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Home My WebLink About2343 ALTISMA WAY; BLDG A; CB911114; Soils Report03-24-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA Building Permit 92008 Permit No:CB911114 Job Address: Permit Type: Parcel No: Valuation; OccGroup: Project Title Building Inspection Request Line (760) 602-2725 2343 ALTISMA WY CBAD PLANCK Sub Type: 2152402946 Lot #: $400,000.00 Const Type: R1/B1 Reference #: VN 91-1114 REPAIR/REPLACE/REINFORCE CONDO LA COSTA CASE GRANDE CONDOS PC 91-1114 Status Applied Entered By: Appr/ Issued Inspect Area APPROVED 08/02/1991 KZH 09/20/1991 TP Applicant: HAUGHEY, BILL 480 CAMINO DEL RIO S. #218 SAN DIEGO, CA 9 21008 619-296-1735 Owner: HOWARD RICHARD C Total Fees: $1,099.00 $2,198.00 Payments To Date:$1,099.00 Balance Due Description Fee Other Plan Check Fee 1,099.00 1,099,00 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 capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any jess/exacttofis of which you have_previiousjy been gjyen a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Patwas Dr., Carlsbad, CA 92009 (619) 458-1161 1. PERMIT TVPK A - Qtommerclal Q New~BuildTngL) Tenant Improvement B - D Industrial Q New Building D Tenant Improvement C - & Residential O Apartment QCondo D Single Family Dwelling ^Addition/Alteration O Duplex D Demolition D Relocation D Mobile Home D Electrical El Plumbing D Mechanical DPool D Spa H Retaining Wall O Solar D Other 2. PROJECT INFORMATION PLAN CHECK NO. RST.VAL T^O £?. PLAN CK DEPOSIT. VALID. BY DATE /O -ffit- C-PRHT 1099-00 FOR OFFICE USE ONLY Building or Suite No. Altisma Way, 2340-2376 Caringa Way ~" Alicante Address 2343-238^ .„Nearest Cross Street LEGAL DESCRIPTION Lot No. Subdivision NanWNumber Lots 242, 243. and 244. Map No. 6730 Unit No.Fnase No. D2 Energy Calcs Structural Calcs Soils Report XB 1 Addressed Envelope ASSESSOR'S PARCEL 215-240-29 EXISTING USE Condominiums PROPOSED USE Condominiums DESCRIPTION OF WORK See AttachedSQ.FT. 3. UJNTALT FER5UN U« aiiterent from applicant)NAME Bill Haughey CITY San Diego STATE CA ZIP CODE Douglas Whitmore & Associates480&Camino Del Rio South Suite 218 92108 nAYTKLEPHnNK 296-1735 4. APPLICANT LJUJNTKAU1UK UAUKN1 fOK CON1HACTUK UUWNhK UfAUEN 1 FUK OWNtiKNAME Bill Haughey ADDRESS Same As Above CITY STATE ZIP CODE DAY TELEPHONE b. FKOPtKIT UWNEH NAMET,a Costa Casa Grande ___. Homeowners Association CITY Oro»ncnHo STXttL pA 6, CONT1 NAME CITY KACIUK STATE STATE LIC. # ADDRESS ZIP CODE C/0 Corrine Gutierrez 2182 El Camino Real, Q9DSA DAY TELEPHONE £ ADDRESS ZIP CODE LICENSE CLASS , CJ Management Suite 209 DAY TELEPHONE CITY BUSINESS LIC. # NAMh Douglas Whitmore & AssociatesCITY 6San Dieeo STATE CA ADUKLbb 480 Camino Del Rio South Suite 218 ZIP CODE 92108 DAY TELEPHONE 296-1735 STATE LIC. # I CUMPENSA HOW Workers Compensation Declaration: I hereby aflirm that I have a certificate of consent to self-insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO.EXPIRATION DATE (^ermicate of hxempuon: l certify that in the perlormance or the work tor wmcn this permit is issued, I snail not employ any person in any manner so as to become subject to^he Workers' Compensation Laws of California. •*"7 * f jrf SSIGNATUR 8. OWNER-BUILDER Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractors License LawTor the following reason: D 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.). DC 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). D I am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant^ttf^a civil penalty of not more than five hundred