Harris Date contacted: S-/&ol (by: ) Fax #: Telephone #: In person Mail Telephone Fax In Person J REMARKS: Soils compaction report is required. By: Bill Elizarraras Enclosures: Esgil Corporation c] GA MB 0 EJ PC LOG tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 V’ - EsGil - Corporation DATE: March 28,2001 J U Rl SDl CTI ON : Carlsbad PLAN CHECK NO.: 01-1047 SET I 0 FILE PROJECT ADDRESS: 2195 Basswood Ave. PROJECT NAME: Lawson Residence Second Story Addition 0 The plans transmitted herewith have been corrected where necessary and substantially comply 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes with the jurisdiction’s building codes. when minor deficiencies identified below are resolved and checked by building department staff. [7 The plans transmitted herewith have significant deficiencies identified on the enclosed check list (XI The check list transmitted herewith is for your information. The plans are being held at Esgil and should be corrected and resubmitted for a complete recheck. Corporation until corrected plans are submitted for recheck. 0 The applicant’s copy of the check list is enclosed for the jurisdiction to fonrvard to the applicant iXI The applicant‘s copy of the check list has been sent to: contact person. Anthony Lawson 21 95 Basswood Ave. Carlsbad, CA. 92008 u 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: Anthony (\I - .4) Date contacted: 3/29/o\ (by: k ) Telephone #: 760-434-1 345 Fax #: Mail dephone Fax In Person c] REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation 0 GA 0 MB EJ PC 3/20/0 1 bnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 r r Carlsbad 01-1047 March 28, 2001 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 01-1047 JURISDICTION: Carlsbad PROJECT ADDRESS: 2195 Basswood Ave. FLOOR AREA: 1255 sqft. Dwelling AddnSTORIES: 2 HEIGHT: 22' REMARKS: DATE PLANS RECEIVED BY JURED l CTl ON : DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bill Ekarraras COMPLETED: March 28,2001 DATE PLANS RECEIVED BY ES G I L CO RP 0 RAT1 0 N : 3/20/0 1 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UD the recheck Drocess. Dlease note on this list (or a copv) where each correction item has been addressed. i.e.. Dlan sheet number. soecification section, etc. Be sure to enclose the marked UD list when vou submit the revised Dlans. Carlsbad 01-1047 March 28,2001 0 PLANS I. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industriaI projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans, specifications and calculations shall be signed and sealed by the California State licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 0 FIRE PROTECTION 3. Show locations of smoke detectors: @ existing Dwelling. a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided per the above, exceot that smoke detectors added at existing construction need only be battery powered. Section 31 0.9.1.2 0 EXITS, STAIRWAYS AND RAILINGS 4. Handrails (Section 1003.3.3.6): a) 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. Carlsbad 01-1047 March 28,2001 ROOFING 5. 6. 7. 8. 9. IO. 11. 12. 13. 14. 15. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is VI50 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. 0 GARAGE Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 303.1.3, UPC Section 51 0.1 . 0 FOUNDATION REQUIREMENTS Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. FRAMING Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. Section 2320.8.5. Show double top plate with minimum 48" lap splice. Section 2320.1 1.2. Show nailing will be in compliance with Table 23-11-B-1. Show stud size and spacing. Maximum allowable stud heights. Table 23-IV-B. Expand calculations to clarify how steel size and spacing was derived at CMU walls. Show on the plans all structural requirements developed in the structural calculations. Section 106.3.3. Several grid lines on plans are short shear wall lineal footage or missing shear walls. Please clarify. Carlsbad 01-1047 March 28,2001 MECHANICAL (UNIFORM MECHANICAL CODE) 16. 17. 18. 19. 20. 21. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. 0 ELECTRICAL (NATIONAL ELECTRICAL CODE) Note on the plans that receptacle outlet locations will comply with NEC Art. 21 0-52(a). Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52td). Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors, kitchen counters and at wet bar sinks. 0 PLUMBING (UNIFORM PLUMBING CODE) Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 0 ENERGY CONSERVATION All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. (Show R-value of poly-foam insulation @ roof, also detail installation of insulation and application of roof materials over insulation. 0 MISCELLANEOUS 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 Carlsbad 01-1047 March 28,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1047 PREPARED BY: Bill Elizarraras DATE: March 28,2001 BUILDING ADDRESS: 2195 Basswood Ave. BUILDING OCCUPANCY: 3/U1 TYPE OF CONSTRUCTION: VN Valuation Reg. VALUE ($) ( Sq. Ft.) Multiplier Mod. Dwelling Add'n 1255 City Estimate I 129,26! BUILDING PORTION I I Air Conditioning Fire Sprinklers TOTAL VALUE 129.26! Jurisdiction Code Icb By Ordinance 1994 UBC Building Permit Fee I T I I $726.08 I 1994 UBC Plan Check Fee 1-1 Type of Review: a Review 0 Structural Only 0 Other 0 Hourly [-I Hour(s) Esgll Plan Review Fee Comments: Sheet 1 of 1 rnacvalue.doc i BUILDING PLANCHECK CHECKLIST DATE: q-5--%q PLANCHECK NO.: CB fl/ A k%+ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: &y c /@ -07- BUILDING ADDRESS: 61145- 80 s& /4 w EST. VALUE: I w,, dbsc ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. 0 A Right-of-way permit is required prior to construction of the following improvements: DENIAL attached report of deficiencies ake necessary corrections to plans for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: q//,d/ B By: Date: By: Date: V ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist ENGINEERING DEPT. CONTACT PERSON Name: TANIYA WADE City of Carlsbad Address: 1635 Faradav Avenue. Carlsbad. CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: Right-of-way Permit Application Right-of-way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet A4 ",~~r~~~~~~~.~arIsbad. CA 92008-731 4 - (760) 602-2720 FAX (76% fjj-8562 w 1 BUILDING PLANCHECK CHECKLIST SITE PLAN 0 1. Provide a fully dimensioned site plan drawn to scale. Show: A. NorthArrow F. Right-of-way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines 1. Existing or proposed water service E. Easements J. Existing or proposed irrigation service 0 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 0 0 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industriaI buildings and tenant improvement projects, indude: 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 2 BUILDING PLANCHECK CHECKLIST lST 2ND 3"' DISCRETIONARY APPROVAL COMPLIANCE [rl 0 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 0 0 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: 0 d- Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 w" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000, pursuant to Carlsbad Municipal Code Section 18.40.040. 0 0 0 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 3 . BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. 0 Neighborhood Improvement Agreement will include the following: 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective improvements found adiacent to buildinu site must be repaired to the satisfaction of the Citv Inspector prior to occupancv. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 1 1.06.030 of the Municipal Code. 0 0 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 0 0 0 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Gradina Permit must be issued and rouah aradinq aDproval obtained prior to issuance of a Buildina Permit. Grading Inspector sign off by: Date: 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 4 R.V. MMxl t. 1 ST 0 0 0 0 BUILDING PLANCHECK CHECKLIST 2ND 3RD 7d .No Grading Permit required. no on 7e. If grading is not required, write 'No Grading" on plc. plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or private work adjacent to the public Right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: 00 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: no 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. WATER METER REWEW 0 0 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" I " service with 5/8" service. 5 Rev. 7n4m 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 site 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: 1. 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: STA 1+00 Install 2" service and 1.5: meter (estimated I00 gpm) 2. 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 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, the City intends on switching these irrigation servicedmeters to a new recycled water line in the future. 0 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 0 0 13. Additional Comments: 7 , :59Y 1- irst American I it- IC? €519 2-31 4694 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 0 \ - IOY 7 Address d\q5 bS5NOod Planner Paul Godwin Phone 760-602-4625 APN: 205 - bo -07 Type of Project & Use: A &d~*o n Net Project Density: DU/AC Zoning: R- 1- I0;meneral Plan: kLM/2 Facilities Management Zone: \ CFD (inlout) # Date of participation: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit : ) Leqend Environmental Review Required: YES NO % TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO \I( TYPE APPROVAURESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: rtem Complete , Item Incomplete - Needs your action Gaastal Zone Assessmht/Compliance Project site located in Coastal Zone? YES NO- CA Coastal Commission Authority? YES NO- If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Dr, Suite 103, San Diego Determine status (Coastal Permit Required or Exempt): If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: CA 921 08-4402; (61 9) 767-2370 Coastal Permit Determination Form already completed? YES NO- Follow-Up Actions: 1) Stamp Building Plans as “Exempt” or “Coastal Permit Required” (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. 0 lnclusionary Housing Fee required: YES Data Entry Completed? YES NO - (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) . (NPlDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YM, Enter Fee, UPDATE!) . Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical 0 0 lines. 2. Provide legal description of property and assessor’s parcel number. Zoning: Sdr: ad EWSTif% NON-C~NFO~~ICJQ FRONT S+ZTM. ShS Shown 5,s Required do’ Shown 17 ’ / Required Required - Shown - Required 17‘ Shown 17’0 v 0 0 1. Setbacks: Front: Interior Side: Street Side: Rear: Street Side: Rear: Structure separation: Required 0 c] 3. Lot Coverage: Required 40% Shown )( 0 4. Height: 0 0 5. Parking: Shown L 30‘ 1 Required Spaces Required 2 Shown 3 Shown - I’ Guest Spaces Required 0 Additional Comments OK TO ISSUE AND APPROVAL ENTERED INTO COMPUTE &hA H:\ADMIN\COUNTER\BldgPlnchkRevChklst c CASA ENGINEERING Inca Strueturd Design dk Analysis 7950 SiIverion Ave. Suite 2 10 San Diego, CA 92126 ! TEL (858) 695-2761 FAX (85x1 695-3367 # 04101 ADL Planning Ass. Basswood Private Residence Response To City Comments 5/7/01 PROJECT: Structural Design cr & Analysis private res id e nce re mode I L. L1-I.I.I.Y.~.Y.Y.V.~.. --1------.-- CASA ENGINEERING Inc. -- 7950 Silverton Ave. Suite- 2 10 $an Diego- CA 92 126 Tel. 1858) 695-276 1 Fax (858) 695-33_42 Table of Contents Structural Design & Anajysis . . . . . . . , . . . . . . . . . . . . . . . . P- 1 - P -7 J P. 03 2 ...... c 4 .rc - .. a. LfiWSOFd REMODEL ,. MOMENT IN FOUND FOOT 4488 N" 25.77778 CASA ENGINEERING Ins, Structural Design & Analysis 7950 Silverton Ave. Suite 210 San Diego, CA 92126 TEL (858) 695-2761 FAX (858) 695-3367 ## 04101 ADL Planning Ass. Basswood Private Residence * PROJECT: Structural Design & Analysis private residence remodel CASA ENGINEERING Inc. 7950 Silverton Ave. Suite 210 San Dieao. CA 92126 Tel. (858) 695-2761 Fax (858) 695-3367 Table of Contents Structural Design & Analysis.. . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . P-1 - P 50 PUNCHLIST GENERAL seismiczone: 3( ) 4( / WindExposure: B( ) C(w Number of Stories: . Governing Code: FOUNDATIONS 1. Soils Report: Yes ( ) No (u/ 2. Standard Footings: Yes 3. Pier & Grade Beam: Yes ( ) No (w 4. SlabonGrade: Yesw No( ) 5. Elevated Slab: Yes ( ) No (L)/ 6. Crawlspace: Yes( ) No(@ 8. Restrained Retaining Wall Attacked to Bldg: Yes( ) N 9. Site Retaining Walls: Yes ( ) No (c)/ 10. Pool Wall Adjacent Bldg: Yes ( ) No ( 4/ No( ) d 7. SurchargeCondition: Yes( ) FRAMING 1. Type of Rdlers: 2. Type of Floor Joists: gF!n 3. Type ofBeam L)(/od n 4. ) ENesded( ) f. I.JVl.if& c_c c__ 5. WoodPost: Yes 6. Special Roof Load: 7. Special Floor Load: 8. Depressed Floor Areas: Yes( ) NW 9. BalIoon Framing Areas: 10. Overhangs with no Backspans Areas: 11. Box BeamdThickened Walls: Yes( ) No(U/ 13. Building Finishes: 12. skylights: Y~S ( ) NO (/ Roof Finish: cmm Wall Finish. ?