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Home My WebLink About1811 ASTON AVE; ; CB050313; Permit07-14-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 1811 ASTON AVCBAD Tl Sub Type 2121201000 Lot# $316,634 00 Construction Type Reference # LOBBY & CORE DESIGN FOR 10,214 SF 2 STORY SHELL COMM 0 VN Applicant BLACKMORE FAMILY TRUST 1995 C/O ALLEN J BLACKMORE P O BOX 424 RANCHO SANTA FE CA 92067 Status Applied Entered By Plan Approved Issued Inspect Area Plan Check* Owner BLACKMORE FAMILY TRUST 1995 C/O ALLEN J BLACKMORE P O BOX 424 RANCHO SANTA FE CA 92067 ~ ISSUED 02/01/2005 KG 07/14/2005 07/14/2005 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee; Plan Check Discount-1 Strong Motion Fee ' Park Fee LFM Fee Bridge Fee BTD#2Fee BTD #3 Fee '> Renewal Fee 'Add'l Renewal Fee ( Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1,21492 Meter Size ' - ' $0 00 Add'l Reel Water Con Fee ; $789 70 Meter Fee $000 f/ SDCWAFee $0 00 CFD Payoff Fee $6649 PFF (3105540) ^ $000 ^ PFF (4305540) / -.$000 ' License Tax (3104193} $0 00 ,License Tax (4304193) ,, $0 00 "Traffic Impact Fee (3105541), /: $0 00 * " Traffic Impact Fee (4305541) y ^$000 PLUMBING TOTAL*,' '$000 . ELECTRICAL TOTAL / ' $000^ MECHANICAL TOTAL" $000S Master Drainage Fee , - Sewer Fee' ' $000 \Redev Parking Fee / ,( $0 0(KO) Additional Fees TOTAL PERMIT FEES, / $000 $000 $000 $000 $5,762 74 $000 $000 $000 $000 $000 $19500 $6000 $2800 $000 $000 $000 $000 $8,11685 Total Fees $8,11685 Total Payments To Date $1,579 40 Ba1ane$$ue: " s * J $6,537.45 BUILDING PLANS >/ IN STORAGE ATTACHED 01 02 COP 6537-45, Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 6602Q(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previouslv_been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPL CAT ON CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 FOR OFFICE USE ONLY PL^N CHECK N EST VAL 3 }(,,<* PlanCk Deposit Validated By Date Z-/ \3 / LS JigR JECTJNFORMATION ^ Addressiteclude Bldg/Suite #)Business Name {at this address) Legal Description CoT Lot No Subdivision Name/Numberdo, &Unit No Phase No do, Total # of units Assessor's Parcel # rfif different from applicant) V (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractors License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License # (0 7^&W f Address License Class P City State/Zip City Business License # Telephone # Designer Name State License # [6 ' WORKER'S~COM PENSATION* Address City State/Zip Telephone # Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D 1 have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued D I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued My wotkers compensation insurance carrier and policy number are Insurance Company X^/J^-fr-i^k^y/C^ Fl^.& Policy No f) A ^ *l ^ 2Q Expiration Da (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) D CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person m any manner so as to become subject to the Workers Corrmfinsation Laws of California WARNING Fa 11 u reto sec u re wonders/ compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars($100,000}r^ddifyon^W thesist of compensation, damages are provided for in Section 3706 of the Labor Code, interest and attorney's feqs DATE ..__. I hereby affirm that I am exempt from the Contractor's License Law for the following reason D I, as owner of the property or my employees with wages as their sole compensation, witl d the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractors License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate 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) B' 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) P I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement D YES D NO 2 I (have/have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number/contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / /ontractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number/type of work) PROPERTY OWNER SIGNATURE A DATE WHITE File YELLOW Applicant PINK Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Page 2 of 2 [COMPLETE TMliTSECT^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration for or nsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES Q NO Is the applicant or future building occupant required to oblam a permit from the air pollution control district or air quality management district7 d YES D NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? D YES O 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~CONSTRUCTION LEN DING'AGENCY ^ v ----- - ^-^ - — ...... -------- ,^,^^. ^.....^..^ ,..„....„....._.,-.„.,, „. .. ^ , . „ , ^ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code) LENDER'S NAME ________ _ _________ _ LENDER'S ADDRESS _ [9"T"'APPjLICANT CERTIFICATION "^^.Z^ Z ' Z!Z1Z ............. '-—- - -,U,, „ .... ._.„. ..."""""'""ZI""'." ..""-'-'- "•""- .......... -'-""" ..... ..... " ' '-' ' ..'. vU' ___ rn--J I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City 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, JUDGEMENTS, 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 of 5 0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authonzed by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE • V^- * \~S _ DATE 44 WHITE File YELLOW Applicant PINK Finance City of Carlsbad Final Building Inspection Dept: Building Engineering Plan Check# Permits CB050313 Planning CMWD Project Name LOBBY & CORE DESIGN FOR 10,214 SF 2 STORY Address 1811 ASTON AV Contact Person ROD Sewer Dist CA Inspected /"> // Bv (5t KM t&/\ ( Inspected Bv Inspected Bv SHELL Phone 6195203858 Water Dist CA Date / Inspected 3r/'%S/> Date Inspected Date Inspected St Lite (EireJl Date Permit Type Sub Type Lot 0 / ^ Approved ^_ Approved Approved 05/22/2006 Tl COMM - Disapproved Disapproved Disapproved Comments Inspection List Permit* CB050313 Type Tl Date Inspection Item 03/12/2007 89 05/25/2006 89 05/03/2006 29 04/19/2006 23 03/28/2006 34 03/28/2006 39 03/24/2006 34 02/10/2006 14 02/10/2006 34 02/08/2006 17 02/08/2006 18 01/30/2006 14 01/30/2006 14 01/30/2006 24 01/30/2006 24 01/30/2006 34 01/30/2006 34 01/30/2006 44 01/30/2006 44 01/27/2006 14 01/27/2006 14 01/27/2006 24 01/27/2006 34 01/27/2006 44 01/24/2006 14 01/24/2006 17 01/24/2006 23 01/19/2006 14 01/19/2006 17 01/19/2006 18 01/19/2006 24 01/19/2006 34 01/19/2006 44 01/12/2006 17 01/12/2006 84 01/11/2006 84 01/09/2006 11 01/09/2006 12 01/09/2006 14 01/09/2006 24 01/09/2006 34 01/09/2006 44 12/29/2005 14 12/29/2005 24 Final Combo Final Combo Final Plumbing Gas/Test/Repairs Rough Electric Final Electrical Rough Electric Frame/Steel/Boltmg/Weldm Rough Electric Interior Lath/Drywall Exterior Lath/Drywall Frame/Steel/Boltmg/Weldin Frame/Steel/Bolting/Weldm Rough/Topout Rough/Topout Rough Electric Rough Electric Rough/Ducts/Dampers Rough/Ducts/Dampers Frame/Steel/Boltmg/Weldin Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldm Interior Lath/Drywall Gas/Test/Repairs Frame/Steel/Boltmg/Weldin Interior Lath/Drywall Exterior Lath/Drywall Rough/Topout Rough Electric Rough/Ducts/Dampers Interior Lath/Drywall Rough Combo Rough Combo Ftg/Foundation/Piers Steel/Bond Beam Frame/Steet/Boltmg/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bottmg/Weldin ' Rough/Topout COMM Inspector Act TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP' TP TP TP TP TP TP TP TP TP TP TP Fl CO NR NR AP we CO AP AP AP we AP AP we we AP AP PA AP AP AP we AP we NR PA AP AP AP we we AP we AP AP NR AP AP AP we we we AP AP LOBBY & CORE DESIGN FOR 10,214 SF 2 STORY SHELL Comments • MSB, SUB PNLS, TRANS WATER WALL & 2ND FLR HARD CEIL WATER WALL & 2ND FLR HARD CEIL 1ST FLR LOBBY CEIL & SOFFITS HAND CEIL, SOFFITS 2ND FLR 1ST FLR LOBBY HARD CEILS HARD CEIL, SOFFITS 2ND FLR 1ST FLR LOBBY HARD CEILS 1ST FLR LOBBY HARD CEILS HARD CEIL, SOFFITS 2ND FLR FURRED WALL CLIPS AT ELEV ELEV ENCL, EXT SOFFITS (WEST SIDE) , 1 & 2 FLR SECTS 24HR TEST 2ND FLR WALLS 2ND FLR RESTROOMS, CORR 2ND FLR WALLS 1ST FLOOR RESTROOMS & CORR 2ND FLR RESTROOMS & CORR INSIDE WATER FEATURE INSIDE WATER FEATURE STAIR ENCL WALLS • RESTRMS 1ST FLR, CORR Monday, March 12,2007 Page 1 of 2 12/29/2005 34 12/29/2005 44 12/28/2005 21 12/22/2005 14 12/22/2005 24 12/22/2005 34 12/21/2005 84 12/13/2005 14 12/13/2005 17 12/13/2005 17 12/01/2005 12 11/30/2005 23 11/29/2005 21 11/29/2005 22 11/29/2005 23 11/29/2005 31 11/28/2005 21 11/28/2005 22 11/28/2005 31 11/22/2005 22 11/22/2005 31 11/18/2005 21 11/18/2005 31 11/07/2005 21 11/07/2005 22 10/14/2005 21 10/14/2005 22 10/14/2005 22 Rough Electric Rough/Ducts/Dampers Underground/Under Floor Frame/Steel/Boltmg/Weldm Rough/Topout Rough Electric Rough Combo Frame/Steel/Boitmg/Weldin Interior Lath/Drywall Interior Lath/Drywall Steel/Bond Beam Gas/Test/Repairs Underground/Under Floor Sewer/Water Service Gas/Test/Repairs Underground/Conduit-Winn Underground/Under Floor Sewer/Water Service Underground/Conduit-Winn Sewer/Water Service Underground/Conduit-Winn Underground/Under Floor Underground/Conduit-Wirm Underground/Under Floor Sewer/Water Service Underground/Under Floor Sewer/Water Service Sewer/Water Service TP TP TP TP TP TP TP TP TP TP BN PY PY PY PY PY RB RB RB PY PY TP TP TP TP RB RB RB AP AP AP NR AP NR NR PA PA PA AP AP AP AP AP AP NR NR NR AP AP AP AP CO CO NR AP CO RESTRMS1STFLR, CORR RESTRMS 1ST FLR, CORR WATER FEATURE INSIDE 1ST FLR RESTRMS 2ND FLR ELEV ENCL ONE SIDE ELECT RM 2ND FLR ELEV ENCL SLAB AREA PUMP+ COOL TOWER AREAS CONDENSATION LINE AND CONDUIT CU BLDG TO EQUPT YARD FOR FOUNTAIN EQUPTYARD PLANS SPEC CAST PIPE, 4IN W/C 2ND TIME NO APPROVED PLANS & NEED MIN 5LB TEST ON 4" LINE TO MECH BLDG (CAME BACK 2ND TIME) Monday, March 12,2007 Page 2 of 2 City of Carlsbad Bldg Inspection Request PermiW CB030313 Title LOBBY & CORE DESIGN FOR Description 10,214 SF 2 STORY SHELL Inspector Assignment TP Type Tl Sub Type COMM Job Address 1811 ASTON AV Suite Lot 0 Location APPLICANT BLACKMORE FAMILY TRUST 1995 Owner Remarks Phone 6198415472 Inspector Total Time 'Requested By BRANDON Entered By JANEAN CD Description 21 Uncferground/Uncter Floor 22 Sewer/Water Service 23 Gas/Test/Repairs 31 Underground/Conduit-Wiring Act Comment Comments/Notices/Hold Associated PCRs/CVs PCR05145 ISSUED I HE BLACKMORE COMPANY, S TRUCT REVISIONS ^PCR05146 ISSUED 1 HE BLACKMORE COMPANY, REV TO P E& M PCR05176 ISSUED BLACKMORE CO-NEW GLAZING &, Al UM1NUM EOR S FOREt-RONl PCR05178 ISSUED BLACKMORE BUILDING, SKYLIGHT SUBMITTAL PCR05184 ISSUED BLACKMORE BUII DING, FLOOR AND ROOF IRUSS SUBMIT! AL Inspection History Date Description Ad 11/22/2005 22 Sewer/Water Service AP 11/22/2005 31 Underground/Conduit-Wiring AP 11/18/2005 21 Underground/Under Floor AP 11/18/2005 31 Underground/Conduit-Wmng AP 11/07/2005 21 Underground/Under Floor CO 11/07/2005 22 Sewer/Water Service CO 10/14/2005 21 Underground/Under Floor NR 10/14/2005 22 Sewer/Water Sen/ice CO Insp Comments PY CONDENSATION LINE AND CONDUIT PY CU BLDG TO EQUPT YARD FOR FOUNTAIN EQUPT YARD TP TP TP TP RB RB 10/14/2005 22 Sewer/Water Service AP RB PLANS SPEC CAST PIPE, 4IN W/C NO APPROVED PLANS & NEED MtN 5LB T£ST ON 4" LINE TO MECH BLDG (CAME BACK 2ND TIME) 2ND TIME EsGil Corporation In (Partnership wttK government for <BmCt£ing Safety DATE JULY 7, 2005 . Q APPLICANT JURISDICTION CARLSBAD , Q PLAN REVIEWER Q FILE PLAN CHECK NO : 05-0313 SET III PROJECT ADDRESS. 1811 ASTON AVENUE PROJECT NAME The Blackmore Company Lobby & Core T.I. X] 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 RICHARD CORNELIUS C/O RICHARD YEN & ASSOC 1024 ROSECRANS STREET, S D , CA92106 Esgil Corporation staff did not advise the applicant that the plan check has been completed j, Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted RICHARD Telephone # 619-224-3605 Date contacted (by ) Fax # 619-224-1530 Mail Telephone Fax In Person REMARKS By. All Sadre Enclosures Esgil Corporation D GA D MB D EJ D PC 6/28 tmsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4- Fax (858) 560-1576 EsGil Corporation In Partnership witfi government f or (BuiCding Safety \ DATE JUNE_aT2005 Q AEPLICANT JURISDICTION CARLSBAD Q PLAN REVIEWER Q FILE PLAN CHECK NO . 05-0313 ' . SET II PROJECT ADDRESS 1811 ASTON AVENUE PROJECT NAME The Blackmore Company Lobby & Core T.I. 1 I 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to RICHARD CORNELIUS C/O RICHARD YEN & ASSOC 1024 ROSECRANS STREET, S D , CA92106 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 RICHARD Telephone # 619-224-3605 Date contacted (oli/oS (bypy) Fax # 619-224-1530 Mail —Telephone Fax ^ In Person XI REMARKS Please see attached for remaining items from previous list By Ali Sadre Enclosures Esgil Corporation S GA D MB D EJ n PC 5/23 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4- Fax (858) 560-1576 CARLSBAD 05-O313 JUNE 2, 2005 • Please make all corrections on the originals and submit three revised, signed and stamped plans to the Building Department • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet * with the revised plans 1 On the first sheet of the plans indicate. • The actual areas versus allowable areas. [This is under T.I. permit is not an acceptable response]. 2 - The taped on detail, as per E/A3 2, should be reflected on the revised plans to be submitted for review 3 Delete the concrete wall legend, on Sht S2 (not used on this project) 4 Where is detail G, as referenced on floor plan, as per Sheet S2? 5 • Where is detail 14/SD2 as referenced on floor plan, as per Sheet S2? 6 Provide a schedule for C-5A, C-5B, etc as referenced on the foundation plans, Sheet ' S2 7 Where is detail 18/S4 1 as referenced on the foundation plan, Sheet S2? 