dollars [$500]). DATE J/—2 COMPLETE THIS NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant otArture buttdlng occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IFANYOFTIffiANSWERSAREYES,AFrNALCERTIFiaVTEOFOOCUPANCTMAYNOTBEISSUEDAlTERJULYI, 1989 UNLESS THE APPUGANT 9. CIJNSTRUCTKWTZNDINcrAGENCY I hereby attirm that there is a construction lending agency lor the performance oTthe woncfor wmcntms permit is issueoTSec 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS 10. APPLICANT CERTIFICATION I certify that I nave read the application ana state that the above information is correct. 1 agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad lo enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SATO CITY IN CONSEQUENCE OF TIIE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 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 commenced for a period of 180 days (Section 303(d) Uniform Building Code). DATE: WHITE: Fflc YELLOW: Applicant PINK: Finance PROJECT DESCRIPTION The Project consists of various repairs to and reconstructions of improvements at La Costa Casa Grande Condominiums, located at the intersection of Altisma Way and Caringa Way, La Costa, California, as shown on Contract Documents, prepared by Douglas Whitmore and Associates/ Architects, dated August 1, 1991, The Work consists of the following items, and necessary associated work: ^1. Item Al.l: Replace site wall at Building 2372 Caringa. Item A1.2: Replace site wall and stairway at Building 2352 Caringa. ^2. Item A.2: Repair underpinning at Buildings 2343 and 2345 Altisma. ^3. Item A.3: Construct shear frames in the carports of Buildings 2343, 2345, 2349, 2351, 2383 and 2385 Altisma. 4. Item A.4: Reinforce the garage walls of Buildings 2340, 2352 and 2376 Caringa. "^5*. Item A.4.1: Provide interior foundation drainage system at the garage walls of Buildings 2340, 2352 and 2376 Caringa. X. Item A.4.2: Provide negative side waterproofing system at the garage walls of Buildings 2340, 2352, and 2376 Caringa. X- Item A.5: Tight-line the existing downspouts located at the east end of Building 2376 Caringa to the street. X* Item A.6: Tight-line the existing downspout located at the south end of Building 2385 Altisma to the street. 9. Item A.7: Replace the patio of Unit C, Building 2385 Altisma. £Q. Item A8.1: Patch the concrete where rebar is exposed at all slabs. Item A8.2: Repair damaged stair treads with undamaged existing treads and new concrete stairs, at the garages of Buildings 2340, 2352 and 2376 Caringa. ri. Item A.9: Replace cracked sections of sidewalks. 12. Item A.11: Replace the patio at Unit G, Building 2376 Caringa, and provide a subdrain around that unit. 13. Item A.13: Provide a shelf angle at spalling beams at the walkways between Buildings 2343 and 2345 and Buildings 2349 and 2351 Altisma. i^. Item B.I: Replace asphalt concrete paving. i"5. Item B.2: Install various catch basins. \1^. Item B.5: Repair various corner cracks in site retaining walls. Item B.6: Tight-line the downspouts on the north sides of Buildings 2340, 2352, 2372 and 2376 Caringa street. UNSCHEDULED INSPECTION, „ /. _ / _DATE PERMIT $PLANCK # JOB ADDRESS TIME ARRIVE! TIKE LEAVE: CD LVL DESCRIPTION ACT COMMENTS PER5UT3 JAM 9 ; : TRAVIS, VERDUGO, CURRY & ASSOCIATES Robert J. Verdugo. C.E. Peter S. Curry. S.E. January 5, 1993 jorra^p.JSes.'c.E. M. Kevin Canty, C.E. David C. McMaster, S.E. Anthony B. Court. S.E.Douglas Whitmore & Associates 480 Camino del Rio South #218 San Diego, CA 92108 Attention: Mr. Greg Suttle Subject: La Costa