‘Jim Ceiling Type: Floor Finish: Roof Slope: MISCELLANEOUS 1. Fvlaces: uasomy( ) FraStadi& 2. stair Design: wood( ) Steel( )other( 4. Planters: Yes( ) No( 3. Separate Stnrdure(s) 7 5. ElevatedStorage: Yes( ) No( 6. Basement: Yes( ) N& 3 JOBNAME . ROOF LOAD BY: SHEET: DESIGN LOADS Roofing PlJWOod Framing - - Insulation Mechanical & Electrical Ceiling Mix. Dead Load Live Load ...................................... Total Load. A FLOOR LOAD Flooring Plywood Framing Insulation Mechanical & Electrical Ceiling tAisc. Partitions Dead Load Live Load Total Load ....................................... ---- E ---- - A- BALCONY LOAD Flooring _--- 1 1 Plyw~-- Framing I Ceiling I Mix. / Dead Load Live Load Total Load .............................. STAIR DESIGN Finish Framing 1 hllisc. 1 Dead Load Live Load Total Load ................... TYPICAL EXTERIOR Exterior Finish Interior Wall Covering 100 PSF F-a! Mise. / / Total Load _..._.._...._......._._.._.......-.-..-- , 4 .. I 1 5 NAILXNG SCHEDULE CONNECTIONS NAILING1 Joist to sill or girder, toe nail Bridging to joist, toe nail each end 3-8d 2-8d 1 x6 subfloor or less to ea& joist, face nail 2 - 8d Wider than 1x6 subfloor to each% hce nail 2" subfloor to joist or girder, blind & hce nail Sole plate to joist or blocking, hce nail 3 - 8d 16d @ 16" O.C. 2 - 16d Top plate to stud, end nail 2-166 4-8d, toenail Or 2-16d, ad Rail Double studs, fie nail Doubled top plates, Face nail Continuous header, two pieces Ceiling joists, laps over partitions, face nail Ceiling joists, laps over partitions, hce nail Ceiling joists to parallel to rafter, face nail Rafter to plate, toe nail 16d @ 24" ox. 16d @ 16" O.C. 2- 16d Top plates, laps, & intersections, face nail 16d @ 16" O.C. 3 - 8d 3 - 16d along each edge Continuous header to stud, toe nail 4-8d 3 - 16d 3-8d i ' brace to each stud and plate, face nail 2 - 8d 1x8 sheathing or less to each bearhg, face nail Wider than 1x8 sheathing to each beating face nail Built-up corner studs Built-up girder & beams 2 - 8d 3 - 8d 16d @. 24" ox. 20d @ 32" ox. @ top & bottom & staggered 2-2od at ends & at each splice 2" planks 2-16d @each bearing Particleboard: Wall sheathing (to fiaming): 3/8" to 1/2" 6d3 518" to 3/4" 8d3 Subfloor, roof and wall sheathing (to fiaming): 1/2" and less 6d2 5/8" to 3/4" 7/8" to 1" 8d2 1-1/8" to 1-1/4" Comb. Subfloor-underlayment (to framing): 314" and less 6d4 7/8" to 1" 8d4 Plywood : 8d3 or 8d4 1Od3 or 8d4 .. .... . " 1-1/8" to 1-1/4" Panel Sidw (to framing): 1/2" or less 6d6 5/8" 8d6 1/2" No. 11 ga.8,W 25/32" No. 11 ga48d3 1Od3 or 8d4 Fikrboard Sheathing No. 16ga.9 No. 16ga.9 FOOTNOTES TO NAlLDNG SCHEDULE 1. Common or box nails may be used except where otherwise stated. 2. Common or deformed shank. 3. Common. 4. Deformed shank. 5- Nails spaced at 6" on center at edges, 12" at intermediate supports (IO" at intermediate supports for floors), except 6" at all supports where spans are 48" or more. For nailing of plywood diaphrams and shear walls, refer to Section 25 13 (c). Nails for wall sheathing may be common, box or casing. 6. Corrosion resistant siding and casing nails conforming to the requirements of section 25 16 ti) 1. 7. Fasteners spaced 3" on center at exterior edges and 6" on center at intermediate supports. 8. Corrosion-resistant roofing nails with 7/16" diameter head and 1-1/2" length for In" sheathing and 1-314" length for 25/32" sheathing codonring to the requirements of Section 25 16 6) 1. 9. Corrosion-resistant staples with nominal 7/16" crown and 1-1/8" Iength for In" sheathing and I-IP2" length for 25/32" heating conforming to the requirements of Section 25 16 (j) 1. .. 7 I SHEAR PAMEL SCH. AlulW SHEAR gfEARTRAN. SILL NAIL NAILING ANcIioRlX3L-I- SPACING *I MATERtAL "G IN O.C. O.C. JW Fr. 11 161) @ 12" 16d Q O.C. 16" O.C. ma DIA @ 72" O.C. In" GYP A ONESIDE 1/2" GYP B ONEsm 5D @ 4" O.C. 12% Fr- 11 16D@8"2 16D@ O.C. 12" 0.c. 1/2" DIA Q 72" O.C. In" GYP C BLOCKED 5D @ 4" O.C. 16D@6" 2 16D@ 0.c. 10" O.C. In" DIA @ 72" O.C. 98" GYP D BLOCKED 6D @ 4" O.C. 16d@6-2 16D @ O.C. 9" O.C. 1R" DIA @ 48" 0.c. In" GYP E BDBOTH SIDES 5DQr O.C. 200# Fr. 11 16D@8" 3 16D@ O.C. 8" O.C. ln" DIA @ 48" O.C. 112" GYP F BDBOTH SIDES 5D @ 4" O.C. 250# FT. 1' 16D@6"3 16D@ O.C. 6" O.C. 5/8" DIA @ 48" ox. 112" GYP SIDES G BLK2- 5D @; 4" O.C. 16D @ 4" 3 16D G; U.C. 4" O.C. 5/8" DlA @, 48" O.C. .. ... . . 6D 3 4" O.C. 16D@4"3 16Dg O.C. 4- O.C. 518" DIA @ 32" O.C. Y8' GYP H BDBLK 2-SIDES 330# FT-. 11 318" PLY I sTR1 8D @ 6" 0.c. 8D@4" O.C. 280# FT. 16De6-3 16D@ 0.c. 6" O.C. 98" DIA 4 48" 0.C. 3/8" PLY J STRI 16D @ 4" O.C. 3 16D @ Aj5@ 12" 0.c. 3.5" O.C. 98" DIA @ 32" O.C. 430# Fr. 3/%- PLY K STR1 8D @ 3" O.C. 550# FT-. 16D @ 3" O.C. 3 16D @ 3" O.C. A35 @ 10" O.C. 5/8" DIA @ 21" O.C. 3/8" PLY L sTR1 8D @ 2.5" 0.C. 1 610# FT-. 16D @ 2.5" O.C. A35 @ 8.5" O.C. 4 6 518" DIA Q 24" 0.C. 7 3/8" PLY MSTRl 8D @ 2" O.C. 1 73w FT. 16D @ 2" O.C. 1 5 A35 @ 7" O.C. 5/8" DfA @ 16" O.C. 7 112" PLY N STR1 10D @ 6" O.C. 310# Fr. 16D @ 5" 0.C. A35 @ 16" 0.C. 16D @ 5" 0.C. 518" DIA @ 48" O.C. 112" PLY OSTRI 10D I& 4". O.C. 518" DIA @ 32" O.C. 5 IO# Fr. 16D @j 3" O.C. 16D @ 3.5" O.C. A35 @ 10" O.C. Il2" PLY PSTRI IOD@ 1 2.5" O.C. 16D@2"O.C. 4 A35@7"0.C. 5 5B" DIA @, 16" O.C. 7 770# Fr. 112" PLY Q STR 1 10D rZJ 2" O.C. I 870# ff. 16D@2"O.C. 4 ~35 (3 6" O.C. 5 5/8" DIA @, 16" O.C. 7 3. Shear tiaderblk 2x4 minimum. 6. Bearing based 011 #2 df. sill plate reduce spacing 20% hw them-fir plates. AI1 anchor MIS minimum 10" in length. 7. 3ssilIplales. 8. I.C.B.O. appro\.ed pawdersdualed fastewrs. 9. Expanded metal or wmn wire lath andRxUandtxment plaster. 10 No 11 gaugt. 1-10. long 716" head @ 6" O.C. or No. 16 gauge. stables 7B" legs @ 6" O.C. Applies to nailing at all studs. lop and bottom plates andblocking. 11. Values for g\psum produas mu be feduced JoyeforseiSmiC loading5 in zones 3 and 4. 12. FOR L.A SPECIAL RECOMMENDATION USE 75% OF THE ALLOW SHEAR ** SHEAR PANEL DESIGNATION 13. FOR ALLWAE3LE SHEAR PER FT > 350 #/FT USE 3XFRAMING '.. -. .. 323 c i t 3 \4& ai? .e. :* li : .. <.._ i .... .*.. ...... --. ...................... - ............ - ............. . .^ ...... .......... .......... .... .- ................... ................. _. .......... . CAS4 ENGINEERING INC. 7950 S i 1 ver ton Ave Sui t; e 2 10 SAN DIEGO Cci 92126 Ji3b number. I - : LAWSQN ADDITION Date, t ime. .... : 02-1ci-2C)Ol RefErenir. I,. . :REI2 0'3: 44: 55 I ......................................................................................... I 13 ... _. .......... _. ..I . ..__..-...__...I_ .... ... _-.._.. "I... ..._I. ._ ._ ...... - ... .- ........... - ............ .- . . -__I ..... ._ ,___.I,I._.__._.._._..__..__..._ .............. ____" ................. ..... " ........ -- .- .... " ............ . .. .- ...................... - . -. ...- ............... ,CclS+ ENOINEERING INC. 7'390 Silverton Ave. Suite 2115 SAN DIEGO CA 32126 Jab number....:LAWSON ADDITION Date,time ..... :OZ-16-2001 Reference.. I ,, . :RE3 09: 45: 40 ...... -. r3 18 ,CAShl ENGINEER I NG I NC 7350 Silverton Ave. Suite 210 SAN DIEGO CA 92126 Job number.. .. :LCSWSQN ADDITION Date,fime ..... :02-16-2001 09:46:45 Reference. .... :RE4 ,CAM, ENGINEERING INC. 7350 Silvertun Ave. Suite 218 SAN DIEGO CA '32126 Job number.. . . : LAWSON ADDITION Date,time.. . . . :02-lE1-2001 03:46:49 Ref eyeiite. . . . . : RE4 20 CAS6 ENGINEERXNU INC. 7950 Silverton Ave. Suite 2lC1 SCIN DIEGO CRi 92126 Job number....:LAWSON ADDITION Date,time.. ... :02-16-2001 69:47: 14 Reference.. ".. : RE5 Bending psi Stress Lc*cat. 65G.1?€€ 4 507.8306 4 jLl3=2839 4 1038.EJi8 4 i-.-.l- \ .. rli i:i .-, .-, i:. L .- F r- 1.: i:, .. -..1 27 .. .CASA, ENG I NEER I NG I NC . 793CJ Silverton Ave. Suite 210 SAN DIEGO CA 92126 Job number....:LAWSON ADDITION Date, t ime.. . . . :02-16-2001 Reference.. . . . :FE3 09:56:55 Bending psi Stress Locat. 1124.0'31 5.75 1213.33 5.75 1!536.8€34 5.75 12459. E, 5.75 31 32 I' i', .... 11 f! " - .......... ._..._._.I. ... .- " .............. ._ -. ..... ." - " ........ P.tL' L. I-< :7 I... .... -".-.-I ..I ...... .- .. .. V= . P , GtiCl-AG: ....... betWxngrid..*~.~.Z & gtid ...... t-S-@..*3 I3 SlK!arwall~= .......................................... i(’ A shearwall fight ...................... B A Ratio(lqlk@h)= 0 lB <=2 0.k. Fs(Sdsnric)= . .... ... 1\.%3- ...................................................................................... Fw(whd)= .-../-%a. -x.. ..... IC /. -d.. ..................................................................................... lo50 .# 2 Use wall type (.____._ side ( ...) one side(.. Uplift = ................................ I x.. d- - - lit3 ........................................................................................................ Use holdown.. - use post.. ............................................ - Use anchor bolt. .............................................. / Use Drag ..................................................... RedUndanCV Factor Roe AB= ...... “2!!!(f..SF, (AB)”.S= ..... ‘!d.b.,t .... SF, V= Section 1630.1 UBC 1997 / I ri= Fs (wal1)x 10A.v~ %b3 ## ................................................................................ c max== ri/ Fs(shear level). ............................................................................. 44 (q. 30-3) Roe= 2 - (201 r max x sqr(ab))=... ........................ I-j.a.e .......................... 1 .o <= Roe= <= 1.5 0.k. .-- *. : . , Grid .............. z betweaglid..2-.52!? & grid ..... !5!Q...Tj 33 shear wall length = ......... 11 ................................ A shear wan height. .................... 6' A Fs(Seismic)= z Fw(Whd)= ...................... .... .1.3fo..... ................. :.... ......................... # I' y/L / Use wall type (..'.-I ............. ) both side ( one side( ........ ) Uplift = ...... v_ \3.2 \p- x .................................................................................................... - - e,oU 8- ...... ...... Use holdown.. ............. use post.. ............................................ Use anchor bolt. ............................................. Use Drag ..................................................... Redundancv Factor Roe Section 1630. I UBC 1997 AB= ...... 2g.uf ..... SF, (AB)"S= ...!!. 5,.? ....... SF, V= f Q. ri= Fs (wal1)x IO/Lw= ....................... 6 c<!. ........................................ # c max= ri/ Fs(shear level). ........................................................................... Af (q. 30-3) Roe= 2 - (20/ r max x sqr(ab))=.. .................. h..d. .................................... Roe= > <= 1.5 0.k. 1 .o <= .. ..,, . .' 38 shear wall length =.....*......................................A d shear wail height ........................ ft Ratio(highkngth)= <=2 o-k. Fs(Seismic)= ....................... KJx 18 ......................... - I%!.% .............................................................. ? Fw(Wnd)= .... -l.!'b-.Y.. ...... 7x .~ .-. - ............. /.1:56.. .................................................. .# z Shearperft.= 7 <? = /(&,#/A Use wall type (..-. % ._..) both side ( ...) one side( ........ Uplift = ............................. I k.3 x ..... .......... - ............................................................ - - 1.2.3 ................. ............................................... Use holdown. .. .-, . .. fw !fY use post.. ............................................ Use anchor bolt ............................................... use Drag. .................................................... Redundancy Factor Roe Section 1630.1 UBC 1997 AB=. ... ..bd... .SF, (AB)". 5= ... .k!.s.,.z. .. .SF, V= Pi' g- ti= FS wall)^ lO/Lw- lcid # ................................................................................ t max= ri/ Fs(shear level). ............................................................................. (q. 30-3) Roe= 2 - (20/ r max x sqr(ab))=. ................. d... zs ..................................... 1 .o <= Roe= <= 1.5 0.k. J -. m- . Led.--%!$pF- ...... f5-Q Grid $3 ..... ln3twUsg(iti&p.J..P grid .................... d shear wall length = ...... 5t.g- ..................... ft shear wall height ........................ A 39 -(hi-)= e-? 0.k. Fs(Seismic)= &,.(k!-..>.. ........ 9x4- ---..< ........ '.Z.B$e ........................................................................ 'I Fw(Wind)= ............. 1 4a.k ...... E.k, - ......... # 2 Use wall type (..- ..... a... .._.) both side ( ...) one Side(...h Uplift = ............. ..... - .................................................... - - e7 0 ........................... Use holdown.. ....... p.