8 On the floor plan, Sheet S2, specify exactly which beams/ columns, etc , are new & which are existing 9 Please see attached for P/M/E corrections 10 Please note where the HC items, as per attached list, are addressed on plans • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation Thank you CARLSBAD 05-0313 JUNE 2, 2005 • , PLUMBING AND MECHANICAL CORRECTIONS , PLAN REVIEWER: Glen Adamek 20 The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. The WF-sheets are not signed and sealed? Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code 21 No response provided and not shown on the drawings? Clearly show the location of the water feature equipment (pumps, filters and 750 gallon surge tank) (Note the water feature equipment including piping for the water feature may not be located in the elevator equipment room #110) 22 No response provided and not shown on the drawings? Provide design calculations and details for the support of the proposed 750 gallon surge tank for the water features 23 No response provided and not shown on the drawings? Please provide complete plans, details and calculations for the construction of the proposed water features '25 No response provided and not shown on the drawings? Provide data on proposed hazardous material to be stored and used UBC, Section 307 and UFC A) Clearly show types of hazardous material is being stored or used Provide a list of the proposed hazardous materials as per the types in UBC, Tables 3-D, and 3-E Provide the material safety data sheets (MSDS) B) Clearl^show the amounts of each type of hazardous material to be stored and in use C) Clearly show where in the buildings each type of hazardous material is being stored or used • PLUMBING (2000 UNIFORM PLUMBING CODE) 26 Please show the upstream sewer manhole rim elevation compared to the new plumbing fixture flood rim elevations. Clearly show what new fixtures flow through required backwater valves and which fixtures do not flow through backwater valves. As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole nm elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve 27. On the drawings show the location of the existing 2 inch water meter as per the response and check the developed water line length as per the water line sizing calculations. Show the water meter size and location and the water line size from the water meter to the building 28 Correct the water line sizing calculations on sheet P6 1 A) Correct the pressure loss at the water meter as per UPC, Chart A-1 (For 74 GPM through a 2 inch water meter the pressure loss is 5 psi) CARLSBAD 05-0313 JUNE 2, 2005 B) As per UPC, Chart A-4 all the GPM values in the Pipe Sizing table on sheet P6 1 are too large Please correct, then correct the fixture units values for both tank type and flush valves as per the UPC, Charts A-3 and A-2 30 Please provide plumbing plans for fountain fill lines and drainage systems for equipment rooms and drainage systems for fountains a) The WF-sheets are incomplete and do not show the locations of pumps, filters, surge tanks, fill lines and drainage systems b) The plumbing plans do not show the fill lines and drainage systems for the proposed fountains and fountain equipment 31 The plumbing plans do not show the water fountains' fill lines from the RPBP to each fountain and the control valves for each fountain and the size and routes of fill lines from the backflow devise to each fountain Please correct 32 Detail the connection of the 11/2 pressure dram lines from the sump pumps at the Equipment Yard to the gravity sewer line, as per UPC, Section 7104 A) Show the PD (pressure dram line) sloping to dram back to the sump pumps B) Detail the required wye branch fitting where the pressure drain line drops into the top of the gravity sewer line • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 38 Please show the location of the proposed water feature pumps, filters and surge tank. The response seem to note the equipment is outside the building, But the site plans and the building floor plans do not show the proposed locations of the proposed equipment. Please correct. Clearly show the required exhaust ventilation of the proposed water feature equipment room Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans CARLSBAD 05-0313 JUNE 2, 2005 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24 Per Section 101 1711, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities NOTE All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24 Please see below for the HC items to be reflected on plans Alternatively, these items may be rephrased and imprinted on plans provided the necessary changes are made on plans • SITE PLAN REQUIREMENTS 1 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 11 14B 1 2 • ACCESSIBLE PARKING 2 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B42 3 Ramps shall not encroach into any accessible parking space or the adjacent access aisle Section 1129B43 • SIGNAGE 4 Per Section 1003 2861, tactile exit signs shall be required at the following locations a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway The tactile exit sign shall have the words, "EXIT ROUTE " b) Each grade-level exit door The tactile exit sign shall have the word, "EXIT " c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway The tactile exit sign shall have the following words as appropriate i) "EXIT STAIR DOWN ", "EXIT STAIR UP " 5 Tactile stair level identification signs (complying with Section 1117B 5 1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stories in height to identify the floor level At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level Section 10033 3131 6 Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and . shall be accompanied by Braille Section 11 1 7B 5 7 Provide a note on the plans stating that the signage requirements of Section 1 1 1 7B 5 will be satisfied EsGil Corporation In <Partners&ip -untfi government for (BuiCding Safety DATE FEB. 14, 2005 JURISDICTION CARLSBAD PLAN CHECK NO. 05-0313 ' SET I PROJECT ADDRESS 1811 ASTON AVENUE PROJECT NAME The Blacfcmore Company Lobby & Core T.I. Ji^EPLICANT Q PLAN REVIEWER a FILE 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected p!ans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to RICHARD CORNELIUS C/O RICHARD YEN & ASSOC 1024 ROSECRANS STREET, S D., CA92106 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 RICHARD (t/^i) Telephone # 619-224-3605 Date cSS^ylp' J/^ (by $&) Fax # 619-224-1530 MaiP^Telephone — Fax In Person REMARKS By All Sadre Enclosures Esgil Corporation Kl GA ^ MB D EJ D PC 2/03 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 •* Fax (858) 560-1576 CARLSBAD 05-0313 FEB. 14, 2005 GENERAL PLAN CORRECTION LIST JURISDICTION CARLSBAD PLAN CHECK NO O5-0313 PROJECT ADDRESS 1811 ASTON AVENUE T I AREA = 10,214, TOTAL EXISTING FLOOR AREA = 60,000 S F , ALLOWABLE = UNLIMITED V-N/SPR WITH 4-60'YARDS TYPE OF OCCUPANCY = B, TYPE OF CONSTRUCTION = V-N/SPR , DATE PLAN RECEIVED BY DATE REVIEW COMPLETED ESGIL CORPORATION 2/03 FEB. 14, 2005 REVIEWED BY All Sadre FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 10643, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • Please make all corrections on the originals and submit three revised, signed and stamped plans to the Building Department • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes Q No 1 On the first sheet of the plans indicate • The actual areas versus allowable areas Also note the T I floor area under this permit. • The occupant load of the remodel area(s) CARLSBAD 05-0313 FEB. 14, 2005 2 Provide a section view of all new interior partitions Show a) Type, size and spacing of studs including the allowable span of the studs on plans Indicate gauge for metal studs Specify manufacturer and approval number or indicate "to be ICBO approved" b) Method of attaching the bottom plates to structure I e , note the shot pins size, spacing, embedment, ICBO approval #, etc on plans 3 In buildings having floors of wood frame construction, draft stop the area between the ceiling and floor above so that no concealed space exceeds 3,000 s f and no horizontal dimension exceeds 100 L F Section 708. 4 Please provide a full height section through the elevator shaft This is to be used for coordination with the structural details so far as the new concrete walls and their lateral support as proposed 5. In buildings having roofs of wood frame construction, draft stop the area between the ceiling and roof above so that no concealed space exceeds 9,000 s f and no horizontal dimension exceeds 100 L F Section 708 6 When two exits are required, dead end corridors are limited to 20 feet Section 1004 2 6 Show doors on corridors 118 & 119 on A1 1, near grid points 4-C 5 & 4-H 5 accordingly 7 Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 713 2 Doors shall be gasketed to provide a smoke and draft sea! where the door meets the stop on sides and top Section 1004,3 4321 8 Provide a complete architectural section of the corridor, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations Section 100434 9 Duct penetrations of fire-rated corridor construction shall have smoke and fire dampers per Sections 713 10 and 713 11 10 If a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the room The door cannot be undercut, nor can a louver in the door be provided Section 1004 34321 11 Provide a note on plans stating "Penetrations of fire-resistive walls, floor-ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710 " 12 Please note on the cover sheet of plans that all the existing facilities including site items, entrances, walks, ramps, parking, etc are HC complying, subject to field verification CARLSBAD 05-0313 FEB. 14, 2005 13. Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant) THROUGH-PENETRATIONS (through the entire assembly) Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility Fire resistive floor/ceiling assemblies shall have penetrations protected with through- penetration fire stops having and F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above MEMBRANE-PENETRATIONS (through only one side of an assembly) Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility Limited steel electrical outlet boxes (not exceeding 16 sq in , nor more than 100 sq tn foranylOOsq ft of wall) require no protection Fire-resistive floors or ceilings having penetrations shall comply with Section 710 NOTE The plans should indicate the various fire-stop ratings required for all penetrations 14 Please complete all blank bubbles, references and keynotes to xx/xx, '??/?'?, etc, on plans 15 Please submit a copy of the soils report as noted on SP1 to EsGil for review 16 Please specify where details 9/SD1 & 10/SD2 are referenced on plans 17 On Sheet S2, specify the concrete wall thickness under the wall legend (for each type) 18 Please complete, sign, stamp & return the attached Special Inspection form to EsGil for review & approval prior to the permit being issued 19 Please see attached for P/M/E & HC items • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact All Sadre at Esgil Corporation Thank you CARLSBAD 05-0313 FEB. 14, 2005 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 20 Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued Business and Professions Code 21 Clearly show the location of the water feature equipment (pumps, filters and 750 gallon surge tank) (Note the water feature equipment including piping for the water feature may not be located in the elevator equipment room #110) 22 Provide design calculations and details for the support of the proposed 750 gallon surge tank for the water features 23 Please provide complete plans, details and calculations for the construction of the proposed water features 24 Show the required ceiling rated fire dampers at duct openings in the fire rated ceiling membranes UBC, Section 713 11 #4 Please provide a section through the fire rated corridors to show the locations of the required fire rated ceiling systems 25 Provide data on proposed hazardous material to be stored and used UBC, Section ,307 and UFC a) Clearly show types of hazardous material is being stored or used Provide a list of the proposed hazardous materials as per the types in UBC, Tables 3-D, and 3-E Provide the material safety data sheets (MSDS). b) Clearly show the amounts of each type of hazardous material to be stored and in use c) Cieariy show where in the buildings each type of hazardous material is being stored or used PLUMBING (2000 UNIFORM PLUMBING CODE) 26 Please show the upstream sewer manhole rim elevation. As per UPC, Section 7101, provide backwater valves on all building drains which serve plumbing fixtures with flood nm elevations below the upstream manhole rim elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve 27 Show the water meter size and location and the water line size from the water meter to the building CARLSBAD 05-0313 FEB. 14, 2O05 28 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 6100 and Appendix'A' 29 UPC, Section 601.2 Identification of a Potable and Nonpotable Water System. In all buildings where potable water and not potable water systems are installed, each system shall be clearly identified Each system shall be color coded as follows 601.2.1 Potable Water - Green background with white lettering 601.2.2 Nonpotable Water (Water Feature water systems) - Yellow background with black lettering, with the words "CAUTION NONPOTABLE WATER, DO NOT DRINK". Table 6-1 Minimum Length of Color Field and Size of Letters. See Table 30 Correct the floor drains at the Fountain Pool shown on sheet P4 