Casa Grande Reconstruction Field Revisions to Permitted Plans Ladies/Gentlemen: This letter is written to paraphrase certain variations in the as-built construction from the details shown on the permitted set of structural plans. These variations occurred due to varying site conditions, construction fit up procedures and/or methods of construction. The revised details essentially provide a strength equivalent to the originally intended details. These variations from the permitted plans and their revised as-built conditions are listed below. 1. Detail 3/S6. At one location, an existing 6" diameter sewer pipe passed through the footing key and continued under the toe of the footing approximately perpendicular to the wall. The top of the pipe encroached approximately 2" into the bottom of the footing. The sewer pipe was isolated from the footing with 1" to 1-1/2" of compressive filler. In addition, four #5 bars x 5' fong were added to this footing centered over the pipe. 2. Detail 3/S6. Contractor requested permission to use Regional Standard Drawings for the construction of the retaining wall in the areas of diminishing wall heights. The Contractor used the San Diego Area Regional Standard Drawings, Drawing Number C6 (sloping backfill) dated May, 1992. The specifications required for block strength, grout strength, etc. matched the specifications contained in the original plans or the Regional Standards, whichever was most restrictive. 3. Detail 8/S9 as referenced on Sheet S7. The existing garage wall waterproofing was not removed as originally specified. This affected the required bond between the new concrete and the existing block wall. Consequently, the wall was strengthened by increasing the thickness of the new concrete to 6" and providing heavier reinforcement, #4 @ 16" each way. See Sketch #1 at the end of this report. STRUCTURAL CONSULTANTS 444 CAMINO DEL RIO SOUTH, SUITE 201 SAN DIEGO, CALIFORNIA 92108 PHONE (619) 291-2800 FAX (619) 291-0613 TRAVIS, VERDUGO, CURRY & ASSOCIATES Page 2 Mr. Greg Suttie Douglas Whitmore & Associates January 5, 1993 4. Detail 3/S9 at concrete column on Gridline 27 as referenced on Sheet S8. The thickness of this existing footing was found to be less than originally anticipated. Concerns were thereby raised tn regard to punching shear capacity. The Contractor was given a revised detail of a larger base plate in order to ensure that adequate punching shear strength was provided. See Sketch #2 at the end of this report. 5. Detail 1/S8 at Gridline 15 as referenced on Sheet S8. This existing footing at the block wall was founded 2' to 3' lower than anticipated, resulting in an awkward connection detail. The Contractor was given a revised detail which was a combination of a mass concrete pour and the original Detail 1/S8. See Sketches #3, #4, and #5 at the end of this report. 6. Detail 7/S9 at Gridline 19. The Dywidag thread bar was positioned approximately 18" from the centerline of the grade beam, its intended location. The Contractor was given a revised detail to increase the width of the grade beam to limit any torsional effects of the eccentric anchorage. See Sketch #6 at the end of this report. If you have any questions or if we can be of further assistance on this matter, please do not hesitate to call. (ery truly yours,, Michael R. Schilling Structural Engineer '•1 t H. John .Price Principal MRS/HJP/lw/91307 Enclosures cc: Mr. R. C. Stevens, Hoyco Construction 5 /t TRAVIS, VERDKO CURRY & ASSOCIATES 444 Camino Del Rio South Suite 110 SAN DIEGO. CALIFORNIA 92108 PHONE (619) 291-2800 FAX (619) 291-0613 JOB V- PPOOOCT2M-I (SirqH SltMB) 20S-I (PJOdnfl ^^H?B Int. &MBL Mt». 