>-?. !&a.. ............... use post...- .......................................... Use anchor bolt. .............................................. use Drag ..................................................... Redundancy Factor Roe Section 1630.1 UBC 1997 AB=.... ..&)!fJ .... SF, (AB)".5=..-Q. q!.z.. .. ..SF, V= / Q, < ri= Fs (wd1)x IO/Lw=.. ....................... a..&..Q .................................... # Roe= 2 - (20/ r max x sqr(ab) )=.,... .............. i ..+.a. r max= d Fs(shear level). ............................................................................. 5-q (q. 30-3) .................................... .. .... .. 1 .o <= Roe= <= 1.5 0.k. Grid.. ........... ’ bemee!ngrid..j3..4&gIid .................... c-3 v shear wall length = ......... 1.0 8 ............................. A shear wall height ........................ A Rati(hi$Jhhgth)= 8x3 <=2 0.k. Fs(Seismic)= .... -& q.. . &-. ................ F+ind)= ..... !-kb 2 ?..z ................................................................................... l6do # . . ~. . T. Shear per A.= Use wall type (...... ....) both side ( .-.) one side(.. ......... x : - - e-wq .......................... 9- ............................................................................ Use holdown.. use post.. ............................................ Use anchor bolt.. ............................................ Use Drag ..................................................... Redundancy Factor Roe Section 1630.1 UBC 1997 AB=..% ?$ ........ SF, (AB)*.S=.. . .!‘?s#.z.. ... ..SF, V== IQ‘ i ri= Fs (wal1)x IO/Lw=. ....................... ....... 7 1.1 .Y ....................................... .. .-. ..# r max= ri/ F%*W levei). ......................... :. qJ.. ......................................... (q. 30-3) Roe= 2 - (20/ r max x sqr(ab))= .................. ..................................... 1 .o <= Re- <= 1.5 0.k. e A 41 Grid .... ! .......... between grid ..... I 3.L & grid ...... shear wall length = ......................................... 55' sheaf wall height ....................... ' 1% A Ratio (highk@)- kt*f <=2 o-k. Fs(Seismic)= .-j-,%'.- .. .&.E.%!). . .+. Fw(WiMt)= .... Ibo, ...... ..___ 16 .... f-. . .LO.S.Q.? ........... %..Clu .................................... # e Use wall type (....... .... -...) Uplift = ut x... ............ - - - 36 u .............................. ..................................................................................... W Use holdown. .......... use post ............. L.y... .................... Use anchor bolt ......... 3..).1.0..!.6 ................. use Drag. .................................................... Redundancy Factor Roe Section 1630.1 UBC 1997 ......... ......... AB=.i!&3$ SF, (AB)".S=.Q. k... /(2 SF, V= ii= FS wall)^ IOLW- ........................... g . Jf9.. ............................... ## r max= ri/ Fs(shear level). ......................... ./. .E 6.. ....................................... (q- 30-3) Roe= 2 - (20/ r max x sqr(ab))= ...................... r.. ..................................... 31 .. .. 1 .o <= Roe <= 1.5 0.k. ,s ti( IO shear wall length = .......................................... A shear wall height ........................ A Fs(Sdsmic)= ... .... /r Fw(Wnd)= .... 1. bo$. .]r-.+. ..... .2?. 3.. .&. ..... 5.. ... 5..S$Q ....................... - ..... # Use wall type (..__. ... ..........) both side ( ...) one Uplift = ............................. t%? x... /o ................ - .......................................................... - - 2tlo..#... ............... Use holdown ......... ......................................... 1-k 2. .. -. . . use post .................... hM.Y .............. use anchor bolt ............ 5.~.4.!J.6 ................ use Drag.. .................................................. Redundancv Factor Rae Section 1630.1 UBC 1997 AB=. ..%. %-f...... .SF, (AB)"S=.. ................... c1<.9 .SF, V= 33 ri= FS (watl)~ lO/Lw- .............................................................................. 59 lo rmax= ri/ Fs(shear level). ............................................................................ 4 16q # (eq. 30-3) Roe= 2 - (20/ r max x sqr(ab))=. .......... ...--. ,. 6.q ................................ 1 .o <= Roe= <= 1.5 0.k. Grid ............. between gJ ............... ' 3 5 &@..&.*..I3 lo shear wau height ........................ A 3 shear wall lerrgth = ........................................... 4 ft Ratio * )= <=2 o.k. Fs(Seiz5% .... )4..Ja g... .E$ .... .+ .... .3 .... ?!.e--.?-.-. -63.9 ............................... -€ ... Fw(Whd)= ............ ...... ...... 7?r ..... .............................. i# t Use wall type (_.___._ & ..... -..) both side v..) one side( ...... ..) Uplif? = ............................... %8,2 x .................................................................................................. lo - - - 5 366 Use holdown.. use post ............................................. Liv6 Use anchor bolt ............... J.)..!..U ... ....... Use Drag. ................................................... Redundancv Factor Roe Section 1630.1 UBC 1997 9 AB=. .&..&!!$. .... ..SF, (AE3)".5= ...(2.$!.2 ...... SF, V= 33 \ ri= Fs (wal1)x 1 OAF.. ........................... 3 6.6..~.. ................................... "b ............................................................................. OI \I . r max= ri/ Fs(shear level). ( 30-3) Roe= 2 - (201 r max x sqr(ab))=. ................. [. .......................................... <= 1.5 0.k. -'9 I .o <= Rot% .- .... . -. 49 d lo shearwall rengh= ........................................... A sbearwallheight ........................ ft Ratio (highk@)= 146: <=2 0.k. .... ..... FgSeismic)= .3).%2- ..... & 18~- Go..!..s.......... ......................................................... - a Fw(Wind)= .-.!-%..$.-. .. ....... j-?$Q.. ............................................................ ..# LW 4 6xt J Use wall type (..- .... ........ ) both side ( ...) one side( ........ ) r - Uplift = ..x. 10 _.___- - ....................... b0.C ............. .................................................................................... Use holdown.. .... IAJ~..~. ........................... use post .............................................. 4" use anchor bolt.. ....................................... 5Jh qj Use Drag .................................................... Redundancv Factor Roe Section 1630.1 UBC 1997 AB=...@.q.i...SF, (AB)*.S= ........... SF, V= ri= Fs (wal1)x 1 O/Lw=. .............................. 2 5.b ........................................ ## r max= ri/ ~qshear level). .............................. L-- 4.. 14.. ............................... (q. 30-3) Roe= 2 - (20/ r max x sqr(ab))=. ...................... -r..JT.f ....................... .- .-. . .. I .o <= Roe= <= 1.5 0.k. .. aid..6$6 .... between@~!!.*.L & @...M...* a c w shear wall length = ............................................ ft shear wall height. ....................... ft Ratio (higMength)= <=2 0.k. Fs(SeiSmic)- .. .& $x. ... -T I? . k.. . .&.z.?.. Fw(wind)= .l’io. ........e...-.......................-..... - c/ Usewall type(.... .............. ..)bothside( ...) oneside( ........ ) - - Uplift = ............................... .x.. ........... ______.- ................................................................................... q6+ ................................................... .- .-. . .’ p&- 7. I ............................................. QLI: 7.33p; *p; f<da fJ{ ............................................. + Q /&o .................................................... NO rpa I I I%(j&~ ‘(jl il use holdown.. use post. use anchor bolt.. use Drag. Redundancy Factor Roe Section 1630.1 UBC 1997 A33=...b?% ...... SF, (AB)AS=-.!‘!/.st.9/... .... SF, V= 33 n= FS wall)^ IO/LW- ................................................................................ # r max= ri/ Fs(shear level). .................. .t. A. ................................................ (q. 30-3) < Roe= 2 - (20/ r max x %<ab))-. ................... ./.. 1 .O <= Rot?= <= 1.5 0.k. . Grid... t5tl ...... between grid .... '!sA.2?9 & grid ...... I...->. 41 s shear wall length = ? ...... ..................................... fi shear wail height ..... lo ............... ft FS(Seisn\iC)= K.. , 48 .............. Fw(Wbd)= ## Use wafl type (........ /J ......... ) both side ( ...) one side(... 4 ..... Uplift = .x.. $0 - Use holdown.. .................................................. koed use post .............. &?.!# .................... Use anchor bolt ...... .J.J..f.g.!.!?. .................... Use Drag. .................................................... Redundancy Factor Roe Section 1630.1 UBC 1997 AB=...%-qf ..... SF, (AB)".% .... h.s.<.% ..... SF, V= 33 n= Fs (wall)x 1 O/Lw=.. ....................... 1. .@.6.b.. ................................... .# r mw ri/ Fs(shear level). ............................ I.. 6. >A ........................................ (q. 30-3) L Roe= 2 - (20,' r max x %<ab))=. .... .<.. .!. .o.. ................... I .o <= Roe= <= 1.5 o.k .- .- . . 1 sku wall height ........... Q. .......... A shear Wali length = ..... Jk!! ......................... ft -io@we43w= I 0/5= 2, Q <=2 0.k. Fs(!jeismic)= - !..-~..~.~..~ 8 Fw(Wmd)= .... 1 .... &.k ....... ....-f ..... 180 ...Y - ........................................................ 1/1yzo ## Y z Usewall type( )bothside(d onesid e(.... ._..) Uplift = ............... reo, g.?. ......... x lu - .................................................................................... - - 3 T9I .................... Use holdown. .................................................... use post. .............. .h.$ Y.. ................. Use anchor bolt ........................................... JJM 20 Use Drag ..................................................... Redundancv Factor Roe Section 1630.1 UBC 1997 AB=..&J?g ....... SF, (AB)*.S= ...&. <.!% ........ SF, V= 33 n= Fs (wal1)x lO/Lw= # r max= ri/ Fs(shear level). .................. ........................................................ ' z,al, Roe= 2 - (20/ r max x sqr(ab))=. ............... 4.3-T.. ................................... .. 3. (q. 30-3) 1 .o <= Roe'= <= 1.5 0.k. Grid ............ 6 betweengrid ................. FLe st grid ....... A.3 6 shearwalllength= ............ 1.0. ......................... A she91-wailheight ........................ 10 ft Ratii(higMemgth)= <=z 0.k. Fs(Seismic)= .. Fw(Wind)= .._.. .a ........................ .# Use wall type (...... L .......... ) both side ( 5 one side( ........ ) Uplift = ............................ (I430 Ft x. ............. lo _.._.- - - 4605' .................................................................................. Use holdown.. use post.. ................... %. . .Q.. .............. use anchor bit.. ...... Q.~.c.. -2. .4.. ......... Use Drag ..................................................... Redundm Factor Roe AE3=..%.k.f ..... SF, (AB)".S= .... h.<f%...:SF, V= 33 Section 1630.1 UBC 1997 ri= Fs (wall)x 1O/Lw= ......................... l.J.!G.q ......................................... # r max= ri/ FNS~~ level). ................... .y..rJ. .9. P ........................................... (q. 30-3) , Roe= 2 - (201 r max x sqr(ab) )= ........................................................... i .o <= Roe= <= 1.5 0.k. .. .., . .. r r r r r r r r a Geotechnical Geologic Environmental 5741 Palmer Way Carlsbad, California 92008 (760) 438-31 55 FAX (760) 931 -091 5 July 20,2001 W.O. 31 1O-A-SC Mr. and Mrs. Lawson 21 95 Basswood Avenue Carlsbad, California 92008 Subject: Preliminary Geotechnical Evaluation, Proposed Two-Story Addition and Remodel, 2195 Basswood Avenue, City of Carlsbad, San Diego County, California Dear Mr. and Mrs. Lawson: In accordance with your request and authorization, GeoSoils, Inc. (GSI) is presenting the results of our preliminary geotechnical evaluation on the subject site. The purpose of our investigation was to evaluate the geologic and geotechnical conditions of the site to the extent practical, relative to the proposed development and property improvements, and present recommendations for foundation design and construction for the proposed addition/remodel. EXECUTIVE SUMMARY Based on our field exploration, geologic and geotechnical engineering analysis, the proposed development appears feasible from a geotechnical and geologic viewpoint, provided that the recommendations presented herein are properly incorporated into the design’ and construction of the project. The most significant elements of our study are summarized below: 0 Based on our field exploration, laboratory testing, and engineering analysis, it appears that the existing one-story residence is underlain by artificial fill materials. Field observation indicate that the existing fill soils, range in depth from 22 to 42 feet. Based upon the estimated depth of disturbance during demolition of portions of the existing structures (in the vicinity of the proposed addition), the age of existing fill soils relative to current industry standards, and the overall moisture content observed in the near-surface fill materials, the upper 2 to 42 feet of fill materials should be removed and recompacted, andlor processed in place. As an option, new foundations may extend through any fill materials, and be founded entirely in competent terrace deposits. Reprocessing of the disturbed fill soils (Le., 12-c to 18-c inches) may then be completed for structural slab support. r r r 7 I r 1 P P P I r t r r r- r r r r r r r 0 The existing foundation dimensions were not observed; however, considering the age of the existing one-story structure, it is unlikely that the existing foundation is suitable for support of the proposed two-story improvements. 