1 a) The riser detail on sheet P6 1, detail 1 does not match the plumbing floor plan on sheet P4 1 Please show how fountain water is kept from draining into the sewer system during normal operations (Note the fountains are not like bathtub drains ) b) Please provide data for the proposed Shut-off valve down stream of the - required trap and vent Why is the Fountain Pool drains directly connected to the building sewer system? (Most Pools and Fountains are drained by pump system through an indirect dram, standpipe system ) 31 Clearly show the required backflow protection of water feature fill lines As per UPC, Section 603 4 5 Water supply inlets to tanks, vets, sumps, swimming pools and other receptors shall be protected by one of following means 1 An approved airgap, 2 A listed vacuum breaker installed on the discharge side of the last valve with the critical level not less than six (6) inches or in accordance with its listing, 3 A backflow preventer suitable for the contamination or pollution, installed in accordance with the requirements for that type of devise or assembly as set forth in this chapter 32 Water closet bowls for public use shall be of the elongated type as per UPC Section 409 1 33 All water closet seats, except those within dwelling units, shall be of the open front type as per UPC, Section 409 2 2 34 Detail how combustion air for fuel burning water heaters will be provided in accordance with the Uniform Plumbing Code, Section 507 0 CARLSBAD O5-0313 FEB. 14, 2O05 35 Show P & T valve on water heater and detail dram line route from P & T valve to the exterior or approved receptor. UPC Section 608 5 36 Detail the connection of the two pressure dram lines from the sump pumps at the Equipment Yard to the gravity sewer line As per UPC, Section 710.4 show connection from the top of the gravity sewer line through a wye branch fitting MECHANICAL (2000 UNIFORM MECHANICAL CODE) 37 Correct the ventilation of the Elevator Equipment Room #110 to provide the required independent ventilation system for the elevator equipment room to prevent the overheating of the electrical equipment as per UBC Section 3005 1 38 Clearly show the required exhaust ventilation of the proposed water feature equipment room Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans CARLSBAD 05-0313 FEB. 14, 2O05 ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 1. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. NEC 230-208 2 Duplicate panel schedules have been submitted on sheet E5 1 Please clarify and eliminate one set 3 Please clarify existing and new equipment on sheet E2 2. 4. Please provide a minimum of 1 foot-candle of emergency illumination at the floor level NEC 700-16. 5 Please complete sheet notes such as on sheet E1 0 6 Provide GFI protected receptacle(s) within 25 feet of HVAC equipment NEC 210-8(b)2& 210-63 • ENERGY CONSERVATION 7. The energy forms are ok Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans ESGIL CORP FBX 1^535601576 Feb 15 2005 y 04 P 10r CARLSBAD O5-O313 FEB. 14, 3005 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL DEFECTION Do Not Remove From Plans Plan Check No. O5-0313 Job Address or Legal Description 1811 ASTON AVENUE Owner TtekA6M>te O). Address .You arc hereby notified that in addition to the inspection of construction provides by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are m addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she 15 specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) ESGIL COFP Fa/'19535601576 Feb 15 2005 05 P 11 CARLSBAD 05-0313 FEB. 14, 2O05 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: CgO5-3l5 OWNER'S NAME: Tlte i, as the owner, of agent of the owner {contractors ma/ DSS employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspectors) as rsquirsd by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as b> USC 3cb>uuii 1 06 3 5 fur the project located at the site listed above. Signed C- 1. List of work requiring special Inspection: E3 Soils Compliance Prior to Foundation Inspection CE3 Structural Concrete Over 2500 PSI Q Prestressed Concrete O Structural Masonry LJ Designer Specified 2. Name(s) of indlvldual(s) or firm{s} respo A. ___ g Fiald Welding D High Strength Bolting ^ Expansion/Epoxy Anchor f"! Sprayed-Cn D Other aetu C. 3. Duties of the special inspectors for the work listed above; A. B, C. Spedai inspectors shall cneck ir with the City and present their credentials for approval prior to beginning work on the Job site CARLSBAD 05-0313 FEB. 14, 2O05 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24 Per Section 101 17 11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities NOTE All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24 Please see below for the HC items to be reflected on plans Alternatively, these items may be rephrased and imprinted on plans provided the necessary changes are made on plans • SITE PLAN REQUIREMENTS 1 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B 1 2 • ACCESSIBLE PARKING 2 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B42 3 Ramps shall not encroach into any accessible parking space or the adjacent access aisle Section 1129B43 • SIGNAGE 4 Per Section 1003 2861, tactile exit signs shall be required at the following locations a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway The tactile exit sign shall have the words, "EXIT ROUTE" b) Each grade-level exit door The tactile exit sign shall have the word, "EXIT" c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway The tactile exit sign shall have the following words as appropriate i) "EXIT STAIR DOWN ", "EXIT STAIR UP" 5 Tactile stair level identification signs (complying with Section 1117B 5 1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stones in height to identify the floor level At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level Section 10033 3131 6 Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille Section 1117B 5 7 Provide a note on the plans stating that the signage requirements of Section 1117B 5 will be satisfied CARLSBAD 05-0313 FEB. 14, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO/ 05-0313 PREPARED BY All Sadre DATE FEB. 14, 2005 BUILDING ADDRESS 1811 ASTON AVENUE BUILDING OCCUPANCY. B TYPE OF CONSTRUCTION V-N/SPR BUILDING PORTION REMODEL - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 10214 - CB Valuation Multiplier * By Ordinance Reg Mod VALUE ($) 316,634 $1,214,92 1994 UBC Plan Check Fee Type of Review Complete Review Structural Only $789.70 I I Repetitive Fee Repeats Other Hourly Esgil Plan Review Fee Hour $680 36 Comments Sheet 1 of 1 macvalue doc DATE BUILDING ADDRESS PROJECT DESCRIPTION City of Carlsbad1^—_l^^_^__^^^___^^^_^^__^_«_gH«____«_«______p._____ Public Works — Engineering BUILDING PLANCHECK CHECKLIST /f// PLANCHECK NO CB ASSESSOR'S PARCEL NUMBER EST VALUE ^/j 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 ail comments attached, as failure to comply with instructions in this report can result in suspension of permit to build Q A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see^fnT^tattached report of deficienciesJT j r marked with D Wake necessary corrections to plans or sperailicaiierfs for compliance with applicable codesfand standards Submit corrected plans and/or specifications to this offpe^orreview By By Date Date ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date FOR OFICIAL USE ONLY ' ATTACHMENTS i J Dedication Application ' - Dedication Checklist U Improvement Application LJ Improvement Checklist D Neighborhood Improvement Agreement G Grading Permit Application D Grading Submittal Checklist Li Right-of-Way Permit Application fj Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M. FARMER City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2741 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract CA 92OO^-7314 (76O) 602-272O - FAX (760) BUILDING PLANCHECK CHECKLIST SITE PLAN 1SV 2ND ^ •S D LJ 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow 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 (show all dimensions) I Existing or proposed water service E Easements J Existing or proposed irrigation service ] D 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 ] [3 3 Include on title sheet- A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F \FarmertKalhy\MASTERS\Building Plancneck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D D 4a Project does not comply w;th the following Engineering Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS D D CD 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" 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 1840040 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 F \Farmer\Kalhy\M AST ERSiBui Id ing Plancheck Cklst Form (Generic) doc V BUILDING PLANCHECK CHECKLIST ..ST CH D 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 LD n D 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 360 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date CD D Q 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code D D D 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import, export and remedial) This information must be included on the plans. D D 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 Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date D D 7c Graded Pad Certification required (Note: Pad certification may be required even if a grading permit is not required ) F \FaimerM<athy\MASTERS\BijildinB Plancheck Ckist Form (Generic) doc 9 BUILDING PLANCHECK CHECKLIST ..ST pND QRD D D D 7d No Grading Permit required D D D 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 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 dram, sewer and water utilities Right-of-Way permit required for D D 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 Cammo 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 D IH D 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 -Q~~ D D 11 Q Required fees are attached - ^SfNofees required ^o^^i ^ ^-^^ WATER METER REVIEW D D D 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service ertKathy\MASTEHS\Building Planchsck Cklsl Form (Generic) doc ST >RD D D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 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 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve. • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, ail 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 F \Farmer\KathyWASTERS\Buildmg Planchack Cklal Form (Generic) due 1ST 2r BUILDING PLANCHECK CHECKLIST 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future CD 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13,. Additional Comments F \Farmer\Kalliy\M AST ERS\Buildi tig Plancheck Cklsl Form (Generic) do 7 (t: n n ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Bldg Permit No Prepared by Date Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use Sq Ft /Units Types of Use Sq Ft /Units APT CALCULATIONS List types and square footages for all uses Types of Use Sq Ft /Units Types of Use Sq Ft /Units EDU's EDU's ADT's ADT's FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS = $ D 2 TRAFFIC IMPACT FEE ADT's/UNITS X FEE/ADT — $ n D n 3 BRIDGE AND THOROUGHFARE FEE ADT's/UNITS 4 FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU's BENEFIT AREA EDU's (DIST #1 DIST #2 X FEE/ADT ZONE X FEE/SQ FT /UNIT X FEE/EDU X FEE/EDU DIST #3 ) = $ = $ = $ D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA HIGH ACRES X FEE/AC _ D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE = $ /LOW = $ SDCWA FEE IRRIGATION r9|r,,|ai|nn Worksheet 1 of 2 Rev 7/14/00 S % o o J n, t*a*\ -,*•s- -fin0 g o DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB /*? } '_ r~* t +^i APN: f£>((Address Phone (760) 602- Type of Project & Use.. Zoning: CM General Plan: P'l CFD (in/out) #__Date of participation:. Net Project Density. f^/A_ -DU/AC Facilities Management Zone: Remaining net dev acres. Circle One (For non-residentiaf development' Type of land used created by this permir___ ) Legend: IS Item Complete - Environmental Review Required:% ' • DATE OF COMPLETION* ' Item Incomplete - Needs your action YES _ 1 NO _ TYPE _— ~" Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: _____ Discretionary Action Required: APPROVAURESO. NO PROJECT NO YES NO TYPE DATE OTHER RELATED CASES. Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: , Coastal Zone Assessment/Compliance Project s/te located in Coastal Zone*? YES___ NO_ CA Coastal Commission Authority? YES NO. If California Coastal Commission Authority. Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log #: > Follow-Up Actions: ... s \ ,r \ \ * 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. * - "^ . InclusionaryHbusing Fee required: YES l NO '" l - ' \ ' > (Effective date of Inclusionary Housing Ordinance - May 21,1993.) ; , ' Data Entry Completed? YES NO ' (A/P/Ds^ Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H VADMIN\COUI^ER\BldgPinchkRevChklst Rev 9/01 an a a an CD Q 1- Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard , slopes). '„ x' ' d Q 2. Provide legal description of property and assessor's parcel number. — _ _.; » " "* **"" */ ' \ • * ^ * Policy 44 - Neighborhood Architectural Design Guidelines D 1. Applicability: YES NO X D D D 2. Project complies YES NO Zoning: fe D D 1- Setbacks: Front: Required Interior Side: Required Street Side: Required ^^^ mmwn s s< s Rear: Required Shown ^^\Y&^\— Top of slope: Required Shown <£iszL^tcna PertnitJ/ r ' Shown _ Shown _ Shown Shown { O D [U D 2- Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required. 