01*71. To OnWPHDMtmL FflE 1-BI»22S*HO r JOB. TRAVIS, VERDUGO CURRY & ASSOCIATES 444 Camino Dei Rio South Suite 110 SAN DIEGO, CALIFORNIA 92108 PHONE (619) 291-2800 FAX (619) 291-0613 SHPFTNO rsiraHATPnuv OF DATE. DATE. SCALE \pLtf-/""'TRAVIS,CURRY & ASSOCIATES444 Camino Del Rio South Suite 110SAN DIEGO, CALIFORNIA 92108PHONE (619) 291-2800FAX (619) 291-0613 ^7***OF. PROOUCI204-1 (Sin* S««) BB-MPldflKl) ^S5?» me- Sraon. fen Qlffl. Is Otdet PHOtt TOU FflEE 1-9W-22S-63M TRAVIS, VERDOK)CURRY & ASSOCIATES444 Camino Del Rio South Suite 110SAN DIEGO, CALIFORNIA 92108PHONE (619) 291-2800FAX (619) 291-0613 JOB.SHEETMO..OF,CALCULATH) BY_CHECKS) BYSCALE DATE.DATE. PROOUCI 2D4-M9»glt SBMBl ZD5-1 IPattfl ^»?« H*. Breton, Mm.llI4TI -To OrtB PHO« TOIL FKE l«»-a-*380 JOB. TRAVIS, CURRY & ASSOCIATES 444 Camino Del Rio South Suite 110 SAN DIEGO, CALIFORNIA 92108 PHONE (619) 291-2800 FAX (619) 291-0613 SHEET NO.. CALCULATED BV_ CHECKED BY SCALE. OF. DATE. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Kaae:Address: 01153800* LA COSTA CASA GRANDE RHCONSTR0CTIOH 2343 ALTXSKACARLSBAD, CA 00000 CITY OF CARLSBAD BDILDIHG INSPECTION DEFT 2075 LAS PALHA8 DRIVE CARLSBAD, CA 92009 Distributed To: DOUGLAS HHITMORE ft AS8OC LA COSTA CASA GRANDE HOA HOYCO COHSTROCTIOH TRAVIS/VERDOOO/CDRRY CH&A CORPORATION CITY OF CARLSBAD Plan timber: Report Ho: 113189Date; January 11, 1993 ENGINEER: S. FRANK0H RCE CA37766 Permit: 91-1327 Application; JOB HAKE: LA LOCATION IN CAST DATE:SLUMP: TEMPERATURE : CONCRETE CO ( T E S T E COSTA CASA GRANDE - 2343 ALTXSMA STRUCTURE: STAIR AT BDILDIHG 'J1 12-11-92 DESIGK PSI: 3" TIHE OF DAY: __ DHIT WT^PCF: ^^^^^^^:K^^«^^^$ TEST 06509 28 06510 28 06511 60 H P R E S S D TO 300012:00 MMqjjj^l^U^MBM INCHES SQ ION TEST RASTM C-39) HIX DESIGN: LOAD* /PLANT CODE: AIR PERCENT: AREA, LOW, LBS. . INCHES "" :"E"" ~ "" ~2BT27 93909 6 28.27 120500 6 28.27 129000 E P 0 R T 3430004 I/ COHPRESSIVE STRENGTH, PSI 4260 4560 DISCARD COMPLIANCE:AVERAGE OF TWO 28 DAY TESTS COMPLIES WITH SPECIFICATIONS. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Name:Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT, 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CURRY LA COSTA CASA GRANDE HOA DOOGLAS HHITMORE & A6SDC CITY OF CARLSBAD CHSA CORPOHATIOH HOYCO COMSTRDCTION Plan Number: Report Ho: 113136Date: December 30, 1992 ENGINEER: S. FRANKUM RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSION TEST REPORT(TESTED TO ASTH C-39) JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: STAIRS BESIDE 2352 CARINGA HAY CAST DATE: SLUMP : TEMPERATURE : 12/01/92 4" CYLINDE:# TO12S" 06426 06427 06428 DESIGN PSI: TIME OF DAY: UHX1. WT . c\*c '. R AGE @ TEST~'i 28 28 60 sooa 9:00 DIA. INCHES £>66 MIX DESIGN: LOAD* /PL ANT CODE: AIR PERCENT: AREA, LOAD, LBS. SQ. INCHES2£l jij^r gUsolii 28.27 84500 28.27 89000 P3000EHP4 I/ COMPRESS I VE STRENGTH, PSI 2 670 2990 3150 DISCARD COMPLIANCE:AVERAGE OF TWO 26 DAY TESTS COMPLIES WITH SPECIFICATIONS J United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619)225-9641 Job Ho: Job Name: Address: 01153800 LA COSTA CASA GRAHDE RECONSTRUCTION 2343 ALTISHA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BDILDIMG INSPECTION DEPT 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: DOUGLAS WHITHORE & ASSOC LA COSTA CASA GRAHDE HOA HOYCO CONSTRUCTION TRAVIS/VERDUGO/CORRY CH&A CORPORATION CITY OF CARLSBAD Plan Number: Report No: 9577 Data: December 21, 1992 E8GINEER: S. FHANKOM HCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 12/11/92 LOCATION OF WORK INSPECTED; Stairs at building J, treads, risers. CONTRACTOR: Hoyco MIX DESIGN NUMBER: 343004 DESIGN STRENGTH; 3000 psi CUBIC YARDS PLACED: 5.0 PLACEMENT METHOD: pump ITEM Placement Reinforcing Steel Form Clean SET NUMBER ACCEPT X X X REJECT CYLINDERS PER SET 4 NOTES SLUMP INCHES AIR PERCENT UNIT HEIGHT TEMPERATURE "F THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE HITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 344INSPECTOR: Kevin Brickley JOB HOURS: 4.0 START TIME: 9:30 STOP TIME: 12:30 THIS REPORT DOES NOT BELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. J United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619)225-9641 Job No: Job Name: Address: 01114000 LA COSTA CA8A GRANDE RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG, INSPECTION DEPT, 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS WHITMORE ft ASSOC CITY OF CARLSBAD CH&A CORPORATION HOYCO CONSTRUCTION Plan Number: Report No: 9551 Date: December 16, 1992 ENGINEER: S. FRANKPM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATS OF INSPECTION: 12/03/92 LOCATION OF WORK INSPECTED: Inspected drilling and placing of Hilti Kwik bolts ( 3/4" diameter) per detail 1/A2.3 at ledger angles at exterior stairs between buildings at 2343 Altisma Hay, and 2345 Altisma Hay. Also between 2349 Altisma Hay and 2351 Altisma Hay. CONTRACTOR: Hoyco Construction SUPPLIER: Kilti Kwik Bolts ITEM Placement BM VnHBVD ACCEPT X REJECT fVT.TmwDti mn> awe ROTES RT'lPflP TM**yi*M 1 ¥T1if ttf^fVtff 1 I1MTT MlTTf31T I *fW UWI>k*PTTDV "» THE HORK DESCRIBED ABOVE WAS PERFORMED III ACCORDANCE WITH THE PROJECT FLAMS AND SPECIFICATIONS. HDHBER: 142INSPECTOR; James Argetsinger JOB HOURS: 4.0 START T1HK: 10:00 STOP TIKE: 12:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BDILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. J United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Kane: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISKA HAY ; CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTIOX DEPT, 2075 LAB PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS WHITMORE ft ASSOC CITY OF CARLSBAD CH4A CORPORATION HOYCO CONSTRUCTION Plan Number: Report No: 9549 Date: December 16, 1992 ENGINEER: S. FRANKUH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 12/01/92 LOCATION OF HOBK INSPECTED: Inspected reinforcing steel and concrete placement at stairs and grade beam as per details 2 ft 4/S6 and typical stairs detail 7/31 of plans. Obtained concrete cylinders for test. CONTRACTOR: Hoyco Construction SUPPLIER: Cal Mat MIX DESIGN NUMBER: P3000EWP4 CUBIC YARDS PLACED: 9.0 DESIGN STRENGTH: 3000 PLACEMENT METHOD: Pump ITEM Placement Reinforcing Steel Consolidation SET NUMBER 1 ACCEPT X X X REJECT CYLINDERS PER SET 4 NOTES SLUMP INCHES 4 AIR PERCENT UNIT HEIGHT TEMPERATURE 'F 74% THE WORK DESCRIBED ABOVE VAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 2B6INSPECTOR: Hark Blakely JOB HOURS: 2.5 START TIME: 8:30 STOP TIME: 11:00 THIS REPORT DOBS NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street. San Diego, CA 92110 (619) 225-9641 Job Ho:Job Name:Address; 01114000 LA COSTA CASA GRANDE RECONSTRUCTION ,| 2343 ALTISHA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS FALHAS DRIVE CARLSBAD, CA 92009 Distributed To; TRAVIS, VER0DGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE & ASSOC CITY OF CARLSBAD CK&A CORPORATION HOYCO CONSTRUCTION Plan Number: Report No: 112775Date: December 10, 1992 ENGINEER: S. FRANKOH RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C-39) JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRDCTDRE: HALLS & GRADE BEAMS - BUILDING J STAIRWAY CAST DATE: SLUMP: TEMPERATURE: 11/09/92 2 3/4" DESIGN PSI: TIME OF DAY: ...M?;.l.,H?..t,..,?H.