0 Soils with a medium expansion potential exist onsite. 0 Laboratory test results indicate that site soils have a neutral pH (pH = 7.6) and are moderately corrosive to metals (2,200 ohms-cm.). Moderately corrosive soils are considered to have a saturated resistivity between 2,000 and 10,000 ohmscm. Corrosive soils are considered to have a saturated resistivity between 1,000 and 2,000 ohms-cm. Based upon the soluble sulfate test result reported as 100 parts per million-ppm (Le., 0.001 percent by weight), the site soils have a negligible corrosion potential to concrete (UBC range for moderate sulfate exposure is 0.00- 0.10 water soluble sulfate [SO,] in soil percentage by weight). Accordingly, alternative methods and additional comments may be obtained from a qualified corrosion engineer. 0 As a part of this study, GSI reviewed an engineering report (Earthquake Engineering, Inc., 1998) related to a retaining wall failure directly adjacent to the western property boundary. The report indicated that the wall failure was a result of substandard construction. The offsite wall failure occurred during heavy rainfall in February 1998, and impacted an adjacent small wall constructed on the subject property. Neither wall, however, was reported to have been permitted. 0 Subsurface and surface water are not anticipated to significantly affect site development, provided proper site drainage is maintained. Perched groundwater conditions along fill/natural contacts (Le., along zones of contrasting permeabilities) were encountered in our test holes, and should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. 0 Based on our review, the site is expected to have a moderate risk to be affected by seismic hazards, similar to that of southern California. The seismicity acceleration values provided herein should be considered during the design of the proposed development. 0 The geotechnical design parameters provided herein should be considered during project planning design and construction by the project structural engineer and/or architects. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC File:e:\wp~100\3110a.pge Page Two GeoSofls, Inc. r r r r r r r r r r r r r r r r 1 t r We appreciate the opportunity to be of service. report, please contact us at- @@ff 438-31 55. If you have any questions pertaining to this Engineering Geologist, CEG - 1924 EPUJPF/DWS/jh Distribution: (4) Addressee Mr. end Mts. Lawson W.O. 31 IO-A-SC FIle:e:\wpi'Pl OOB11 Oa.pge Page Three r TABLE OF CONTENTS SCOPE OF SERVICE ..................................................... 1 r r r r r r r r r- P i r r r r r SITE DESCRIPTION AND PROPOSED DEVELOPMENT ......................... 1 FIELD STUDIES ......................................................... 1 Review of Existing Engineering Report ................................. 3 REGIONAL GEOLOGY ................................................... 3 EARTH MATERIALS ...................................................... 4 Artificial Fill Materials ............................................... 4 Terrace Deposits .................................................. 4 FAULTING AND REGIONAL SEISMICITY ..................................... 4 Faulting .......................................................... 4 Seismicity ........................................................ 5 Seismic Shaking Parameters ......................................... 7 GROUNDWATER ........................................................ 7 LABORATORY TESTING .................................................. 8 Classification ...................................................... 8 Moisture-Density ................................................... 8 Laboratory Standard ............................................... 8 Particle Size Analysis ............................................... 9 Atterberg Limits ................................................... 9 Corrosion/Sulfate Testing ............................................ 9 Expansion Potential ................................................ 8 ShearTesting ..................................................... 9 ConsolidationTesting .............................................. 9 DISCUSSION AND CONCLUSIONS ........................................ 10 General ......................................................... 10 EARTHWORK CONSTRUCTION RECOMMENDATIONS ....................... 10 General ......................................................... 10 Demolition/Grubbing .............................................. 11 Site Preparation .............................................. :. .. 11 Removals (Unsuitable Artificial Fill Materials) ........................... 11 Fill Placement .................................................... 12 GeoSoils. Inc . P r r r r r r r r r r r r r r r r I RECOMMENDATIONS . FOUNDATIONS .................................... 12 General ......................................................... 12 New Foundation Design ............................................ 13 New Foundation Construction ....................................... 14 Medium Expansive Soils (Expansion Index 51 to 90) ............... 14 CONVENTIONAL RETAINING WALLS ...................................... 15 General ......................................................... 15 Restrained Walls .................................................. 15 Cantilevered Walls ................................................ 15 Wall Backfill and\ Drainage ......................................... 16 Retaining Wall Footing Transitions ................................... 16 Footing Excavation Observation ..................................... 17 ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA ................ 17 TileFlooring ..................................................... 17 Gutters and Downspouts ........................................... 17 Exterior Slabs and Walkways ........................................ 18 Landscape Maintenance and Planting ................................ 18 Drainage ........................................................ 19 Footing Trench Excavation ......................................... 20 TrenchBackfill ................................................... 20 FOOTING SETBACKS ................................................... 20 PLANREVIEW ......................................................... 20 I NVESTl GAT10 N LIMITATIONS ............................................ 21 FIGURES: Figure 1 . Site Location Map ......................................... 2 Figure 2 . California Fault Map ........................................ 6 ATTACHMENTS: Appendix A . References ................................... Rear of Text Appendix B . Boring Logs .................................. Rear of Text Appendix C . Laboratory Test Results ......................... Rear of Text Appendix D . General Earthwork and grading Guidelines ......... Rear of Text Plate 1 . Boring Location Map ....................... Rear of Text in Pocket Mr . and Mrs . Lawson Table of Contents File:e:\wp7\31 00\311 Oa.pge Page ii GeoSofls. Inc . r r r r r r r r r r r r r f f r r r I r I r PRELIMINARY GEOTECHNICAL NALUATION 2795 BASSWOOD AVENUE CARLSBAD, CALF ORNIA PROPOSED TWO-STORY ADDITION AND REMODEL SCOPE OF SERVICES The scope of our services has included the following: 1. Review of readily available soils and geologic data (Appendix A). 2. Subsurface exploration consisting of hand excavation of four exploratory borings in the area of proposed improvements for geotechnical logging and sampling (Appendix B). 3. Laboratory testing of representative soil samples collected during our subsurface exploration program (Appendix C). 4. Appropriate engineering and geologic analysis of data collected and preparation of this report. SITE DESCRIPTION AND PROPOSED DEVELOPMENT The subject site is an irregular shaped lot located on the southern side of Basswood Avenue in Carlsbad, San Diego County, California (see Site Location Map, Figure 1). An existing one-story single family residence is located on a graded pad constructed within the lot. According to the San Luis Rey Quadrangle map (1968; photo-revised 1975), the subject site is approximately 260 feet above Mean Sea Level (MSL). Based on the site plan provided by Harris Associates (Plate l), the proposed property improvements include demolition of the existing concrete patio and car port, as well as a one-story storage and laundry room area on the eastern edge of the residence. A two- story addition is planned to the eastern side of the residence, with a garage constructed on the existing driveway north of the proposed two-story construction. Architectural plans by Harris Associates indicate that the proposed structure(s) will be of wood-frame construction, and would utilize new and the existing footings for support. Building loads are assumed to be typical for this type or relatively light construction. The need for import soils is unknown. FIELD STUDIES Field studies conducted by GSI on June 22,2001, consisted of four exploratory borings (HA-1 through HA-4) for evaluation of near-surface soil and geologic conditions. Borings were excavated within the concrete patio area and adjacent to the existing residence in the r r r r r r r r r r r r r r r r r P r ~ Geotechnical Geologic Environmental Fiaue 1 r r r f 1 r r r r r r r r r f area of proposed improvements. The existing footings were not exposed. Borings were logged by a geologist from our firm who collected representative bulk samples for appropriate laboratory testing. Logs of the borings are presented in Appendix B. The locations of the borings and test pit are presented on Plate 1, which utilized a 1 0-scale site plan by Harris Associates (dated February 19,2001) as a base map. Review of Existing Engineering Report Pursuant to our request, Mr. Lawson provided GSI with a copy of the engineering report on the offsite wall failure which occurred along the western property boundary (Earthquake Engineering, Inc., 1998). The report, addressed to Travelers Property Casualty, was prepared to determine the cause for the retaining wall failure. General repair recommendations were also included. The report stated that two retaining walls failed along the common property boundary at the south side (i.e., southwest) of the subject site. The reported elevation difference between the two lots is 9 feet. The walls in question included a 6a foot high, offsite wall that was constructed prior to 1978, and a 32 foot high onsite wall construction around 1991 /I 992. Neither wall was constructed with a permit. The lower wall was built of hollow masonry blocks. The lower, offsite wall collapsed after a couple of days of heavy, seasonal rainfall in 1998. The report concluded that the failure was due to substandard construction of the upper (onsite) wall. The upper wall transferred a substantial load onto the original retaining wall. The upper wall also lacked proper drainage. It was concluded that the wall failure caused a section of waterline to break. Recommendations for repairs consisted of construction of a new retaining wall, designed in compliance with the current UBC-97. New construction should obtain the necessary permit by the governing agency. Additional information is provided in the referenced text. No reports on wall construction and/or backfill were available, or provided by the Client. 