3. Lot Coverage: Required. 4. Height' Required. Shown Shown Shown Shown Shown 5. Parking:Spaces Required Shown Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown j Additional Comments Cl\£' maw OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H'\ADMIN\COUNTER\BldgPInchkRevChklst DATE Rev 9/01 Carlsbad Fire Department 050313 ' 1635 Faraday Ave v Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report 03/25/2005 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address YEN & ASSOC 1024ROSECRANSST City, State SAN DIEGO CA 92106 Plan Checker Job Name Blackmore-Lot 66 Job# 050313 Job Address 1811 Aston Ave h J Bldg# CB050313 Ste orBldg No Approved 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 and standards Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Approved Subject to The item you have submitted for review has been approved subject to the attached conditions The approval is based on plans, information and/or specifications provided in your submittal Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards Incomplete The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards Please review carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval Review FD Job # 1st 9nH 3rd 050313 FDFile# Other Agency ID ^Requirements Category: Building Plan Requirement Pending 05 01 Project Data Provide complete address and suite designation Provide building construction information indicating occupancy classification, type of construction, number of stories, aggregate square footage, occupant load, and description of intended uses UNDER FIRE NOTES THERE ARE SEVERAL REFERENCES TO "FHPS POLICY" FOLLOWED BY AN ALPHANUMERIC DESIGNATOR PLEASE REMOVE ANY AND ALL OF THESE REFERENCES PLEASE INCLUDE THE FOLLOWING NOTE " THE FIRE SPRINKLER SYSTEM FOR THIS BUILDING MUST BE DESIGNED TO 33GPM/3000 S F PROVIDE NOTE ON THE PLANS THAT FIRE SPRINKLER PLANS SHALL BE SUBMITTED TO THE FIRE DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION Requirement Pending 05 05 Water Improvement Plans Submit water improvement plans for review and approval AS PREVIOUSLY DISCUSSED WITH THE SHELL BUILDING ARCHITECT, THE FIRE DEPARTMENT WOULD PREFER THAT THE FIRE SPRINKLER RISER BE LOCATED IN A ROOM OR AREA ACCESSIBLE FROM THE EXTERIOR ADDITIONALLY THIS ROOM MAY ALSO BE USED FOR OTHER UTILITIES SO LONG AS PROPER SEPERATIONS CAN BE MAINTAINED Requirement Pending 0521 Exit Doors Exit doors shall be of the pivoted type or side hinged swinging type Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more Special Doors - Revolving, sliding and overhead doors shall not be used as required exits Power-operated doors complying with UBC Standard 7-8 may be used for exit purposes Additional Doors - When additional doors are provided for egress purposes, they shall conform to all the provisions of UBC Chapter 10 See item 32 for specific requirements for your exit doors THE DOORS LEADING INTO AND FROM THE RATED EXIT STAIRWELLS SHALL BE RATED 60 MINUTE DOORS PLEASE REVISE DOOR SCHEDULE AND SHEET A 1 1 AND A 1 2 SHEET A 6 1 - DOOR AND WINDOW SCHEDULE REVISE NOTES FOR DOOR 210 TO REFLECT FIRE LABEL 60 MIN AND CHANGES NOTED ABOVE DOORS 103 AND 115 SHALL BE RATED DOORS IN REMARKS FOR ALL RATED DOORS PLEASE INCLUDE SMOKE SEALS Page 1 03/25/05 Carlsbad Fire Department 050313 1635 Faraday Ave Carlsbad, CA 92008 Plan Review Requirements Category: Date of Report Q2/Q8/20Q5 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address YEN & ASSOC 1024ROSECRANSST City, State SAN DIEGO CA 92106 Plan Checker Job Name Lot 66, 1811 Aston Job# 050313 Job Address 1811 Aston Ave D Bldg# CB050313 Ste orBldg No Approved 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 and standards Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Approved The item you have submitted for review has been approved subject to the Subject to " attached conditions The approval is based on plans, information and/or specifications provided in your submittal Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards Incomplete The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards Please review carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval RRUIRW 1 st FDJob# 050313 2nc) 3rH Other Agency ID FDFile# Requirements Category:Building Plan Requirement Pending 0521 Exit Doors Exit doors shall be of the pivoted type or side hinged swinging type Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more / Special Doors - Revolving, sliding and overhead doors shall not be used as required exits Power-operated doors complying with UBC Standard 7-8 may be used for exit purposes Additional Doors - When additional doors are provided for egress purposes, they shall conform to all the provisions of UBC Chapter 10 See item 32 for specific requirements for your exit doors THE DOORS LEADING INTO AND FROM THE RATED EXIT STAIRWELLS SHALL BE RATED 60 MINUTE DOORS PLEASE REVISE DOOR SCHEDULE AND SHEET A 1 1 AND A 1 2 SHEET A 6 1 - DOOR AND WINDOW SCHEDULE REVISE NOTES FOR DOOR 210 TO REFLECT FIRE LABEL 60 MIN AND CHANGES NOTED ABOVE IN REMARKS FOR ALL RATED DOORS PLEASE IN CLUDE SMOKE SEALS Page 1 02/08/05 STRUCTURAL CALCULATIONS PROJECT LOT HOROWITZTAYLORKUSHKAKI STRUCTURAL ENGINEERS DESIGN ASSUMPTIONS CONCRETE STRENGTH AT TWENTY EIGHT DAYS MASONRY GRADE "N" CONCRETE BLOCK F ' M = MORTAR TYPE S 1,800 PS! GROUT _ 2000 PSl REINFORCING STEEL A-615 GRADE 40. GRADE 60 STRUCTURAL STEEL A-36 LUMBER DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE PSl PS! #4 AND LESS (U O N #5 AND LARGER #2 #2 STUD OR BETTER REPORT BY WIND FORCE DESIGN LOADS RO'OF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL & CLG MISC TOTAL = ROOF LIVE LOAD SLOPING FLAT REPORT NO SOIL PRESSURE 2-OOO FLAT FLOOR DEAD LOAD JNT FLOORING PLYWOOD JOISTS INSUL &CLG MISC TOTAL = FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY EXT WALL DEAD LOAD INTERIOR EXTERIOR 10PSF 16PSF 40 PSF 60 PSF(UON) 100 PSF These calculations are Jimjted only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record Job No £>4^n Designed By &£>-_• i_j Date if [30/04 14288 Damelson St • Suite 200 * Poway CA 92064-8819 •679-8989 • Fax (858) 679-8959 I*-* 106- £ V } = , 17 <2-r" ~ Vz," ft U? V, '<_ = loS v* * "00 , 5: i- 7 TV •*• , UJ frlffl^JftU. TOf Vi J ?t p^ 3.=, i ^ «,T ' 1 0 <3 - ^ V - = IgZ l-tt •o ~ ® •' V ' //I ^ -f - Geotechnical - Geologic • Environmental 5741 Palmer Way - Carlsbad, California 92008 • (760)438-3155 - FAX (760) 931-0915 March 21, 2005 W O 4466-A-SC The Blackmore Company 1530 Faraday Avenue, Suite170 Carlsbad, California 92008 Attention Ms Colleen Blackmore Subject Geotechnical Review of Lobby and Core Improvements Plans, Carlsbad Research Center, Lot 66, Carlsbad, San Diego County, California Dear Ms Biackmore In accordance with your request, GeoSoils, Inc (GSI) has reviewed the existing soils reports (GSI, 2004a, 2004b, 1998, and 1996) and the lobby and core improvements plans (HTK, Structural Engineers [HTK], 2004) for the proposed development, and has prepared this geotechnical plan review letter The purpose of our study was to review HTK (2004) for general conformance with the recommendations outlined in GSI (2004a, 2004b, 1998, and 1996) Our scope of services has included a review of the existing soils reports (GSI, 2004a, 2004b, 1998, and 1996), and the lobby and core improvements plans (HTK, 2004), analysis of data, and the preparation of this geotechnical review letter Unless specifically superceded in the text of this report, the recommendations presented in GSI (2004a, 2004b, 1998, and 1996) are considered valid and applicable, and should be appropriately implemented during planning, design, and construction GSI recommends that the structural consultant for the mam building review and comment on these plans with regard to geometric layout of footings within the main foundation plan The wall column loads should also be reviewed for structural compatibility o PROPOSED DEVELOPMENT *r It is our understanding that the proposed development is to consist of preparing the site for the construction of a two-story, "tilt-up" commercial building that would be supported by continuous and pad footings with a concrete slab-on~grade floor GEOTECHNICAL REVIEW OF LOBBY AND CORE IMPROVEMENTS PLANS The reviewed structural plans, notes, and details appear to be in general conformance with the recommendations provided by this office and presented in GSI (2004a, 2004b, 1998, and 1996), from a geotechnical viewpoint Based on our review, the following comments are provided 1 The reference to the soils report on sheet SP1 is incorrect with respect to GSI's project number and date of publication. It is the opinion of GSI that GSI (2004a and 2004b) and this letter should be referenced on HTK (2004) 2 Foundation Note No 3 on sheet SP1 should indicate that all footings should be a minimum of 24 inches deep below the lowest adjacent grade This should be indicated on all structural details regarding the proposed foundation In the field, GSI will evaluate footing excavations from a geotechnical standpoint 3 Foundation Drawing Note No 1 on sheet S2 is not consistent with GSI recommendations for slab thickness. According to GSI (2004b), the concrete slab should be 5 inches thick, minimally It is the opinion of GSI that Foundation Drawing Note No 1 should indicate the actual thickness of the moisture barrier According to GSI (2004b), the moisture barrier should consist of a minimum 10-mil, polyvmyl-chloride membrane with all laps sealed, per the Uniform Building Code ([UBC], International Conference of Building Officials [ICBO], 1997) 4 With regard to Foundation Note No 11, GSI recommends that walls not be overloaded by backfill equipment or stockpiled building materials Only equipment necessary to achieve the required compactive effort should be utilized 5 With regard to structural concrete (Sheet SP1, Notes 5 and 6), GSI is inquiring about the party responsible for reviewing the mix design Additionally, please provide the required water to cement ratio for structural concrete that will be evaluated by performance testing (by others) during construction 6 Please clarify the materials located below the slab indicated on Structural Details 2, 3, 6, and 7 on Sheet SD1 and Structural Detail 11 on Sheet SD2 If compacted fill is used on these details, please delineate as such 7 With regard to Structural Detail 7 on Sheet SD1, GSI is inquiring if a pressure relief valve is necessary to mitigate the potential for hydrostatic uplift to the lower footing 8 With regard to Structural Detail 5 on Sheet SD1, it is the opinion that a description of construction sequencing should be considered as a part of this detail GSI recommends that the wall be constructed and backfilled prior to the construction of the "slab by others " The Blackmore Company WO 4466-A-SC Carlsbad Research Center, Lot 66 March 21, 2005 File e \wpg\4400\4466a grol Page 2 GeoSoils, Inc. 9 GSI is inquiring if the depression between the floor slab and wall, as indicated on Structural Details 1, 2, 4, 6, and 8 on Sheet SD1, is a well Please clarify 10 GSI is inquiring about the type of methodology to remove water from the bottom of the elevator pit An emergency sump pump, blind side water proofing and/or adjusted concrete mix design is recommended from a geotechnical standpoint LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area, however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading Site conditions may vary due to seasonal changes or other factors Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given Standards of practice are subject to change with time GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place In addition, this report may be subject to review by the controlling authorities Thus, this report brings to completion our scope of services for this portion of the project All samples will be disposed of after 30 days, unless specifically requested by the client, in writing The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Lot 66 March 21, 2005 File e \wp9\4400\4466a grol Page 3 GeoSoils, Inc. The opportunity to be of service is sincerely appreciated If you should have any questions, please do not hesitate to contact our office Respectfully submitted, GeoSoils, Inc. r- John P Franklin / Andrew TGuat pngineenng Geologist, CEG 1340 Geotechnical Eri RB/JPF/ATG/jk/jh Attachment. Appendix - References Distribution' (2) Addressee (2) Smith Consulting Architects, Attention Mr Scott Cairns The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Lot 66 March 21, 2005 File e \wp9\4400\4466a gro! Page 4 GeoSoils, Inc. APPENDIX REFERENCES GeoSoils, Inc , 2004a, Addendum to GeoSoils, Inc report dated August 16, 2004 and geotechnical plan review, Carlsbad Research Center, Lot 66, Carlsbad, San Diego County, California, W O 4466-A-SC, dated December 10 , 2004b, Update geotechnical evaluation, Carlsbad Research Center, Lot 66, Carlsbad, San Diego County, California, W O 4466-A-SC, dated August 16 , 1998, Geotechnical response to review by City of Carlsbad, Lot 66, Carlsbad Research Center, Carlsbad, San Diego County, California, W O 2146-A-SC, dated September 15 , 1996, Preliminary geotechnical evaluation, Carlsbad Research Center, Lot 66, City of Carlsbad, San Diego County, California, W O 2146-A-SC, dated November 11 HTK, Structural Engineers, 2004, Lobby and core improvements plans for Lot 66, 1811 Aston Avenue, Carlsbad, California 92008, sheets SP1, S2, SD1 and SD2, job no 04-217 00, dated November 16 International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2 , 1997, Uniform building code- Whittier, California, vol 