-cYi^itbll''^^^'^''^^^^^^'''''^!?1 06094 06095 06096 TEST 28 28 60 INCHES SQ. INCHES MIX DESIGN: C658EWP4 LOADf/PLANT CODE: /81 AIR PERCENT: , __ •a-^^fS^j^'IIKK'^l^j^^^' 28.27 28.27 STRENGTH, PSI""is 7° 'j5'o"ti"''""'"' "'"" SOB 6 ~ " 124000 4390 129000 4560 DISCARD COMPLIANCE:TWO 28 DAY TESTS COMPLY WITH SPECIFICATIONS J United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619)225-9641 Job No:Job Name:Addraee: 01114000 I.A COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBHA WAY CA&LSBAB. CA 00000 CITY Of CARLSBAD BUX3 INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE ft ASSOC CZTY OF CARLSBADCHftA CORPORATION HOYCO CONSTRUCTION Flan Number: Permit; 91-1327 Application: Report No; 112592 Data: Daeanber 4r 1992 ENGINEER: S. FRAHKUM RCE CA37766 MASONRY GROUT COHPHESSIOH TEST REPORT JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: RETAINING MALL 0' TO 4'0" BETWEEN BUILDINGS H * J CAST DATE: 10/30/92 DESIGN PSI: 2000* TIME OF DAY: 11:00 LOAD *: 1 SAMPLE * 05941 05942 05943 05944 AGE 9 TEST 4 7 28 60 DIMENSIONS, INCHES 3 . 05X3 . 07 3 • 08X3 . 08 3 . 04X3 . 14 MIX DESIGN: PLAINT CODE: AREA, SQ. INCHES 9.36 9.49 9.55 P4000EHP4 81 LOAD, LBS 24260 32400 48400 COMPRESS I VE STRENGTH, PSI 2590 3410 5070 DISCARD COMPLIANCE; 28 DAY TEST COHPLIES WITH SPECIFICATIONS MOOO PSI PLACED J United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Name:AddresB: 01114000 IA C06TA CA8A GRANDE RECOireTHDCTK* 2343 ALTT8M* WAYCARLSBAD, CA QOOOO CITY OF CARLSBAD BLDG. INSPECTION DEFT 2075 US PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS. VBRDOGO, CURRY LA COSTA CASA GRAMDE HOA DOOGLAS HHITMORE ft ASSOC CITY OF CARLSBAD CHftA CORPORATION HOYCO COHBTRDCTXOH Plan Number: Pernit:91-1327 Application: Report Ho: 112596 Data: December 4, 1992 ENGINEER: 3. FKANKDM RCE CA37766 MASONRY MORTAR COHPRESSION TEST REPORT JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: RETAINING HALL, 1ST COOR3E, BEETWBHH BDTLDIHO8 H ft J CAST DATE: 10/28/92 DESIGN P8I: 1800 HIX DESIGN:TYPE S CYLINDER « 05904 05905 05906 AGE 9 TEST 7 28 60 AREA, SQ. INCHES 3.14 3.14 3.14 LOAD LBS- 8140 12400 COHPRES3IVE STRENGTH, PSI 2590 3950 DISCARD COHipr.IANCEv 28 DAY TEST COMPLIES WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No:Job Name:Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA KAY CARLSBAD. CA 0001)0 CITY OF CARLSBAD BLDG. INSPECTION DEFT 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOOGLA8 HHITMORE ft ASSOC CITY OF CARLSBAD DNITBD STATES TESTINGHOYCO CONSTRUCTION Plan Number; Report No: 112552Data: November 25, 1992 ENGINEER: S. FRAHK0M RCE CA37766 Per»it:91-l327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTH C-39) JOB HAKE: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: BUILDING 'H1 2372; CAST DATE:SLUMP: TEMPERATURE: FOOTING FOR NEW RETAINING WALL, NORTHERN THIRD 10/26/92 DESIGN PSI: 4 TIME OF DAY: UNIT HT. PCF: CYLINDER * 05748 05749 05750 05751 AGE @ TEST ' " 7 ' 28 2860 300012:00 DIA. INCHES 6666 MIX DESIGN: LOAD* /PLANT CODE AIR PERCENT: AREA , SQ. INCHES 28:27 28.27 28.27 28.27 LOAD, LBS. 59500 106000loaooo P3000EWP4 : 1/99 COMPRESS I VE STRENGTH, PSI 2100 3750 3820 DISC COMPLIANCE:28 DAY THSTS COMPLY HUH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Flan Number: Report No: 9369 Date: November ia, 1992 ENGINEER; 