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 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, Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wpmI 00~llOa.pge Page 3 GeoSoiIs, Inc. r i P r r r r r r r r r r r r ii P r 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 young marine sediments are currently being deposited/eroded within coastal and beach areas. EARTH MATERIALS Earth materials encountered on the site consisted of artificial fill materials and Terrace Deposits. Artificial Fill Materials Artificial fill materials were encountered in all hand auger borings excavated onsite. Fill materials encountered onsite consisted of brown to reddish brown to grayish brown, silty sand, clayey sand, and sandy clay. These materials generally were non-homogeneous, moist to very moist and loose to medium stiff. Thickness of the fill soils are on the order of 2 to 4+ feet. Based upon the age of the existing structure and underlying fill soils (Le., pre-l960), it is unlikely that the fill materials meet current industry standards for relative density and/or compaction. Accordingly, these soils are considered unsuitable for support of additional fill and/or settlement sensitive improvements in their existing state. Terrace Deposits Terrace deposits were encountered in all borings and test pit excavated onsite. Terrace deposits encountered onsite consisted of brown silty sand and clayey sand. This material generally was found to be moist to wet and medium dense. Where encountered onsite, the contact between the overlying fill materials and terrace deposits appeared to be abrupt, with no obvious signs of compressible topsoil. Terrace deposits are considered suitable for support of the proposed settlement sensitive structures. FAULTING AND REGIONAL SEISMICITY Faulting The site is situated in an area of active as well as potentially-active faults. Our review indicates that there are no known active faults crossing the site within the areas proposed for development (Jennings, 1994; Tan and Kennedy, 1996), and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). Mr. and Mrs. Lawson W.O. 31 10-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\31o0\3110a.pge Page 4 f GeoSoils, Inc. r f i r i r L r r r r r r r r r L r P r r r r Coronado Bank- Agua Blanca Elsinore La Nacion Newport-lnglewood-Offshore Rose Canyon San Diego Trough-Bahia Sol There are a number of faults in the southern California area that are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake. 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-lnglewood/Rose Canyon fault zone. The location of these and other major faults relative to the site are indicated on Figure 2. The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. 22 (35) 23 (37) 25 (40) 9 (14) 5 (9) 31 (51) The following table lists the major faults and fault zones in southern California that could have a significant effect on the site should they experience significant activity. Selsmiclty The acceleration-attenuation relations of Joyner and Boore (1 982), Campbell and Bozorgnia (1994), and Sadigh and others (1989) have been incorporated into EQFAULT (Blake, 1997). For this study, peak horizontal ground accelerations anticipated at the site were determined based on the random mean plus 1 - sigma attenuation curves developed by Joyner and Boore (1982), Campbell and Borzorgnia (1994), and Sadigh and others (1 989). These acceleration-attenuation relations have been incorporated in EQFAULT, a computer program by Thomas F. Blake (1 997), which performs deterministic seismic hazard analyses using up to 150 digitized California faults as earthquake sources. The program estimates the closest distance between each fault and a user-specified file. 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 the upper bound ("maximum credible") and "maximum probable" earthquakes on that fault. Site acceleration (g) is computed by any of the 14 user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the Rose Canyon Fault, approximately 5.4 miles west of the subject property, peak horizontal ground accelerations from an upper bound event may be on the Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7W 00\311Oa.pge Page 5 GeoSoils, Inc. r r r r r r r r r r- r r r r r r r r f I i. \ \( / 0 50 100 SCALE (Miles) GeoSor'ls, Inc. order of 0.579 g to 0.687 g, and a maximum probable event may be on the order of 0.363 g to 0.384 g. Seismic zone (per Figure 16-2*) Seismic Zone Factor (per Table 16-I*) Seismic Shaking Parameters 4 0.40 Based on the site conditions, Chapter 16 of the Uniform Building Code (International Conference of Building Officials, 1997), the following seismic parameters are provided: Near Source Factor N, (per Table 16-S*) Near Source Factor N, (per Table 16-T*) Seismic Source Type (per Table 16-U*) Distance to Seismic Source Upper Bound Earthquake 1 .o 1.05 B 5.3 mi (8.5 km) M, 6.9 11 Soil Profile Type (per Table 16J*) 1 SO 11 Seismic Coefficient C, (per Table 1 &a*) I 0.44 N, 11 Seismic Coefficient C, (per Table 16-R*) I 0.64 N, I * Figure and table references from Chapter 16 of the Uniform Building Code (1997). GROUNDWATER Subsurface water was encountered within the property during field work performed in preparation of this report. Based solely on the location of exterior irrigated landscaping near the two auger holes where seepage was encountered (HA-3 and HA+, it is our opinion that this is "perched" water along the fill - terrace deposit contact, is related to irrigation and not spring activity or shallow groundwater. 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 from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Springs were not noted on the subject property during the time of our field investigation. However, seepage may occur locally (due to heavy precipitation or irrigation) in areas where fill soils overlie bedrock deposits. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 FUe:e:\wp7\31 00~110a.pge Page 7 GeoSoils, Inc. r r I r r r r r r r r r r r r r r r I r LABORATORY TESTING Laboratory tests were performed on a representative sample of representative site earth materials in order to evaluate their physical characteristics. Test procedures used and results obtained are presented below. Classif fcation Soils were classified visually according to the Unified Soils Classification System. The soil classifications are shown on the boring logs in Appendix B. Molsture-Density 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 for relatively undisturbed ring samples obtained from the large diameter borings, in general accordance with ASTM D- 3550. The results of these tests are shown on the logs of the hand auger borings, Appendix B. Laboratory Standard The maximum density and optimum moisture content was determined for the major soil type encountered in the borings. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil is shown in the following table: 1 B-l@ 2-4' I clayey Sand, red Brown I 123.5 I 13.0 I 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 B3@ 3-3.5 ' I TI I Medium I Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad File:e:\wpml Wl 1 Oapge July 20,2001 Page 8 GeoSor'ls, Inc. r LOCATION E1 @ 2-4' r COHESION FRICTION ANGLE COHESION FRICTION ANGLE (PSF) (DEGREES) (PSF) (DEGREES) 389 24 390 24 r r r r r r- r r r r r r t Shear Testing Shear testing was performed on a representative sample of "remolded" site soil (B-1 @ 2 to 4 foot) in general accordance with ASTM test method D-3080 in a Direct Shear Machine of the strain control type. The shear test results are presented as Plate C-1 in Appendix C, and as follows: I SAMPLE I B I I I I 11 Particle Size Analysis Particle Size Analysis were determined in general accordance with ASTM test method D- 431 8. Test results are presented as Plate C-2 in Appendix C. Atterberg Limits Atterberg Limits were determined in general accordance with ASTM test method D-4318. Test results are presented as Plate C-3 in Appendix C. Consolidatlon Testing Consolidation tests were performed on a selected "undisturbed" sample (B-1 at 4 foot) in general accordance with ASTM test method D-2435. Test results are presented as Plate C-4 in Appendix C. Corrosion/Sultate Testing Laboratory test results on a sample from 6-1 at 2 to 4 foot, completed by M.J. Schiff &Associates, Inc. (consulting corrosion engineers), are provided in Appendix C. Testing included determination of soluble sulfates, pH, and saturated resistivity. Results indicate that site soils are neutral (pH = 7.6) and are moderately corrosive to metals (2,200 ohms-cm.). Moderately corrosive soils are considered to have a saturated resistivity between 2,000 and 10,OOO ohms-cm. Corrosive soils are considered to have a saturated resistivity between 1,000 and 2,000 ohms-cm. Mr. and Mrs. Lawson W .O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7W 00\311 Oapge Page 9 r GeoSoils, he. r r r ! r f r t r t r r r I r i P- P r r r r r r Based upon the soluble sulfate results of 100 parts per million (i.e., 0.001 percent by weight), the site soils have a negligible corrosion potential to concrete (UBC range for moderate sulfate exposure is 0.00-0.10 water soluble sulfate [SO,] in soil percentage by weight). Accordingly, alternative methods and additional comments may be obtained from a qualified corrosion engineer. DISCUSSION AND CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the subject site appears suitable for the proposed second-story additionlremodel from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development, The primary geotechnical concerns with respect to the proposed development and improvements are: e e e Earth material characteristics and depth to competent bearing material. Expansion and corrosion potential of site soils. Subsurface water and potential for perched water. Regional seismic activity. The recommendations presented herein consider these as well as other aspects of the site. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code, the requirements of the City of Carlsbad, the requirements of the County of San Diego, and the Grading Guidelines presented in Appendix D, except where specifically superseded in the text of this report. Prior to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. Mr. and Mrs. Lawson W.O. 3110-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\3100\31 l0a.pge Page 10 GeoSoils, Inc. r r r r r r r r r r r r r r r I f I r r Soils engineering and compaction testing services should be provided during grading operations to assist the contractor in removing unsuitable soils and in his effort to compact the fill. Geologic observations should be performed during grading to verify and/or further evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested 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. Demolition/Grubbinq Any existing surficial/subsurface structures (including existing irrigation lines, utilities and slab), major vegetation, and any miscellaneous debris should be removed from the areas of proposed improvements and/or grading. The project soils engineer should be notified of any previous foundation, irrigation lines, or other subsurface structures that are uncovered during the recommended removals, so that appropriate remedial recommendations can be provided. Site Preparation All debris, vegetation and other deleterious material should be removed from the building area prior to the start of construction. Sloping areas to receive fill should be properly benched in accordance with current industry standards of practice and guidelines specified in the Uniform Building Code. Removals (Unsuitable Artificial Fill Materiais) Due to the anticipated depth of disturbance during to demolition and the age of the fill soils relative to current industry standards, as well as the relatively loose/soft and locally very moist to saturated condition of the existing near surface fill materials, these materials should be removed and recompacted in areas proposed for settlement sensitive structures or areas to receive compacted fill. At this time, removal depths on the order of 2& to 4k feet should be anticipated; however, locally deeper removals may be necessary. These materials should be removed, moisture conditioned to at least optimum moisture content (or allowed to dry if saturated), and recompacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D-1557). These conditions should be tested by a representative of our firm. Removals should be completed below a 1 :1 projection down and away from the edge of any settlement sensitive structure and/or Mr. and Mrs. Lawson W.O. 31 IO-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\3100\3ll Oapge Page 11 r r r r r 1 r r r r r limits of proposed fill, or to 5 feet outside the planned building footprint, whichever is greater. Once removals are completed, the exposed bottom should be reprocessed and compacted. Care should be taken to not undermine the existing structure. Shoring may be required. If removals are not performed, a structural slab will be required (designed to accommodate 2-inches or more of differential settlement). Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (6kinch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If soil importation is planned, a sample of the soil import should be evaluated by this office prior to importing, in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils for a fill cap should be low expansive (E.I. less than 50). In the event additional grading is proposed in the future at the subject site, all grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code (adopted and current edition), the requirements of Carlsbad, and County of San Diego (as appropriate jurisdiction applies). RECOMMENDATIONS - FOUNDATIONS - General Preliminary foundation design and construction recommendations are presented herein. Recommendations for new foundations systems are provided in the following sections. The foundation systems may be used to support the proposed structures, provided they are founded entirely in either re-compacted fill materials or in competent bearing terrace deposits. The proposed foundation systems should be designed and constructed in accordance with the guidelines contained in the Uniform Building Code. Existing foundation plans (by Harris Associates, 2001) propose a portion of the two-story construction to be supported by the foundation by the existing one-story residence. GSI recommends, however, that the proposed improvements be constructed independently of the existing structure due to the age of the existing structure and anticipated size of the existing one-story foundation. The information and recommendations presented in this section are considered minimums and are not meant to supersede design(@ 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. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\31 00\3110a.pge Page 12 I GeoSoils, Inc. r r r r i r r r r r r r r i P r r r r f 1 Our review, field work, and recent laboratory testing indicates that onsite soils have a medium expansion potential (expansion index 50-90). It is our understanding that the planned site improvements will also be supported by a conventional foundation system (Sheet A-7, Foundation Plans by Harris Associates). Preliminary recommendations for foundation 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. New Foundation Design 1. 2. 3. 4. 5. 6. 7. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the UBC. All new foundations should be embedded into either re-compacted fill soils or the underlying terrace deposits. An allowable bearing value of 1,500 pounds per square foot may be used for design of footings that maintain a minimum width of 12 inches and a minimum depth of 12 inches, and founded into suitable bearing earth materials. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2,000 pounds per square foot. In addition, this value may be increased by one- third when considering short duration seismic or wind loads. Isolated pad footings should have a minimum dimension of at least 24 inches square and minimum depth of 18 inches. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pounds per cubic foot, with a maximum earth pressure of 2,000 pounds per square foot. An allowable coefficient of friction between soil and concrete of 0.35 may be used with the dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Soil generated from footing excavations to be used onsite should be moisture conditioned to at least optimum moisture content and compacted to at least 90 percent minimum relative compaction, whether it is to be placed inside the foundation perimeter, or in landscape areas. This material must not alter positive drainage patterns that direct drainage away from the structural area and toward the street. Expansion/construction joints for differential movement between the proposed and existing structures should be provided by the structural engineedarchitect. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\31 00\311 Oa.pge Page 13 GeoSoits, Inc. r r r r f I ! i r r I r r r r r r r r r I r L New Foundation Construction The following foundation construction recommendations are presented as minimum criteria from a soils engineering viewpoint. Our recommendations are presented assuming that bearing soils consist of suitable re-compacted fill materials or competent terrace deposits with a medium expansion potential. Recommendations by the project structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum recommendations. Medium Expansive Soils (Expansion Index 51 to 90) 1. 2. 3. 4. 5. Exterior footings for one- and two-story floor loads should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface. Interior footings may be founded at a minimum depth of 12 or 18 inches below the lowest adjacent ground surface for one- or two-story loads, respectively, and in accordance with the Uniform Building Code floor loading requirements. All footings should be reinforced with a minimum of one No. 4 reinforcing bar at the top and one No. 4 reinforcing bar at the bottom. Footings should have a minimum width of 12 inches, or as determined by the UBC. Isolated interior and/or exterior piers/columns are not recommended. A grade beam, reinforced as above and at least 12 inches square, should be utilized across any garage area entrance and between piers/columns. The base of this reinforced grade beam should be at the same elevation as the bottom of the adjoining footings. Concrete slabs in residential or moisture sensitive areas should be underlain with a total of 4 inches of washed sand (or crushed rock). In addition, a vapor barrier consisting of a minimum of 6-mil, visqueen membrane with all laps sealed should be provided. Two inches of the sand should be placed over the membrane to aid in uniform curing of the concrete. Concrete slabs, including garage areas, should be reinforced with No. 3 rebar at 18- inches on center, each way. All slab reinforcement should be supported to ensure proper mid-slab positioning during placement of concrete. "Hooking" of reinforcement is not an acceptable method of positioning the reinforcement. Garage slabs should be poured separately from adjacent footings and be quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 2195 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\3100\31l Oa.pge Page 14 GeoSoiZs, tnc. r E f I r r 6. A minimum slab thickness of 4 inches is recommended. The design engineer should determine the actual thickness of the slabs based on loadings and use. 7. Presaturation of slab areas is recommended for these soil conditions. The moisture content of each slab area should be 120 percent or greater above optimum and verified by this office to a depth of 18 inches below adjacent ground grade in the slab areas, within 72 hours of the visqueen placement. 8. In design of any additional concrete, flatwork, pools or walls, the expansive nature of the soils should be considered, as should the potential for differential settlement. 9. As an alternative, a post tension foundation system may be utilized. General r r i r r r r r r r r The design parameters provided below assume that very low to low expansive soils (such as Class 2 permeable filter material or Class 3 aggregate base) are used to backfill any retaining walls. If medium to highly expansive soils are used to backfill the proposed walls, increased active and at-rest earth pressures will need to be utilized for retaining wall design, and may be provided upon request. Building walls, below grade, should be water- proofed or damp-proofed, depending on the degree of moisture protection desired. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in the preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches). There should be no increase in bearing for footing width. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male comers, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 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 equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include Mr. and Mrs. Lawson W.O. 31 10-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7\3100\31 l0a.pge Page 15 r r Surface Slope of Retained Material Horizontal to Vertical Level* r f Equivalent Fluid Weight P.C.F. 40 f r 1 r f P r 1 r f I r r I r f other superimposed loading conditions such as traffic, structures, hydrostatic pressures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall, where H is the height of the wall. Wall Backfill and Drainage The above criteria assumes that very low expansive soils are used as backfill, and that hydrostatic pressures are not allowed to build up behind the wall. Positive drainage must be provided behind all retaining walls in the form of perforated pipe placed within gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or Xi- to ?&inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). The filter material should extend a minimum of one horizontal foot behind the base of the walls and upward at least one foot. Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no more greater than 1002 feet apart. The use of weep holes in walls higher than 2 feet should not be considered. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with relatively impermeable soil. Proper surface drainage should also be provided. Consideration should be given to applying a water- proof membrane to all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Retaining Wall Footing Transltlons Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from competent terrace deposits to fill. If this condition is present the civil designer may specify either: a) If transitions from terrace to 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 two times the height of the wall and increase overexcavation until such transition is between 45 and 90 degrees to the wall alignment. Mr. and Mrs. Lawson W.O. 31 10-A-SC 21 95 Basswood Avenue, Carlsbad July 20, 2001 Ale:e:\wp7\3100\31 l0a.pge Page 16 f GeoSoiZs, Inc. r r E r t r r f l r r 1 r r i r 1 r t f i r r b) Increase of the amount of reinforcing steel and wall detailing (Le., expansion joints or crack control joints) such that an angular distortion of 1/360 for a distance of 2H (where H=walI height in feet) on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into a hdmogeneous fill. Footing Excavation Obsewatton All footing excavations for walls and appurtenant structures should be observed by the geotechnical consultant to evaluate the anticipated near surface conditions prior to the placement of steel or concrete. Based on the conditions encountered during the observations of the footing excavation, supplemental recommendations may be offered, as appropriate. ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile. Therefore, the designer should consider additional steel reinforcement of concrete slabs on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of AmeridCeramic Tile Institute) is recommended between tile and concrete slabs on grade. Gutters and Downspouts Consideration should be given to the installation of gutters and downspouts to collect roof water that may otherwise infiltrate the soils adjacent to the structures. The downspouts should be drained away from the foundation and collected in drainage swales or other approved non-erosive drainage systems designed by a registered civil engineer (specializing in drainage) to convey water away from the foundation. Gutters and downspouts are not a geotechnical requirement, however, provided positive drainage is maintained in accordance with the recommendations of the design civil engineer. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 FIle:e:\wp7\3100\3110a.pge Page 17 r GeoSoils, he. f 1 r r t r r r r r t P r Exterior Slabs and Walkways Exterior concrete slab on grade construction should be designed and constructed in accordance with the following criteria: 1. Driveway pavement and all other exterior flatwork should be a minimum 4 inches thick. A thickened edge should be considered for all flatwork adjacent to irrigated and landscape areas. 2. Slab subgrade should be scarified, moisture conditioned and compacted to a minimum 90 percent relative compaction. Subgrade should be moisture conditioned based on the representative expansion potential of the su bgrade exposed (i.e. at or above optimum for medium expansive) soils. The subgrade moisture content should be maintained until the slab is poured. 3. The use of transverse and longitudinal control joints should be considered to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement is; 1) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab, and/or 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. We would suggest that the maximum control joint spacing for un- reinforced slabs be placed on 8-foot centers (4 inch slab), 10-foot centers (5 inch slab) or the smallest dimension of the slab, whichever is least. 4. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. 5. Positive site drainage should be maintained at all times. Adjacent landscaping should be graded to drain into an approved area. All surface water should be appropriately directed to areas designed for site drainage. 