1, 2, and 3 GeoSoils, Inc. , SECOND, UPDATE GEOTECNICAL EVALUATION :*'V"' ( CARLSBAD RESEARCH CENTER; LOT 66 ,yt-, ^ ^ "' CITY, OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA^ ' <> THE BLACKMORE COMPANY,,., 1530 FARADAY AVENUE*, SUITE 170 >, CALIFO~RNIA~92008V Geotechnical • Geologic - Environmental 5741 Palmer Way * Carlsbad, California 92008 - (760)438-3155 • FAX (760) 931-0915 February 16, 2005 W.O 4466-A-SC The Blackmore Company 1530 Faraday Avenue, Suite170 Carlsbad, California 92008 Attention Ms Colleen Blackmore Subject Second Update Geotechnical Evaluation, Carlsbad Research Center, Lot 66, City of Carlsbad, San Diego County, California Dear Ms. Blackmore In accordance with your request, GeoSoils, Inc (GSI) has logged additional exploratory subsurface excavations atthe subject site, performed additional laboratory testing, and has prepared this second update geotechnical evaluation The purpose of our study was to obtain additional information as to the nature of earth materials underlying the site, and to provide update recommendations for site preparation and earthwork construction based on our findings. Our scope of services has included a review of the existing soils reports (see Appendix A), additional subsurface investigation, pertinent laboratory testing, and the preparation of this update report Unless superceded in the text of this report, the recommendations presented in GSI (2005, 2004a, 2004b, and 1996) are considered valid and applicable, and should be appropriately implemented during planning, design, and construction SITE EXPLORATION Surface observations and subsurface explorations were performed on February 4, 2005, by a representative geologist of this office A survey of line and grade for the subject site was not conducted by this firm at the time of our site reconnaissance Near-surface soil and geologic conditions were explored with 10 exploratory test pit excavations within the site The purpose of the test pits was to determine the geotechnical properties of the underlying materials The approximate locations of each exploratory test pit are shown on the attached Geotechnical Map (see Figure 1) Test Pit Logs are presented in Appendix B N oB-1 af Approximate location of proposed building LEGEND af Artificial fill - documented Jsp Jurassic Santiago PeakVolcanics .1—O-*Geologic contact, queriedwhere uncertain 0 TP-10 Approximate location ofexploratory test pit (this study) (""") B-4 Approximate location of exploratory boring (GSI, 1996) Lot 67 GEOTECHNICAL MAP DATE 2/05 WO. NQ 4466-A-SC Geotechnical • Geologic - Environmental Scale: None FIGURE 1 FORM 89/2 2 SITE GEOLOGIC UNITS The site geologic units encountered or observed during the additional subsurface investigation included artificial fill (documented) and the Jurassic Santiago Peak Volcanics The earth materials are generally described below, from the youngest to the oldest The distribution of these materials is shown on Figure 1 • Artificial Fill (Documented) It is our understanding that documented artificial fill, placed during mass grading of the Carlsbad Research Center, mantles a majority of the site at the surface. However, documentation of these fill soils was not provided to this office. Where encountered during this investigation, these materials generally consisted of brown to dark brown sandy clays and sandy silts and light gray to yellow brown to gray to dark brown to brown to orange clayey sands and silty sands. These documented fill soils are generally suitable for the support of settlement-sensitive improvements and/or engineered fill in their existing state However, the upper ±1/2-foot to ±21/2 feet of the fill has been degraded from periodic wetting and drying and therefore, is generally considered unsuitable to support settlement-sensitive improvements and/or engineered fill in its existing state. Mitigation in form of removal and recompaction will be necessary. The upper ±1/2-footto ±21/2feet of the fill varies from low to medium expansive and also possesses a plasticity index (PI) greater than 15 which will necessitate a more onerous foundation design unless removed from the influence of the proposed building and replaced with non-plastic materials, or blended with the underlying sandy fill soils Jurassic Santiago Peak Volcanics (Map Symbol - Jsp) The Jurassic Santiago Peak Volcanics were observed to underlie the existing fill in some of our test pits Where encountered, these bedrock materials generally consisted of fractured, meta-volcanic rock that broke to clayey sand and silty sand with angular gravel- to cobble-size rock fragments upon excavation Generally, the size of the rock fragments was on the order of 4 to 8 inches in one dimension Excavation, into the bedrock with a Caterpillar 320 track excavator to a depth of 9 feet below grade, ranged from slightly to moderately difficult These bedrock materials are generally considered suitable for the support of settlement-sensitive improvements and/or engineered fill in their existing state LABORATORY TESTING General Representative composite samples of site soil were collected for appropriate laboratory testing The purpose of the laboratory testing was to determine if blending the low to The Blackmore Company WO 4466-A-SC Carlsbad Research Center, Carlsbad February 16, 2005 File e \wp9\4400\4466a sug Page 3 CeoSoilSj Inc. medium expansive sandy and clayey onsite soils, at different ratios, could produce a PI of less than 15, which would allow for a variance in foundation design from Section 1815 of the Uniform Building Code ([UBC], International Conference of Building Officials [ICBO], 1997). Expansion Potential Expansion testing was performed on representative blended samples of site soils in accordance with UBC Standard 18-2 The results of the supplemental expansion testing on blended site soils are presented in the following table BLEND RATIO (SAND.CLAY)1 21 41 EXPANSION < INDEX 52 38 EXPANSION POTENTIAL, Medium Low Atterberq Limits Supplemental testing was performed on representative blended soil samples to evaluate the liquid limit, plastic limit and plasticity index in general accordance with ASTM D4318-64 The test results are presented in the following table and in Appendix C BLEND.RATIO (SAND:CLAY)X 21 41 LIQUID «; * ', LIMPt 37 31 PLASTIC. ' LIMIT 18 20 PLASTICITY INDEX: 19 11 CONCLUSIONS AND RECOMMENDATIONS As stated earlier, unless superceded in the text of this report, the recommendations presented in GSI (2005,2004a, 2004b, and 1996) are considered valid and applicable, and should be appropriately implemented during planning, design, and construction. Based upon our field observations, laboratory testing, and engineering analysis, the primary geotechnical concerns with respect to the proposed development are • Depth to competent bearing soils/suitability of existing artificial fill and remedial removals The Blackmore Company Carlsbad Research Center, Carlsbad File e \wp9\4400\4466a sug GeoSotls, Inc. WO 4466-A-SC February 16, 2005 Page 4 The PI of the onsite soils • Rock hardness/nppabflity (trenchabihty) of the bedrock • Particle sizes of the excavated bedrock. The recommendations presented herein consider these as well as other aspects of the site The engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work 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 1 Soil engineering, observation, and testing services should be provided during grading to aid the contractor in removing unsuitable soils and in his effort to compact the fill 2. 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 3 The existing documented fill soils and the Jurassic Santiago Peak Volcanics are generally considered to be suitable for the support of settlement-sensitive improvements and/or engineered fill in their existing state However, the upper ±1/2 foot to ±21/2 feet of the documented, clayey artificial fill has been degraded due to periodic wetting and drying and is therefore, considered unsuitable for the support of settlement-sensitive improvements and/or engineered fill in its existing state Removal and recompaction will be necessary Additionally, the recently backfilled test pits were not compacted to industry standards Thus, removal and recompaction in the areas of the subsurface explorations will also require removal and recompaction 4 Laboratory testing indicates that a 4 1 (sand clay) blend ratio would be necessary to attain a PI less than 15 and a variance from Section 1815 of the UBC (ICBO, 1997) Alternative earthwork recommendations, to those provided in GSI (2005) for essentially creating a fill cap where the PI is less than 15, are as follows- Alternative A • The upper ±V^ foot to ±2Vz feet of the clayey fill soils should be removed to expose the underlying sandy fill soils to a lateral distance of 10 feet outside The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Carlsbad February 16, 2005 File e \wp9\4400\4466a sug Page 5 GeoSoils, Inc. the building footprint The removal bottom should be designed to slope away from the building. The removed soils should be exported from the site or placed within the driveway/parking areas It should be noted that placing these clayey soils within the driveway/parking areas could result in more onerous pavement sections and hardscape designs Once removals are completed, the bottom of the removal excavation should be scarified, moisture conditioned to at least optimum moisture content, and recompacted to 90 percent relative compaction The removed clayey soils should be replaced with onsite or import fill soils possessing a PI less than 15. The replacement fill should be moisture conditioned to the soils optimum moisture content (or slightly above) and be compacted to 90 percent relative compaction It should be noted that GSI will need to perform additional laboratory testing of any proposed import soils to verify compatibility, expansion potential and plasticity index -or- Aiternative B The upper 8 feet of the existing fill soils should be removed, thoroughly blended, moisture conditioned to, or slightly above the soil's optimum moisture content, and compacted to 90 percent relative compaction. The lateral extent of the removal and blending should be at least 10 feet outside the building footprint Prior to fill placement, the removal bottom should be scarified, moisture conditioned to at least the soil's optimum moisture content, and recompacted to 90 percent relative compaction It should be noted that thrs alternative scenario will require selective grading and that soils possessing a PI greater than 15 may still be encountered at finish grade Field observations and a conversation with the equipment operator indicate that excavating into the bedrock, with a Caterpillar 320 track excavator to a depth of 9 feet below the existing grade, ranged from slightly to moderately difficult However, the possibility of focalized "hard spots" requiring heavy ripping, blasting, or difficulty trenching cannot entirely be precluded in the southeast portion of the site Excavation into the bedrock generally produced clayey sands and silty sands with angular gravel- to cobble-size clasts. A majority of the rock fragments were measured to be between 4 and 8 inches in one dimension. However occasional rock fragments up to 12 inches in one dimension were observed The Blackmore Company W O 44G6-A-SC Carlsbad Research Center, Carlsbad February 16, 200S File e \wp9\4400\4466a sug Page G GeoSoils, Inc. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading Site conditions may vary due to seasonal changes or other factors Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given Standards of practice are subject to change with time GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented Use of this report constitutes an agreement and consent by the user to alt the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities Thus, this report brings to completion our scope of services for this portion of the project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Carlsbad February 16, 2005 File e \wp9\4400\4466asug Page 7 GeoSoils, Inc. The opportunity to be of service is greatly appreciated If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoStffc, Inc. Paul L McClay Engineering Geologis RB/ATG/PLM/jk/jh Attachments Distribution Andrew T Guatelh Principal Engineer, GE 2320 Appendix A - References Appendix B - Test Pit Logs Appendix C - Laboratory Data (4) Addressee (1) Smith Consulting Architects, Attention Mr. Scott Cairns (1) Reno Contracting, Inc , Attention Mr Wade Richardson The Blackmore Company Carlsbad Research Center, Carlsbad File e \wp9\4400\4466a sug WO 4466-A-SC February 16,2005 Pages GeoSoils, Inc. * s h. - • ' ' -)" ' ^ ' I.1 *^'*1. APPENDIX A REFERENCES GeoSoils, Inc , 2005, Alternative earthwork recommendations, Lot 66, Carlsbad Research Center, Carlsbad, San Diego County, California, W 0.4466-A-SC, dated January 13 , 2004a, Addendum to GeoSoils, Inc report dated August 16,2004 and geotechnical plan review, Carlsbad Research Center, Lot 66, Carlsbad, San Diego County, California, W O 4466-A-SC, dated December 10 , 2004b, Update geotechnical evaluation, Carlsbad Research Center, Lot 66, Carlsbad, San Diego County, California, W O. 4466-A-SC, dated August 16. , 1998, Geotechnical response to review by City of Carlsbad, Lot 66, Carlsbad Research Center, Carlsbad, San Diego County, California, W O 2146-A-SC, dated September 15 , 1996, Preliminary geotechnical evaluation, Carlsbad Research Center, Lot 66, City of Carlsbad, San Diego County, California, W.O 