3. FRANKOH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPOfiT HEIHFORCED COMCHETE DATE OP INSPECTION: 11/06/92 LOCATION OF WORK INSPECTED: Building J (2352 Caringa Way) stairway footing at bottom of stairs in southwest corner of garage. Footing is for free standing portion of wall. Rebar and footing size per sheet S6. CONTRACTOR: Hoyco SUPPLIER: Escondido Ready Mix MIX DESIGM NUMBER: 292 CUBIC YARDS PLACED: 1/4 DESIGN STRENGTH: 2000 pBi required, 4000 psi used PLACEMENT METHOD: pump ITEM Placement Reinforcing Steel Batch Tickets Consolidation Form Clean ACCEPT X X X X X REJECT HOTES THE WORK DESCRIBED ABOVE WAS PERFORMED IM ACCORDANCE WITH THE PROJECT PLANS AMD SPECIFICATIONS. NUMBER: 142INSPECTOR: James Argetsinger JOB HOURS: 1.0 START TIME: 12:30 STOP TIME: 1:30 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OP HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Name:Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION2343 ALTISMA WAY CARLSBAD, CA 00000 CITY OF CAW^BADBLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBADt CA 92009 Distributed To: TRAVIS, VERDUGO, CURRY LA COSTA CASA GRANDE HOADOOGLAS HHITMORE ft ASSOC CITY OP CARLSBAD OHITED STATES TESTING HOYCO CONSTRUCTION Plan Nunber: Permit=91-1327 Application: Report Ho: 112393 Date: November 18, 1992 ENGINEER: S. FRANROM RCE CA3776G 2X2X2 CUBE COHPRESSIOH TEST REPORT JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: LINE 19 GROUT OF BEAM SADDLES CAST DATE: 10/9/92 DESIGN PSI: 5000 TIME OF DAY:9:30 MIX DESIGH: DAYTON SUPERIOR SURE GRIP GROUT LOAD »: PLANT CODE: SAMPLE * 05530 05531 05532 05533 05534 05535 AGE 3 DIMENSIONS, TEST INCHES 28 2! 00X2 '.0328 2 . 00X2 . 03 60 60 60 AREA, LOAD, COMPRESS I VE STRENGTH, SQ. INCHES LBS. PSI rriff ' 2'53W" 4 . 06 35590 4.06 34000 6190 8770 8370 DISC DISCDISC COMPLIANCE: 28 DAY TESTS COMPLY KITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTIOH 2343 ALTISMA WAX CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHftS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOA DOOGLAS HHITHORE ft ASSOC CITY OF CARLSBAD 0NITED STATES TESTING HOYCO COMSTRDCTION Plan Number: Report Ho: 9367 Data: November 12, 1992 ENGINEER: S. FRANKOM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION DEPORT RKIHFORCKD CONCRETE DATE OF INSPECTION: 11/02/92 LOCATION OF WORK INSPECTED: Placement of Hilti Kwik bolts per detail 1 on 37 in calumn/stiffeners; 1) East wall, 1st column from north end. 2) West wall, 1st column from north end. 3) North wall, 2 columns at west end. All work was in garage of building J (2352 Caringa Way). CONTRACTOR: Hoyco SUPPLIER: Hilti ITEM Placement ACCEPT X REJECT MOTES Hall stiffener attachment. THE UORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AMD SPECIFICATIONS. NUMBER: 142INSPECTOR: James Argetsinger JOB HOURS: 1.0 START TINE: 7:00 STOP TIME: 8:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Haae: Address: 01114000 LA COSTA CASA GRANDE HECONSTRUCTIOH 2343 ALTISMA WAY CARLSBAD, .CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CDRRY LA COSTA CASA GRANDE HOA DOUGLAS HHITMORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTROCTION Plan Number: Report Ho: 9366 Date: November 12, 1992 ENGINEER: S. FRANKDM RCE CA37766 Permit: 92-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 10/30/92 LOCATION OF WORK INSPECTED: Inspected the cleaning of the footing and the brushing clean of reinforcement for masonry wall footing next to garage "G". CONTRACTOR: Shamrock Masonry MIX DESIGN NUMBER: P4000EWP4 CUBIC YARDS PLACED: 2.0 DESIGN STRENGTH: 2000/4000 psi