6. Concrete compression strength should be a minimum of 2,500 psi. Landscape Maintenance and Plantinq 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. Onsite soil materials should be maintained in a solid to semisolid state. Brushed native and graded slopes (constructed within and utilizing onsite materials) would be potentially erosive. Eroded debris may be minimized and sutficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after Mr. and Mrs. Lawson W.O. 31 1 O-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wpml OOP11 Oa.pge Page 18 r Geosoils, Inc. r T i r t r i- r r r . I f r r r r r construction. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Planting of large trees with potential for extensive root development should not be placed closer than 10 feet from the perimeter of the foundation the anticipated height of the mature tree, whichever is greater. It order to minimize erosion on the 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 minimum relative compaction. Moisture sensors, embedded into fill slopes, should be considered to reduce the potential of overwatering from automatic landscape watering systems. The use of certain fertilizers may affect the corrosion characteristics of soil. Review of the type and amount (pounds per acre) of the fertilizers by a corrosion specialist should be considered. Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Dral nage 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. Landscaping should be graded to drain into the street, or other approved area. All surface water should be appropriately directed to areas designed for site drainage. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of 5 feet from proposed structures or tightlined into a subsurface drainage system. We 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. Drainage behind top of walls should be accomplished along the length of the wall with a paved channel drainage v-ditch or substitute. Mr. and Mrs. Lawson W.O. 31 10-A-SC 21 95 Basswood Avenue, Carlsbad July 20, 2001 FIle:e:\wp7\31 00\3110a.pge Page 19 GeoSoiZs, hc. r r ! i r r I i P r t r r r r- t Footing Trench Excavation All footing trench excavations 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. Trench Backfill All excavations should be observed by one of our representatives and conform to OSHA and local safety codes. Exterior trenches should not be excavated below a 1 :1 projection from the bottom of any adjacent foundation system. If excavated, these trenches may undermine support for the foundation system potentially creating adverse conditions. 1, All utility trench backfill in slopes, structural areas 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. Observations, probing and, if deemed necessary, testing should be performed by a representative of this office to verify compactive efforts of the contractor. 2. Soils generated from utility trench excavations should be compacted to a minimum of 90 percent (ASTM D-1557) if not removed from the site. 3. Jetting of backfill is not recommended. 4. Bottoms of utility trenches should be sloped away from structures. FOOTING SETBACKS All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending slope. This distance is measures 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. PLAN REVIEW Final project plans should be reviewed by this office prior to construction, so that construction is in accordance with this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. Mr. and Mrs. Lawson W.O. 31 IO-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 File:e:\wp7W 00\3110a.pge Page 20 GeoSoils, Inc. r f L INVESTIGATION LIMITATIONS r r r f r r h 1 1 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. 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 or liability for work or testing performed by others, for our scope-of-work was expressly limited to the evaluation of the sediments/soils underlying the proposed residence. In addition, this report may be subject to review by the controlling authorities. Mr. and Mrs. Lawson W.O. 31 1 0-A-SC 21 95 Basswood Avenue, Carlsbad July 20,2001 Rle:e:\wp7\3100\3110apge Page 21 f I GeoSoils, he. r r APPENDIX A r r r I r r I r I 1 r i i r 1 r r r r Blake, Thomas F., 1997, EQFAULT computer program and users manual for the deterministic prediction of horizontal accelerations from digitized California faults. Campbell, K.W., 1993, Empirical prediction of near-source ground motion from large earthquakes, in Johnson, J.A., Campbell, K.W., and Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18, 1994. Earthquake Engineering, Inc., 1998, Engineering Report, Anthony Lawson, Claim No. SAE 7481, Dated of Loss: February 24, 1998, Earthquake Engineering No. 698-3667, dated July 4. 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. Harris Associates, 2001, Addition to residence, Mr. & Mrs. Anthony Larson, 2195 Basewood, Carlsbad, California 92008, Sheets A-1 to A-7., Job No. 00029, Dated Bebruary 19. International Conference of Building Officials, 1997, Uniform building code: Whittier, California. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map Sheet No. 6, scale 1 :750,000. Joyner, W.B, and Boore, D.M., 1982a, Estimation of response-spectral values as functions of magnitude, distance and site conditions, in Johnson, J.A., Campbell, K.W., and Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18, 1994. -9 1982b, Prediction of earthquake response spectra, in Johnson, J.A., Campbell, K.W., and Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18, 1994. Sadigh, K., Egan, J., and Youngs, R., 1987, Predictive ground motion equations reported in Joyner, W.B., and Boore, D.M., 1988, "Measurement, characterization, and prediction of strong ground motion", in Earthquake Engineering and Soil Dynamics II, Recent Advances in Ground Motion Evaluation, Von Thun, J.L., ed.: American Society of Civil Engineers Geotechnical Special Publication No. 20, pp. 43-1 02. GeoSoSls, Inc. r r r r r f r r r r r r r r r r r r- r Sowers and Sowers, 1970, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New York. Tan, S.S., and Kennedy, Michael P., 1996, Geologic maps of the northwestern part of San Diego County, California: California Division of Mines and Geology, Open File Report 96-02. Mr. and Mrs. Larson Appendix A File:e:\wp7l3l 00\311 Oapge Page ii oeosoits, Inc. r- I P P r r P f r r r r P BORING LOG GeoSoils, Inc. PROJECT: LAWSON RESIDENCE LAWSON RESIDENCE W. 0. 3 1 1 O-A-SC BORING B- 1 SHEETLOF 1 DA TE EXCA VA TED 6-22-01 I Sample - t Y \ II 3 0 - m ' LAWSON RESIDENCE t x +- I 5: 1- L~ 0 1 23.4 C Standard Penetration Test t a Undisturbed, Ring Sample 0 - % Water Seepage into hole L 5 - t 0) a Description of Material 1 kial Fill " Silty SAND, brown to greyish brown, damp to moist, , Total Depth = 4'8" No groundwater encountered. Backfilled 06-22-2001. I PLATE B-1 GeoSoils, Inc. BORING LOG Linda vista Formation GeoSoils, Inc. W.0. 31 10-A-SC PROJECT: LAWSON RESIDENCE LAWSON RESIDENCE I Sample LAWSON RESIDENCE n x Y m m L J + 0 zz - BORING 8-2 SHEET~OF 1 DA TE EXCA VA TED 6-22-01 GeoSoils, lnc. PLA TE 0-2 i P r i f P r- ! r r r r r r 1 r r r GeoSoils, nc. BORING LOG W.0. 31 1 0-A-SC PROJECT: LAWSON RESIDENCE LAWSON RESIDENCE CL SLUL t x L 0 - CI x C 0 t L a t v) v .- m m - - BORING 8-3 SHEETLOF 2 DATE EXCAVATED 6-22-01 Standard Penetration Test Undistuhed, Ring Sample % water Seepage into hole Description of Material II 6Fg:iTSANO. browm moist. loose. a@6", Sandy CLAY, reddish brown to olive brown, wet, soft. - ?' LindaVi 7@2'. SilFS?;?%owish brown, damp to moist, dense to 1 \very dense. I I Total DeDth= 2'5" Perched water @2'. I Backfilled 6-22-2001. LAWSON RESIDENCE PLA TE 8-3 GeoSoils, Inc. BORING LOG GeoSoils, Inc. W.0. 31 1 O-A-SC PROJECT: LAWSON RESIDENCE LAWSON RESIDENCE I Sample LAWSON RESIDENCE t x t -- si BV L 0 BORING ~ 8-4 SHEETLOF 1 DA TE EXCA VA TED 6-22-01 SAMPLE METHOD: HAND AUGER Standard Penetration Test % Water Seepage into hole a Undisturbed, Ring Sample Description of Material Artificial Fill @O', Sandy CLAY, reddish brown to olive brown, wet, soft, organics. Linda Vista Forma6 'on @3', Clayey SAND, yellowish brown to greyish brown, moist to wet, very dense. Total Depth= 3.25' Perched water @3' Backfilled 6-22-2001 1 GeoSoils, Inc. PLA Tf 6-4 NORMAL PRESSURE, psf Sample Depth/El. Prlmary/Resldual Shear Sample Type 2.0 Primary Shear Remolded Ya MC% c 0 111.2 18.5 389 24 I El Note: Sample Innundated prior to testing 2.0 Residual Shear Remolded 111.2 18.5 390 24 GeoSoils, Inc. 5741 PalmerWa Telephone: 760) 438-31 55 Carlsbad, CA 92 r; 08 Fax: (760)9 5 1-0915 ~~ ~~ r DIRECT SHEAR TEST Project: LAWSON Number: 31 IO-AbSC Date: June 2001 Figure: C-1 i k ! e 5 i; P 6 r i; f c I c P U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER GR" SIZE IN MILLIMETERS SILT OR CLAY GRAVEL SAND coarse I fine coarsel medium I fine COBBLES - Sample I Denth I Classification ILLIPLI PI ICCICU DI 52 3.0 SANDY FAT CLAY(CH) 63 18 I 45 I Sand Equivalent Test Result: - .- GeoSoils, Inc. 5741 Palmer Wa Telmhone: (760) 438-31 55 Carlsbad, CA 92 8 08 Fax:' (760) 931a15 GRAIN SIZE DISTRIBUTION Project: LAWSON Number: 31 IO-A*SC Date: June 2001 Figure: c-2 LIQUID LIMIT Sample &tpth/El. LL -PL ~ PI Fines BIB4 3.0 63 18 45 55 I I I I I I - Classification SANDY FAT CLAY(CH) ATTERBERG LIMITS' RESULTS .- GeoSoils. Inc. 5741 Palmer Wa TeleDhone: (760) 438-3155 Carlsbad, CA 92 r; 08 Fax:' (760) 931 -0'915 Project: LAWSON Number: 31 lO-A=SC Date: June 2001 Figure: C-3 0.0 0.2 0.4 0.6 0.8 1 .o 1.2 * 1.4 & 1.6 1.8 2.0 2.2 f A. .K CONSOLIDATION TEST .- GeoSoils, Inc. 5741 PalmerWa Project: LAWSON Telephone: 760) 438-3155 Fax: (760) 9 5 1-0915 Date: June 2001 Figure: C-4 Number: 31 lO-A#SC Carfsbad, CA 92 8 08 \. \ \ \ \ \ \ c i f- i r I r r f r r- r c r M. J. Schiff Si Associates, Inc. Coitsriliittg Cortnsicm Engineers - Since I959 1308 Monte Vista Avenue, Suite 6 Upland, CA 91786-8224 Phone: 909/93 I- I360 Table 1 - Laboratory Tests on Soil Samples Your #3I IO-A-SC, MJS&A #OI-f?5S9LAB 28-JUII-01 Sample ID B- 1 @ 2-4' YT Resistivity Units as-received ohm-cm 7,350 saturated ohm-cm 2,200 Pi1 7.6 Electrical Con cl u et iv it y mS/cm 0.15 Chemical Analyses Cations calcium ca2" mg/kg ' niagncsium Mg2+ mgkg sodium Na" mgkg Anions carbonate CO,*- mgkg bicarbonate HC03" mag chloride CI'- m@g sulfate SO:- m@g Other Tests ammonium ",+I+ mag nitrate ~0~'- mgkg sulfide S2- qual Redox mv 16 10 68 .... . *- ND 107 25 IO0 na na na na Electrical conductivity in millisiemendcm and chemical analysis were made on a 1:5 soil-to-water extract. mgkg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not. analyzed r Page 1 of 1 Fie C-5 r r r r r r r r r r r r r r r r r P r 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 earthwork in 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 procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. 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-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and 0-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GeoSor'ls, Inc. r r r r r r r r r r r r r r r r I r 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 Responslbility 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. 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 processing cannot adequately improve the condition should be overexcavated down to Mr. and Mrs. Lawson Appendix D Flle:e:\wp7\3100\3llOa.pge Page 2 GeoSoits, Inc. r r r r r r P r r r I r r r 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:l (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 'h 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. 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 Mr. and Mrs. Lawson Appendix D File:e:\wp7\3100\31lOa.pge Page 3 r GeoSofZs, Inc. r r r r r r r r r r r r r r f r r r I 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 be taken 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, Mure 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 lis 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. 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. Mr. and Mrs. Lawson Appendix D File:e:\wp7\3100\31lOa.pge Page 4 GeoSoiIs, Inc. r r r r r r r r r r r r r r t r I- r r r i 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. A final 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:l (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: 1. 2. 3. 4. 5. 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. 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 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. Mr. and Mrs. Lawson Appendix D File:e:\wp~loo\311 Oa.pge Page 5 GeoSot'ls, Inc. r r r r i f 1 r f f L r r r- r r r r f I r r 6. 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. 