2146-A-SC, dated November 11. GSSI, Structural Engineers, 2005, Structural plans for. Lot 66, Carlsbad Research Center, Carlsbad, California, sheets S1 1, S2 1, S4 1 and S4 2, job no 97101 S02, revision dated January 25 International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2 , 1997, Uniform building code Whittier, California, vol 1, 2, and 3. GeoSoils, Inc. TEST PIT LOGS UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Coarse-Grained SoilsMore than 50% retained on No 200 sieves200 sieveFine-Grained Soi50% or more passes No03 tn £ ffl S -5 c » - 1 5° |° o o £ QJ _10 °l sf »- <D c m o _ > m 12„ >- m aj cz |S 5 0# w ^ fa "* QJ to |J> tn 5 1.2 "]i "2 o W w ^to -g m ~c "^ ~ en f Highly Organic Soils Group Symbols GW GP GM GC SW SP SM sc ML CL OL MH CH OH PT Typical Names Well-graded gravels and gravel- sand mixtures, little or no fines Poorly graded gravels and gravel-sand mixtures, little or no fines S Ity gravels gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands and gravelly sands, little or no fines Poorly graded sands and gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts, very fine sands, rock flour, silty or clayey fine sands Inorganic clays of low to medium plasticity gravelly clays, sandy clays, si)ty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat, mucic, and other highly organic soils CONSISTENCY OR RELATIVE DENSITY CRITERIA Standard Penetration Test Penetration Resistance N (blows/ft) 0-4 4-10 10-30 30-50 >50 Relative Density Very loose Loose Medium Dense Very dense Standard Penetration Test Penetration Resistance N (bfows/ft) Consistency <2 Very Soft 2-4 Soft 4-8 Medium 8-15 Stiff 15-30 Very Stiff >30 Hard Unconfined Compressive Strength (tons/ft2) <025 025- 050 0 50 - 1 00 1 00 - 2 00 2 00 - 4 00 >400 3" 3/4" #4 #10 #40 #200 US Standard Sieve Unified Soil rnhhlpe:Classification c°bbles Gravel Sand coarse fine coarse medium fine MOISTURE CONDITIONS Silt or Clay MATERIAL QUANTITY OTHER SYMBOLS Bry Absence of moisture dusty, dry to the touch trace 0 - 5 % C Core Sample Slightly Moist Below optimum moisture content for compaction few 5-10% S SPT Sample Moist Near optimum moisture content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25 - 45 % T Groundwater Wet Visible free water, below water table Qp Pocket Penetrometer BASIC LOG FORMAT Group name, Group symbol, (grain size), color, moisture, consistency or relative density Additional comments odor, presence of roots, mica, gypsum, coarse grained particles, etc EXAMPLE f Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets File Mgr c,\SoilClassif wpd PLATE B-1 O o> "o 2 8-S< E co CO CO o o nsJS O m w CO >* cdn Q "8-1 LL. Q. 07 LUH CC O IT O Q. XLU LL O O O J > - ,! '' '>* ' 1 ' > k 3' i ^ . ' •" ^ * * > ,* > ' ' -i. , r , ¥"-, ' l' z ! ; o a. ' "-" DC ,; ° ',* - v in , j ^ •• v, *„ s v LU LU "~ ' f! UJ i OC\ t V ^! o ; >5 _j ^GROUP/SYMBOL'*. t X •5 JT" *" ** PT $^ \°^ HO;w z .1|S?E^ ow too E >^ 2D) _o o ^ARTIFICIAL FILL- SANDY CLAY.o CM o _ co55cdooo « to E •5o> £ CL EcdT3 | ^SANDY SILT/SANDY CLAY, darkorgan icsQ v^f•rCM CM CD ,-i CD ^J E •a 0 E 4-TCO O E cf o JZ CO5 "CD o cd O) D) Q" CO O o C/) en ^NCM T3CD ai Total Depth = 9'No Groundwater/Cavjng EncountBackfilled 2-4-2005d.h- 4-1 O CO -CO o E c" o o4-1 > o1— 1 T3CD E ARTIFICIAL FILL: SANDY CLAY.o i — o o•4-* CD O3 ro o _o c o -"^ £2 _o "CD o cd D) _C Ol m SILTY SAND to CLAYEY SAND, lidark brown, moist, medium densio Q)^L. CD o5 Total Depth = 9'No Groundwater/Caving EncountBackfilled 2-4-2005C\j a.h- CO LU O O n * 2" ^1 OE jo CM "o ca •*"ra O >, CD jo CO CD 2 O. LU I- >-DC O CCo_JQ.XLU LL. O oo * ,*( * * s 1 'l 1 '( ' < s , ;, 5 ."-."<, "~ '' f, ^ C " ; ' '» J c" ' ; \ / , \* DESCRIPTIONg£f'uj.g^ • '' cc3 --v .'' 1^ V UJ ' ' „ < Q f~" > ^ 07? DQr ffi syri >- CO , X ' ^~ **^^Q-v *;^ LU t- vg; H t to= CO E?o "ffi oenCOooo £-" o to ARTIFICIAL FILL- SANDY CLAY, brown, moi1o •^cy •^O _^ rB "O -i2 B$ 2 03 CT ti 0 T*- 0r~ ^r 5 oO ^r L- H •^ ^_ "« — S D3O c Tn S i SILTY SAND to CLAYEY SAND, light gray to yibrown, moist, medium dense, occasional sutoCO SCO ^~ CM c 5o ^^(O _o CD o 03 S J30Q. "5 >• D) ^-^f Oocc o •z.SANTIAGO PEAKVOLCANICS: METAVOLCCCO 5 O ^cCO LU § O o to-^ ,„CO S03 CO 02 •"""t/3 *^~ o E •a *r- 55, CO 0) D3 5J ll Q 8 O3 in CO a.: Total Depth = 9'No Groundwater/Caving EncounteredBackfilled 2-4-2005wQ coO) o "cOL:o to COooo 4=TOto 'to ARTIFICIAL FILL. SANDY CLAY, brown, moiio ^j*-, o C5o ^c~to _g "03 Q Z CO It CO n>. -ff.?JL Oocc g z SANTIAGO PEAKVOLCANICS- METAVOLCCO CO03 *2 X3- CO - O CD 2" Z3 ,— O TCO CM CD CD" yto w ^ o 05 ° > 0 £r_i . -Q>, 0)co a. 01 ^ CO ^ 1 **Total Depth = 4'No Groundwater/Caving EncounteredBackfilled 2-4-2005CL h- CO CQ LU 3 Q- O o>CO o O TJ tf)cd O_ JD OE CO CM -^ ~ ^_-O CO *tJ5 o >,m co « CD 2 Q CD —' U_ CO ta. CO UJi- GC Oscco a.XUJ LJ_O ao < • '- '„ ' ' '• ' , V I , >J~ ' . ',' * ' „< . 1/J ^ z 'DESCRIPT10< •>- fr "• i 1 ^ ' ' >iV 1 IN " ' 'UJ ' • 1 '•' tt ^" H 3?' 6 SAMPLE' DEPTH"'(ft.), '"'|l i ^ (0 ;ii Q ^ ! ^ O * 1 1' ' ' * •^ Q. Ot/3 5 b c" o FICIAL FILL- SANDY Cl-cr _jo OJ o 0COd 0 medium cU) O cf o -Q _O CO D) J— • D) Q" CO UJ 5 O oCO CM ounteredDepth = 9'roundwater/Cavmg Enctilled 2-4-2005CO ^ o O O cOI- Z CD LO Q_H- O JD ^C CO-o o ^5o to _o "0 o CO D)FICIAL FILL- SANDY Ct, soft to medium denseen o< E o CD O CDUJ 0 T3 E ^3 T3 0E i r V) Ot c5o ^to _o "0 o c o o CO D) Q CO ^o o CO CD ^COT3 O1 O £1 - ^L, ( ) Off LCANICU ^UJ ^ COo TIAGO PEAK VOLCAN7 $ o 0 JD ^H Q. i— 3D)C CO Q < cCO 0fill^s J Xo ° a|CO 3 "cO «0 to If Q3 E £r S o ^ CL 0 E ^ro <p T3 0 >, -Q D) O cn CO CD D_ 1-ounteredDepth = 9'roundwater/Cavmg Encfilled 2-4-2005CO ^ n"o o co *± CD UJ §Q. O CD T3 LD °? I E q<, E jo CM $|5£ ^m CD « O CD H^ J=: (0UJ DC O cco_IQ.Xatu_O (3O • / i •i , 1 ^' > , ; "" Z 'O 1- v! D_ * f cc , O0) ,' • UJ " ]Q < *~ ' v" < s •• 1 * i^^ XMOISTURE '(%) ' ,SAMPLEDEPTH'*(ft.)GROUPSYMBOL,X a I t-,6 ; s t o •I-1 ob c o -° <j o Q TIFICIAL FILL. SArCC< o C\l o CD C T3 O E D) D) Q CO CO CO O TJCD CD c:3OO LJJ D)al Depth = 10'Groundwater/Cavirskfilled 2-4-2005O O rd £ Z CO ^Q. O OCO •1— •COo1- c 5o .0 CO o co COCOo = CD0 N >• CO O c: o •". ^O o TIFICIAL FILL SAor< CD .a JDoo co O)c CO COco dium dense, occasCDE o CO o CO D_ 1- c T3 E o> E to o E cf o "i o CD O CO D) CT Q ~2L CO CO CO o CO T3 CD CD C •3 Oo LLJ D)al Depth = 101/2'Groundwater/Cavirskfilled 2-4-2005O O (0i- z m inmLU SD_ OCO < E ^ T3 mCO O -Q P. CO O u >, CD %to 2 Q. WUJ CC O CC O LL O (3 O 1 •*' ' ;* '(^ { 1 V • ** _ , , 1 - < , , ' Z ' O • .'!-'D-, CC O(0 ,*UJ Q v v Y, ' '-* 1 ;' ';V - -, 1 ^- ! * w ' ' DC . 1- ^tf) S^. - O\ E > ^UJ _. ' "• n" "^S ^ ^£,GROUPSYMBOL "i -^ .- o X ' ; t "~" / ?f V 2tn zUJ • , Q. (Ooc03 D) O—CD g C/3cdooo tfoCO o E c5o ^ o Q <CO _i_i LL _J < O ARTIFIo CN 6 cp 1- "53o E cf5o - ^^^L O Q ~Z.<; CO o 0COc0T3 E 13 T3 0E to o E >^CO Dl Qz:<CO>-UJ^O w oo CO CD C\l T!0 04-J C13OOcLLI cn epth - 9'undwater/Cavied 2-4-2005Q £ = ^^^££& tioCO "co6 E cf o o Q <CO li_l LL _l < O ARTIFI• o 1-6 o Q.iI jo 3 D> (0 "(0c:o toooo CD"tncCD T3 E •6 0E to o E cf o .a _o D) W Q" 03z: o •< CDC/) N UJ _CD o 8 o CO CD -aCD jg "crjooc= LLI D)epth = 9'undwater/Cavned 2-4-2005Q o = S0?o o toi- z: CQ (O m UJ ''APPENDIX c LABORATORY DATA 60 50 tu 40Q to DL 20 10 CL ML CH MH 20 40 60 LIQUID LIMIT 80 100 Sample Depth/El LL PL PI Fines Classification 80/20Mix 00 31 20 11 Composite 00 37 18 19 GeoSollSi .Ink;.r S^J y. gtj ^ a 7j| i i«. GeoSoils, Inc 5741 Palmer Way Carlsbad, CA 92008 Telephone (760)438-3155 Fax (760)931-0915 ATTERBERG LIMITS1 Project BLACKMORE Number 4466-A-SC Date February 2005 RESULTS Figure C - 1 *>>. ' UPDATE GEOTECHNICAL EVALUATION CARLSBAD RESEARCH CENTER, LOT 66 . CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA I FOR Hoi THE BLACKMORE COMPANY 1530 FARADAY AVENUE, SUITE 170 CARLSBAD, CALIFORNIA 92008 W.0. 4466-A-SC AUGUST 16, 2004 GeoSo Geotechnical * Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 August 16, 2004 W.O. 4466-A-SC The Blackmore Company 1530 Faraday Avenue, Suite170 Carlsbad, California 92008 Attention: Ms. Colleen Blackmore Subject: Update Geotechnical Evaluation, Carlsbad Research Center, Lot 66, Carlsbad, San Diego County, California Dear Ms. Blackmore: In accordance with your request, GeoSoils, inc. (GSl) has reviewed the existing soils reports (GSl, 1996 and 1998) for the subject site and has prepared this update geotechnica! evaluation. The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide update recommendations for site preparation, earthwork construction, and foundation design/construction, based on our findings. Our scope of services have included a review of the existing soils reports (GSl, 1998 and 1996), a site reconnaissance visit, and the preparation of this update report. Unless superceded in the text of this report, the recommendations presented in GSi (1998 and 1996) are considered valid and applicable, and should be appropriately implemented during planning, design, and construction. SITE RECONNAISSANCE A site reconnaissance visit was conducted on August 10,2004, by a representative of this office. Upon observation, the site appeared to be generally in the same condition as it was during the preparation of GSl (1996). SEISMIC DESIGN PARAMETERS ISeismic Zone (per Figure 16-2*) Seismic Zone Factor (per Table 1 6-I*) Soil Profile Type (per Table 16-J*) 4 I 0.40 I SD I Seismic Coefficient Cffl {per Table 1 6-Q*) Seismic Coefficient Cv (per Table 16-R*) Near Source Factor Na (per Table 16-S*) Near Source Factor Nv (per Table 16-T*) Seismic Source Type (per Table 16-U*) Distance to Seismic Source Upper Bound Earthquake (Rose Canyon) 044Na 0.64 Nv 1.0 1 19 B 3.7 mi (6.0 km) MW69 * Figure and table references from Chapter 16 of the UBC (ICBO, 1997) UPDATE EARTHWORK RECOMMENDATIONS Transitions/Overexcavation Based on a review of the grading plans (see the Appendix), it appears that a cut/fill transition crosses the southeast corner of the proposed structure. In order to provide uniform foundation support and better facilitate trenching for foundations/onsite utility trenches (under the slab), portions of the budding pad, located in cut and areas with plan fills less than ± 10 feet thick, should be overexcavated a minimum of ±10 feet below finish grade. The maximum to minimum fill thickness across the building pad should not exceed a ratio of 3:1 (maximum:minimum). Overexcavation should be completed to a minimum lateral distance of 5 feet outside the building footprint. Overexcavation is only required for the building envelope and is not required for driveways and parking areas. Fill Placement 1. Laboratory testing indicates that low to medium expansive soils underlie the site. However, the potential for highly expansive soils to exist ons'rte cannot be precluded. If highly expansive soils are encountered, they should not be placed within 7 feet of finish grade. Otherwise, more onerous foundation design, such as the use of a post-tension slab, will be required. 2. It should be noted that excavations into the volcanic bedrock may generate oversize rock material. Any oversized rock materials, greater than 8 inches in diameter, should be stockpiled and placed under the observation of the soils engineer. As per Uniform Building Code ([UBC], International Conference of Building Officials [ICBO], 1997) requirements, no rock materials greater than 12 inches in diameter should be placed within 10 feet of finish grade, unless prior approval has been granted by the City and geotechnical engineer. Procedures for rock placement are outlined in the Rock Disposal section of this report. The Blackmore Company Carlsbad Research Center, Lot 66 File:e \\Mp9VWOOVH66a uge W.O. 4466-A-SC August 16, 2004 Page 2 GeoSoils, Inc. Rock Disposal During the course of grading, materials generated from the proposed cuts and remedial removals are anticipated to be of varying diameters. Any oversized rock materials, greater than 8 inches in diameter, should be stockpiled and placed under the observation of the soils engineer. As per UBC (ICBO, 1997) requirements, no rock materials greater than 12 inches in diameter should be placed within 10 feet of finish grade, unless prior approval has been granted by the County and geotechnical engineer. Generally, for the purpose of this report, the materials may be described as either 8 inches or iess, greater than 8 and less than 36 inches, and greater than 36 inches. These three categories set the basic dimensions for where and how the materials are to be placed. Materials 8 Inches In Diameter or Less Inasmuch as rock fragments along with the overburden materials are anticipated to be a part of the materials used in the grading of the site, a criteria is needed to facilitate the placement of these materials within guidelines which would be workable during the rough grading, post-grading improvements, and serve as acceptable compacted fill. 1. Fines and rock fragments 8 inches or less in diameter may be placed as compacted fill cap materials within the slopes and street areas as described below. The rock fragments and fines should be brought to at least optimum moisture content and compacted to a minimum relative compaction of 90 percent of the laboratory standard. 2. The purpose for the 8-inch diameter cut off is to allow reasonable sized rock fragments into the fill under selected conditions surrounded with compacted fines. The 8-inch diameter size also allows a greater volume of the rock fragments to be handled during grading, while staying in reasonable limits for later onsite excavation equipment (backhoes and trenchers) to excavate onsrte utility lines. Materials Greater Than 8 and Less Than 36 Inches In Diameter 1. During the process of excavation, a moderate amount of rock fragments or constituents larger than 8 inches in diameter may be generated. These oversized materials greater than 8 and less than 36 inches in diameter may be incorporated into the fills utilizing a series of rock blankets. 