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. Mr. and Mrs. Lawson Appendix D FIle:e:\wp7\31 00\311 Oa.pge Page 6 GeoSoils, Inc. r r COMPLETION r i f i r r r r- r r r r i r 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. 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 GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Mr. and Mrs. Lawson Appendix D File:e:\wp7W100\31 lOapge Page 7 e GeoSoits, Snc. r r I 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. r 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. r t Test Pits Location, Orientation and Clearance r r r r r r r r r r 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. 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 not@ hidher supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the Mr. and Mrs. Lawson Appendix D File:e:\wp7\31001311Oa.pge Page 8 GeoSofls, Inc. r r L r t r i r r r r r r r r 2 P r 4 f i r r f 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 hidher 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 hidher 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. Mr. and Mrs. Lawson Appendix D File:e:\wpm1 00\3110a.pge Page 9 GsoSoQls, Inc. CANYON SUBDRAIN DETAIL TYPE A NOTE: ALTERNATIVES, LOCATICN AN0 EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. PLATE EG-1 r i r P p. r t- c. r i CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL FILTER MATERIAL: MINIMUM VOLUME OF 9 FT.' /LINEAR FT. 6' $ ABS OR PVC PIPE OR APPRO SUBSTITUTE WITH MINIMUM 8 f11L' PERFS. LINEAR FT. IN BOTTOM HALF OF-PIP? ASTM 02751. SDR 35 OR ASTM 01527. SCHD, 40 ASTM 03034, SDR 35 OR ASTM 01785 SCHD. 40 FOR CONTINUOUS RUN IN EXCESS OF 5bO FT. USE 8'8 PIPE MINIMUM 6-1 A-1 * FILTER MATERIAL CENT PASSI NG 100 AEEAZL 1 lNCH e314 INCH 90-100 318 1NCH 'bO.L'l00 NO. 4 25-40. NO. 8 18-33 :NO. 30 :5-15 NO. 50 .O-7 NO. 200 0-3 ALTERNATE 2: PERFORATED PIPE, GRAVEL AND. FILTER FABRIC - 6'MINlMUM OVERLAP b-H c 6 MINIMUM OVERLAP H e-. 6' MINIMUM CWER =L" MINIMUM BEDDING 4' MINIMUM BEDD 8-2 . GRAVEL'MATERIAL 9 FPIUNEAR FT. A-2 PERFORATED PIPE: SEE ALTERNATE 1 GRAVEL' CLEAN 314 INCH ROM OR APPROVED SUBSTITUTE FILTER FABRIC: MIRAFI 1LO OR APPROVED SUBSTlNTE PLATE EG-2 f f P i r T- J i 6 ! DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON \ TOE OF SLOPE AS SHOWN ON GRADING PLAN L COMPACTED FILL ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL ORIGINAL GROUND SURFACE ------- ANTICPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENOWEER. B~T \ VARIES. FOR DEEP BACKCUT %SHOULD BE ------- FOR SAFETY PROVIDE A 1:l MINIMUM PROJECTION FROM TOE OF SLOPE AS SHOWN ON GRADMG PLAN TO THE RECOMMEHOED REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDlTlONS ANOlOR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS, REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FiLL PROPOSED ADDITIONAL COMPACTED FILL COMPACTED FlLL LIMITS UNE - Qat ARTIFICIAL FILL PLACING ADDlTlONAL COMPACTED FILL Qal ALLUVIUM .. ?? PLATE EG-3 r i r- r i Lll c11 I- I- 3 a3 % Z 0 I- 6 - N I - m a I- in I Q, t- d n 2 U 0 E n a a W 3 3 0 u. 0 W l- c 4 W [L tn L 0. a E 3 I W Q 0 2 v) If 0 PLATE EG-4 I d I- W I Z lY 3 v) Q .a m 0 I In N 3 z d m c) 00 I .- rn z d In P I In 0 m z d CI 0 I 0 Ln 7 0 (3 0 I 0 0 N 0 z F z W .J - 3 3 U. W 0 W > 0 K a 2 z U 0 v) 3 d z QD 0 0 cy z 0 Lu m W i 0 71 W K c c 3 0 w 0 LL 0 I- O 0 LL W ln z 0 B a a i= s 0 LL W 0 W 0 v) * 2 0 U 3 a n 2 E i CD w' 4 a LL 0 8 t- I- O LL 0 ln z 0 m i= d 0 U K W I n : 0 W a A v) 3 4 # (Y I- 4 W L 0 A m w' Q & lL 0 0 z w - f w c v) IL 3 c a .a a. n a n 3 w > 0 - 0 t- P W t- o W z 7: 0 u W 0 t- W m n n - k t- 3 0 3 J 4 L F- w A c 3 0 0 I- $ 0 J W K 0 W W + I- m f W a. n z m - d 0 3 v) m 0 VI W I I- LL 0 Z 0 t- W K u ln W I I- I- 0 Lu K 3 O W P z - - n a - c' v) Q 0 W (3' (3 K w W 0 x W K 0 0 z U K W w (3 z w - s: I 2, \ E PLATE EG-5 c I , i i 1 ! r i r r i i I I- W 0 - a r ! (Y E n w 0 * W Y PLATE EG-6 f f r i r I r ? i .t I. 0 z PLATE EG-7 .. . W Q, 0 I v) I- 3 c) LL 0 Z 0 OI 0 Q Z 0 W v) 0 X LLI i= - a PLATE EG-8 i c i I i f r F a Z 1 0 QL a r I lL 0 I I ii P i I P i i z- v) sz c J 4 P W I- H 0 W w 0 K P < K 0 Y - a a K 0 2 “% a w c w v) 5: c w I- O z \ cy r PLATE EG-9 \ W 4 a s 2 z E a a 0 Y 0 0 pt 0 w if K 3 v) 3 VI 0 w v) 0 x W eo a 3: 0 > K v) W u W z s 0 W E a Q W m n 5 2 0 W P N W I- O z .. PLATE EG-10 TRANSITION LOT DETAIL TRANSITION) CUT LOT (MATERIAL TYPE CUT-FILL LOT (DAYLIGHT TRANSITION) NOTE: *DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS. PLATE EG--11' i - -r+ :5*-* I I I / I 5' / r =ll I ACCEPTED BY THE SOILS ENGINEER. 5' I .. 1 MECHANICALLY HAND COMPACT THE INITIAL 5- VERTICAL WITHIN A 5'RADIUS OF PLATE BASE. \ \ A \ \ r r i P ! r I r r i r f c !- P I SETTLEMENT PLATE AND RISER DETAIL 2'X 2'X 1/4' STEE.L PLATE n STANDARD 3/1' PIPE NIPPLE WELDED TO TOP OFPLATE, cA,3/&- X 5' GALVANIZED PIPE, STANDARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS THREADED ON BOTH ENDS AND ADDED IN 5' INCREMENTS, '3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADD IN 5' INCREMENTS WITH GLUE JOINTS. .. i PLATE EG-14 t r c i- r r c i I f i F I i ! r c I i r c i f i f i r i TYPICAL SURFACE SETTLEMENT MONUMENT FINISH GRADE - 318'DlAMETER X 6' LENGTH CARRIAGE BOLT OR EQUIVALENT -9 DIAMETER x 3 1/2g~~~~ HOLE - CONCRETE BACKFILL PLATE EG--15 TEST PIT SAFETY DIAGRAM SIDE VIEW I- ( NOT To SCAE ) r I P P c I 1 NOT TO SCALE 1 f i PLATE EG--16 P ?- I P L f t OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE m 00 IG) a0 oo(R D go m m BEDROCK OR APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRAOE 4 .. CK OR APPROVED MATERIAL NOTE: (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. IS) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF IC) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. EQUIPMENT. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM. WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATER~AL-OR BEDROCK - PROVIDED ADEOUATE SPACE IS AVAILABLE FOR COMPACTION. (01 ORIENTATION OF WINDROWS MAY VARY 6UT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. (El CLEAR AREA FOR UTILITY TRENCHES, FOUNDATIONS AND SWIMMING POOLS. (F1 ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. (GI AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE UFT OF FILL COVERING WINDROW, WINDROW SHOULD BE PROOF ROLLED WITH A 0-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK WOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN. PLATE RD-1 P ROCK DISPOSAL PITS r I t+ I i r c i -~ .-- - VIEWS ARE DIAGRAMMATIC ONLY. ROW SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FIm IN* FILL LIFTS COMPACTED OVER ROCK AFTER EMBEDMENT LAR MATERIAL 7 I I I I COMMENSURATE WITH ROCK SUE 1 I----- I SIZE OF EXCAVATION TO BE I I 1 1 ROCK DISPOSAL LAYERS \ .---- GRANULAR SOIL TO FILL VOIDS. DENSIFIED BY FLOODING LAYERONEROCKHIGH t f i f I r t F r -- 2.- - ,- n-. 0- - - PROFILE ALONG LAYER - TCLEAR ZONE 20'MlNlMUM 1 LAYER ONE ROCK HIGH PLATE RD-2 09-14-2001 . City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Building Inspection Request Line (760) 602-2725 Permit No:PCROI 191 Job Address: Permit Type: PCR Status: ISSUED Parcel No: 2051 600700 Lot #: 0 Applied: 08/21/2001 Valuation: $0.00 Construction Type: NEW Entered By: RMA q Reference #: CBOOllO47 Plan Approved: 09/05/2001 Issued: 09/14/2001 2195 BASSWOOD AV CBAD LAWSON RES-REPLACE POST WITH Inspect Area: PARA-LAM BEAM Applicant: LAWSON ANTHONY D&HART-LAWSON J RT-LAWSON JULIA 2195 BASSWOOD AVE CARLSBAD CA 92008 Plan Check Revision Pees Additional Fees FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the ‘Imposition” of fees, dedications, reservations, or other exactions hereafter collectively referred to as “feedexactions.’ You have 90 days from the date lhis permit was issued to prdest imposition of these feeslexadions. If you protest them, you I’nUSt 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 precessing 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 feedexactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any feedexactions of whch you have previously been qiven a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. . FOR OFFICE USE ON PLAN CHECK NO. - - APPLICATION "lo EST.VAL. ; - Plan Ck. Deposit ~ - Validated By CITY OF CARLSBAD BULDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 -. rn 3L I 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 Codel or that he is exempt therefrom, and the basis for the alleged exemption. Any viotatton of Section 7031.5 by any applicant for a psrmit subjects the applicant to a civil penalty of not more than five hundred dollars I55001). Name Address city Statelzip Telephone # State License # Llcense Class City Business License # Designer Name Address City Statelzip Telephone 0 of the work for which this permit is issued. 0 issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS IIIlOOl OR LESS) 0 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. WARNINQ: Failure to sacura workara' compensation coverage 10 unlawful. and shall subject an employer to crlmlnal penaltias and clvlt fines up to one hundred thousand dollars ($100.0001. In addition to the cost of compensation, damagas as provided for in Section 3706 of the Labor code, interest and attorney's fees. I have and will maintain a certificate of consent to self-insare fbr workers' cnmpensatlon as provided by Section 3700 of the Labor Code, for the performance 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 I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 1, as owner of the property or my employees with wages as their sole cornpensstion, will do the work and the structure is not intended or offered for sale such wwk 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 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sac. 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 contrector(s) licensed pursuant to the Contractor's License Law). 0 1. 7044. Business end Professions Code: The Contractor's License Lew does not apply to an owner of property who builds or improves thereon, and who does I am exempt under Section Business and Professions Coda for this reason: I personally plan to provide the major labor and materials tor construction of the proposed property improvement. 0 YES 4M- include name / address I phone number / contractors lic se number): I plan to provide portions of the work, but I have hired tbe following person to coordinate, supervise and provide the major work (include name I addrsss I phone .4tM J& cvjor~, :# D: C!ahhJ#~ 4-6 4. number I contractors license number): progrem 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? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES [1 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERnkCATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERWiNCV SERVICES AND ThE AIR POLLUTION CONTROL DISTRICT. YES c] NO LENDER'S NAME LENDER'S ADDRESS City ordinances and Stare laws relating to building consiruction. I hereby authbtiie representatives of the at% of Cwlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AOREE TO SAVE. INOEMNWY AND KEEP H#RMkI%S THE ClrV OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE Of THE GRkNflNG OF THIS PERMIT- OSHA An OSHA permit is required for excavetions over 5'0" deep and demolition or construction Of atfudlurea over 3 stories in height. EXPIRATION: Every permit issued by the buitdhg Official under the provisions of this Code shall explraby limttation and bcome null and void if the building or work auth@Wd by Such permit is not co from tFie date of such permit or if the building or work authorized by such permit IS suspended or abandoned at any time affer the work is cunfn'm lfays (Section 106,4.4 Urtiform Buitding Code). APPLICANT'S SIGNATURE DATE T/!%hf ---- EsGil Corporation In !Partnership with&ovemment for 2?&i&fing Safety DATE: August 31,2001 JURI SDI CTI ON: Carlsbad 0 PLANREVIEWER PLAN CHECK NO.: PCRO1-191 (Old 01-1047) 0 FILE SET: I PROJECT ADDRESS: 2195 Basswood Ave. PROJECT NAME: Revisions to Lawson Residence Addition and Remodel IXI El 0 0 0 IxI IxI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: REMARKS: Weld size for beam hardware to be shown on City copy of design calculations.(Highlited on page one of calc’s) Mail Telephone Fax In Person By: Bill Elizarraras Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ PC 812310 1 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858) 560-1468 + Fax (858) 560-1576 VALUATION AND PLAN CHECK FEE 1994 UBC Plan Check Fee JURISDICTION: Carlsbad PLAN CHECK NO.: PCRO1-191 (Old 01-1047) v PREPARED BY: Bill Elizarraras DATE: August 31,2001 BUILDING ADDRESS: 2195 Basswood Ave. Revisions BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN Air Conditioning Fire Sprinklers TOTAL VALUE Sheet 1 of 1 macvalue.doc QUG 14 '01. 11:24 P. a1 FAX TRANSMITTAL q? NUMBER OF PAGES INCLUDlNG COVER SHEET ; i P. 02 848 Center bi 4 La Me%. CA 9 619 464 04 --.A. 4 :L .I : 24 P. 02 e 1. of 2. e qJ4/61 Job r) Project Name ' i J // I