2. Each rock blanket should consist of rock fragments of approximately 8 to 36 inches in diameter along with fines generated from the proposed cuts and overburden materials from removal areas. The blankets should be limited to 24 to 36 inches in thickness and should be placed with fines which have been brought to at least optimum moisture content prior to compaction. The Blackmore Company W.O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File e \wp9\4400\4466a uge Page 3 GeoSoils, Inc. 3. Rock blankets should be restricted to areas which are at least 1 foot below the lowest utility invert and/or 10 feet below finish grade within the street right-of-way, and a minimum of 15 horizontal feet from any fill slope surface. 4 Compaction may be achieved by utilizing wheel rolling methods with scrapers and water trucks, track-walking by bulldozers, and sheepsfoot tampers. 5. Each rock blanket should be completed with its surface compacted prior to placement of any subsequent rock blanket or rock windrow I Materials Greater Than 36 Inches in Diameter » ( 1. Oversize rock greater than 36 inches in diameter should be placed in single rock J windrows. The windrows should be at least 15 feet or an equipment width apart, f whichever is greatest. 2. The void spaces between rocks in windows should be filled with the more granular * soils by flooding them into place. 3. A minimum vertical distance of 3 feet between soil fill and rock lift should be maintained on a preliminary basis. Actual vertical distance should be further evaluated in the field based on existing conditions. Also, the windrows should be staggered from lift to lift. Rock windrows should not be placed closer than 15 feet to the face of fill slopes. 4. Larger rocks too difficult to be placed into windrows may be individually placed into a dozer trench. Each trench should be excavated into the compacted fill or dense natural ground a minimum of one foot deeper than the size of the rock to be buried After the rocks are placed in the trench (not immediately adjacent to each other), granular fill material should be flooded into the trench to fill the voids. The oversize rock trenches should be no closer together than 15 feet at a particular elevation and at least 15 feet from any slope face. Trenches at higher elevations should be staggered and there should be 4 feet of compacted fill between the top of one trench and the bottom of the next higher trench, on a preliminary basis. Actual vertical distances should be further evaluated in the field based on existing conditions. Placement of rock into these trenches should be under the full-time inspection of the soils engineer. 5. Consideration should be given, if applicable, to using oversize materials in open space "green belt" areas which would be designated as non-structural fills. TheBlackmoreCompany WO 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File e \wp9\4400\4466a uge Page 4 GeoSoils, Inc. PRELIMINARY RECOMMENDATIONS - FOUNDATIONS Preliminary Foundation Design In the event that the information concerning the proposed development plan is not correct, or any changes in the design, location, or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report are for the subject site only, and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, laboratory testing, and engineering analysis. Our review, previous field work, and previous laboratory testing indicates that onsite soils generally have a medium expansion potential (Expansion Index [E.L] = 51 to 90). 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 soils exposed at finish grade. Bearing Value 1 The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the UBC. Foundations should not simultaneously bear on formational sediments and compacted fill. 2. An allowable bearing value of 1,500 pounds per square foot (psf) may be used for design of continuous footings 12 inches wide and 12 inches deep, and for design of isolated pad footings 24 inches square and 24 inches deep, founded entirely into properly compacted fill and connected by grade beam or tie beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase in bearing for footing width is recommended. Lateral Pressure 1 For lateral sliding resistance, a 0,35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Lot 66 August 16,2004 Rle-e \wp9\4400\4466a.uge Page 5 GeoSails, Inc. 2 Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 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 measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the tooting to the descending slope face and no less than 7 feet, nor need be greater than 40 feet. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the "Wall Design Parameters Considering Expansive Soils" section of this report. Construction The following foundation construction recommendations are presented as minimum criteria from a soils engineering standpoint. The onsite soil expansion potential is generally medium (E.I. 51 to 90). Conventional foundations may be utilized for medium expansive soils. Foundation recommendations for medium expansive soil conditions are presented herein. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading. Medium Expansion Potential (E.I. 51 to 90) 1. For site soils with high plastic range (plasticity index >15), the design for conventional slab-on-grade foundations should follow the requirements of Section 1815 of the UBC (ICBO, 1997). 2. Conventional continuous footings should be founded at a minimum depth of 24 inches below the lowest adjacent ground surface for one- or two-story floor ioads into properly compacted fill. Isolated interior and/or exterior piers and columns are not recommended. All footings should be reinforced with four No. 4 reinforcing bars, two placed near the top, and two placed near the bottom of the footing. Footing widths should be as indicated in UBC (ICBO, 1997). The Blackmore Company W.O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 Rle e \wp9\440CM466a uge Page 6 GeoSoils, Inc. 3 A grade beam, reinforced as above, and at least 24 inches square, should be provided across garage entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. Concrete slabs should be underlain by a vapor barrier consisting of a minimum of 10-mil, polyvinyl-chloride membrane with all laps sealed, per the UBC. The vapor barrier should be placed mid-depth within 4 inches of washed sand to aid in uniform curing of the concrete and to prevent puncture of the vapor barrier. 5. Concrete slabs, including garage areas, should be a minimum of 5 inches thick, and reinforced with No. 4 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions (i.e., long axis and short axis) All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. 6. Garage slabs, if any, should be poured separately from the main 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. 7. Presaturation of slab areas is recommended forthese soil conditions. The moisture content of each slab area should be at least 125 percent of the soil's optimum moisture content and be verified by the soil engineer to a depth of 24 inches below the adjacent ground grade in the slab areas, within 72 hours of the vapor barrier placement. 8. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction 90 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. 9. Foundations near the top of slope should be deepened to conform to the latest edition of the UBC (ICBO, 1997) and provide a minimum of 7 feet horizontal distance from the slope face. Rigid block wall designs located along the top of slope should be reviewed by a soils engineer. UPDATE WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS Conventional Retaining Walls The design parameters "provided below assume that either very low expansive soils (Class 2 permeable filter material or Class 3 aggregate base) or native materials are used The Blackmore Company W.O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 Rle-e.\wp9\4400\4466a uge Page 7 GeoSoils, Inc. to backfill any retaining walls. The type of backfill (i.e., select or native), should be1 specified by the wall designer, and clearly shown on the plans. 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 witfr the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading For areas of male or re-entrant comers, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. CantHevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. 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 other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. SURFACE SLOPE OF RETAINED MATERIAL {HORIZONTAUVERTICAL) Level* 2to1 EQUIVALENTFLUID WEIGHT P.C.F.(SELECT BACKFILL) 38 55 EQUIVALENT FLUID WEU5HTP;C.F, (NATIVE BACKFILL) 50 65 * Level backfill behind a retaining wait is defined as compacted earth materials, properly drained; without a slope for a distance of 2H behind the wall The Blackmore Company Carlsbad Research Center, Lot 66 File e \wp9\4400\4466a uge W 0. 4466-A-SC August 16, 2004 PageB j Inc. Retaining Wail Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabnc and outlets A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1,2, and 3, present the backdramage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or Va-inch to 3A-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Waff Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index (E.I.) potential of greater than 90 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end. 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 native soil (E.I, < 90). Proper surface drainage should also be provided For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout The Blackmore Company W.O. 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File e \wp9\4400\4466a uge Page 9 GeoSotts, Inc. DETAILS NTS. Provide Surface Drainage +12' (PWaterproofing Membrane (optional) Weep Hole Finished Surface WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. ROCK: 3/4 to 1-1/2" (inches) rock. FILTER FABRIC: Mlrafi 14QN or approved equivalent; place fabric flap behind core. PIPE: 4" (Inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point. WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (Inches) above finished surface. (No weep holes for basement walls.) TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic • Environmental c) Embed the footings entirely into native formational material (i e., deepened footings). II transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS Expansive Soils and Slope Creep Soils at the site are likely to be expansive and therefore, become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typically in southern California, dunng the hot and dry summer period, these soils become desiccated and shrink, thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur, water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 10 feet, this creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located within about 15 feet from the top of slopes, such as swimming pools, concrete flatwork, etc., and in particular top of slope fences/walls. This influence is normally in the form of detrimental settlement, and tilting of the proposed improvements. The dessication/swelling and creep discussed above continues over the life of the improvements, and generally becomes progressively worse. Accordingly, the developer should provide this information to any owners and owners association, as well as tenants. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on a combination of grade beam and caisson foundations. The grade beam should be at a minimum of 12 inches by 12 inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam. The strength of the concrete and grout should be evaluated by the structural engineer of record. The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities. The concrete used should be appropriate to The Blackmore Company W.O. 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File e \wp9\4400\4466a uge Page 13 GeoSoils, Inc. mitigate sulfate corrosion, as warranted. The design of the grade beam and caissons should be in accordance with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: 5-fpotverticat zone belowthe slope face and projected upward parallel to the slope face. Creep Load: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Point of Fixity: Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive Resistance: Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above. To determine the total lateral resistance, the contribution of the creep prone zone above the point of fixity, to passive resistance, should be disregarded. Allowable Axial Capacity: Shaft capacity ; 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,500 psf. EXPANSIVE SOILS. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site are likely to be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any owners or owners association, or tenants, of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File e \wp9\4400\4466a uge Page 14 GeoSoils, Inc. 1. The subgrade area for concrete slabs should be compacted to achieve a minimum' 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. The moisture content of the subgrade should be verified within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a relatively non-yielding surface, consisting of a4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. The layer should wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No, 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, Vz to 3/s inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. TheBlackmore Company WO 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 Be e \\Np9\4400\446Sa uge Page 15 GeoSof Is, Inc. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long These segments should be keyed or doweled together 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11 Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the owner or owners association, or tenant. 12. Due to expansive soils, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. UPDATE DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying of the fill soils which results in slow downslope movement. This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (i.e., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15 feet from the top-of-slope, depending on the slope height This movement generally results in rotation and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. The Blackmore Company W.O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 Be e \wp9\44QQ\4466a.uge Page 16 GeoSoils, Inc. ;4 V'~ It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. t £•?' suitable mitigative measures to reduce the potential of lateral deformation typically include: !f, I'** setback of improvements from the slope faces (per the 1997 UBC and/or California ^ f^ Building Code), positive structural separations (i.e., joints) between improvements, and f ^ stiffening and deepening of foundations. Expansion joints in walls should be placed no ^/ greater than 20 feet on-center, in accordance with the structural engineer's J^t; recommendations. All of these measures are recommended for design of structures and 3 X improvements. The ramifications of the above conditions, and recommendations for mitigation, should be provided to each owner and/or any owners association or tenants. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from 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 as it can adversely affect site improvements, and cause perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may afd in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to each owner and/or tenant. Over-steepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and 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. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum The Blackmore Company W.0.4466-A-SC Carlsbad Research Center, Lot 66 August 16,2004 File e \wp9\4400\4466a uge Page 17 GeoSoils, Inc. gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s) Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of Sfeet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential, if areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Toe of Slope Drains/Toe Drains Where significant slopes intersect pad areas, surface drainage down the slope allows for some seepage into the subsurface materials, sometimes creating conditions causing or contributing to perched and/or ponded water Toe of slopeAoe drains may be beneficial in the mitigation of this condition due to surface drainage. The general criteria to be utilized by the design engineer for evaluating the need for this type of drain is as follows: • Is there a source of irrigation above or on the slope that could contribute to saturation of soil at the base of the slope? • Are the slopes hard rock and/or impermeable, or relatively permeable, or; do the slopes already have or are they proposed to have sufadrains (i.e., stabilization fills, etc.)? • Was the lot at the base of the slope overexcavated or is it proposed to be overexcavated? Overexcavated lots located at the base of a slope could accumulate subsurface water along the base of the fill cap. Are the slopes north facing? North facing slopes tend to receive less sunlight (less evaporation) relative to south facing slopes and are more exposed to the currently prevailing seasonal storm tracks. • What is the siope height? It has been our experience that slopes with heights in excess of approximately 10 feet tend to have more problems due to storm runoff and irrigation than slopes of a lesser height. • Do the slopes "toe out" into a lot where perched or ponded water may adversely impact its proposed use? Based on these general criteria, the construction of toe drains may be considered by the design engineer along the toe of slopes, or at retaining walls in slopes, descending to the rear of such lots. Following are Detail 4 (Schematic Toe Drain Detail) and Detail 5 The Blackmore Company W.0.4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 Be^wp9\4400\4466auge Page 18 GeoSoils, Inc. (Subdram Along Retaining Wall Detail). Other drains may be warranted due to unforeseen conditions, owner or tenant irrigation, or other circumstances. Where drains are constructed during grading, including subdrains, the locations/elevations ot such drains should be surveyed, and recorded on the final as-built grading plans by the design engineer. It is recommended that the above be disclosed to all interested parties, including owners and any owners association, as well as tenants Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsrte earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). The Blackmore Company W 0.4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File-e-\wp9\4400\4466a uge Page 21 GeoSoils, Inc. Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete fiatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) 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 fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for 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 America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. The Blackmore Company W O. 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File-e.\wp9\4400\4466auge Page 22 GeoSoils, Inc. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time 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. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted orfiooded into place. Observation, probing and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to CAL-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. The Blackmore Company W 0. 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 Rle-e \wp9\4400\4466a uge Page 23 GeoSoils, Inc. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHN1CAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GS1 at each of the following construction stages:- • During grading/recertification During significant excavation (i.e., higher than 4 feet). • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. • During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any developer, owner, ortenant improvements, such as flatwork, spas, pools, walls, etc., are constructed. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. • GSI should review project sales documents to owners/owners associations for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide owners maintenance guidelines which should be incorporated into such documents. The Blackmore Company W O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File e \wp9\4400\4466a uge Page 24 GeoSoils, Inc.v OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minirnums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. PLAN REVIEW Final project plans should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/orfurther geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock matenals vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. The Blackmore Company W.O 4466-A-SC Carlsbad Research Center, Lot 66 August 16, 2004 File-e \wp9\4400\4466a uge Page 25 GeoSoils, Inc. SF•r Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. GS1 assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. an Boehmer Staff Geologist P. Franklin gineering Geologis RB/DWS/JPF/jk Attachment; Appendix - References Distribution: (4) Addressee David W. Skelly Civil Engineer, CEG The Blackmore Company Carlsbad Research Center, Lot 66 File e \wp9\4400\4466a uge W.O 4466-A-SC August 16, 2004 Page 26 GeoSoils, Inc. APPENDIX REFERENCES GeoSoils, Inc, 1996, Preliminary geotechnical evaluation, Carlsbad Research Center, Lot 66, City of Carlsbad, San Diego County, California, W.O..2146-A-SC, dated November 11. , 1998, geotechnical response to Review by City of Carlsbad, Lot 66, Carlsbad Research Center, Carlsbad, San Diego County, California, W.0.2146-A-SC, dated September 15. International Conference of Building Officials, 1997, Uniform building code: Whittier, California, vol. 1,2, and 3. San Dieguito Engineering, Inc., 1998, Preliminary grading plan for: Carlsbad Research Center, Lot 66, sheet 2 of 3, 30-scale, no project number, no drawing number, dated July 31, GeoSoils, Inc. 08-10-2005 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR05146 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 1811 ASTON AVCBAD PCR 2121201QQQ Lot# 0 Construction Type NEW 1050313 "" "IE BLACKMORE (COMPANY 'REV TOP, E&M Applicant RENO CONSTRUCTIO 8104 COMMERCIAL STREET LA MESA, CA 91942 619462-7025 Status ISSUED Applied 07/21/2005 Entered By SB Plan Approved 08/10/2005 Issued 08/10/2005 Inspect Area Owner BLACKMORE FAMILY TRUST 1995 C/O ALLEN J BLACKMORE P-OBOX424, RANCHO SANTA FE CA 92067 Plan Check Revision Fee Additional Fees Total Fees ($240 00 Total Payments To Date SO 00 Balance Due $240 00 436008/10/05 0002 01 02/ CGP 240-00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE PLAN CHECK NO. EST. VAL Plan Ck Deposit Validated By Date f~*l\lA Busmass Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No OFF 1 LE Total # of units Assessor's Parcel # ' JL Existing Use (jQ rjOO SQ FT -L Proposed Use 41Description of Work #of Stories # of Bedrooms if of Bathrooms Of?«H«MenUrom vpnVowU- Name Address City Qwnar< * D Agent for Owner Slate/Zip Telephone #Fax » Name Address City State/Zip Telephone # Name Address City State/Zip Telephone 9 (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to fifa a signed statement that ha is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged exemption Any violation of ^Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred-dollars [$500D Name ' Address State License # tfl H 0(o*| Ucense Class Designer Name Address State License ft City ^tate/Zip Telephonfe # ,. - — ' gj D Citv Business License # f • City State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for whicri this permit is issued J3^ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance earner and policy number are Insurance Company _ST*. "V?f\^y_ "V*S!fc£i<x ^^*£Ik*k TNS^t^U^-f/oUcy No iyCQ L" t 0 C) ^ Q ^ Expitation Oate_ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D 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 (hall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees SIGNATURE DATE ^W^t^'fwV****' *,!'\'"tKktf^?$£~''£-1*-*''?' >'„ '*•*' '"^ ,f •><*• - •>; s« f '>- - i1 , * ' "• * •* ,- :,' * I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q I, as owner of the property, am exclusjveJy 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) D I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 1 (have / have not) signed an application for a building permit for the proposed work 3. \ have conttacl&d with the following poison (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors licens* number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE _ _ DATE &jV4'*;sVtrAm^i!^Vl4 vLV^fe-i Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Pteslev-Tarmer Hazardous Substance Account Act? Q YES (3 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? LD YES Q NO Is tna facility to be constructed within 1 ,000 faet of the outer boundary of a school site? [_] YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME LENDER'S ADDRESS 1 certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes ( ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAV 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 buildingjDfficial under the provisions of this Coda shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced withrr£t80 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comfnehced ip^pSnod of 130 days (Section 106 4 4 Uniform Building Code) / / APPLICANT'S SIGNATURE " «4-—-——•"-"""' DATE WHITE File YELLOW Applicant PINK Finance 7 EsGil Corporation In Partnership -untfi government for (Bui&ing Safety DATE August 1, 2005 JURISDICTION Carlsbad PLAN CHECK NO 05-0313.rev SET I PROJECT ADDRESS 1811 Aston Ave. PROJECT NAME Lobby & Core TI plumb, mech, and elect revisions Q PLAN REVIEWER Q FILE X] 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. X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone #. Date contacted: (by ) Fax # Mail Telephone Fax In Person REMARKS' By. Glen Adamek Esgil Corporation D GA D MB D EJ -Enclosures. D PC 7/25/05 tmsnntl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 05-O313.rev August 1, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Glen Adamek BUILDING ADDRESS- 1811 Aston Ave. BUILDING OCCUPANCY PLAN CHECK NO 05-0313.rev DATE August 1, 2005 TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb 1994 UBC Building Permit Fee vV Valuation Multiplier By Ordinance Reg Mod VALUE {$) / 1994 UBC Plan Check Fee Type of Review $240 00 D Complete Review D Other m Hourly Structural Only Hours * Esgll Plan Review Fee * „ Based on hourly rate Comments Revised plumbing, mechanical, and electrical $192.00 Sheet 1 of 1 macvalue doc