placed PLACEMENT METHOD: truck ITEM Placement Reinforcing Steel Consolidation Form Clean ACCEPT X X X X REJECT NOTES THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: Kevin Brickley NUMBER: 344 JOB HOOKS: 0 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Kama: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VEHDOGO, CORRY LA COSTA CASA GRANDE KOA DOUGLAS HHITMORE & ASSOC CITY OF CARLSBAD ONITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 9368 Date: November 12, 1992 ENGINEER: S. FRAMKDH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: Li/04/92 LOCATION OF WORK INSPECTED: Placement of Hilti Kwik bolts per details 1 on 37 - steel column stiffeners to concrete attachment in building G garage (2376 Caringa Hay). North wall between parking spaces 21 and 22. CONTRACTOR: Hoyco SUPPLIER: Hilti ITEM Placement ACCEPT X REJECT NOTES THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. HDHBBR: 142INSPECTOR: James Argetsinger JOB MOORS: 4.0 START TIME: 7:00 STOP TIME: 11:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Mama: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISKA WAV CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG, INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CORRY LA COSTA CASA GRANDE HOA DOUGLAS HHITMORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO COHSTHDCTION Plan Number: Report No: 9383 Date: November 12, 1992 ENGINEER: S. FRANKUH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED MASONRY DATE OF INSPECTION: 11/06/92 LOCATION OF WORK INSPECTED: Top lift of retaining wall between buildings H and J grouted. 1st lift of wall for stairway at southwest corner of building J garage. Wall is to 4'Q" elevation. CONTRACTOR: Hoyco SUPPLIER: Oreo Block/Escondido Ready Mix MIX DESIGN NUMBER: 292 CUBIC YARDS PLACED: 5 1/4 MORTAR TYPE/STRENGTH: S - 1800 DESIGN STRENGTH: 2000 psi mm; 4000 psi used PLACEMENT METHOD: pump BLOCK SIZE: 8" ITEM Placement Reinforcing Steel Batch Tickets Consolidation Mortar Proportions ACCEPT" X X X X X REJECT NOTES Grout samples cast. THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: James Argetsinger JOB HOURS: 5.0 NUMBER: 142 START TIME: 7:00 STOP TIME: 12:30 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTIOH 2343 ALTISHA WAY ; CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHXTMORE » ASSOC CITY OF CARLSBAD ONITED STATES TESTING HOYCO COHSTHDCTION Plan Number: Report Ho: 9382 Date: November 12, 1992 ENGINEER: S. FRANKUM RCE CA37766 Permit: 91-1327 Application: FIELD IMSPECTIOH REPORT REINFORCED MASONRY DATE OF IHSPECTIOH: 11/05/92 LOCATION OF HORK INSPECTED: Building J (2352 Caringa Hay) stairway wall at southwest corner of garage. Hall built to 2'8" height. CONTRACTOR: HoyCo SUPPLIER: Oreo Block DESIGN STRENGTH: 1800 PSI MORTAR TYPE/STRENGTH: S BLOCK SIZE: 8" ITEM ACCEPT REJECT Placement x ' Mortar Proportions x !" i ! " Masonry units. Horizontal ft vertical NOTES bars not yet completed. THE HORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, INSPECTOR; James Argetsinger JOB HOURS: 8.0 NUMBER: 142 START TIME: 7:00 STOP TIME: 3:30 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE FLAMS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Hane Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALT1SMA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. IHSPECTIOH DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CORRY LA COSTA CASA GRANDE HOA DOUGLAS HHITMORE ft ASSOC CITY OF CARLSBAD OTUTED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report Ho: 9361 Date: November 12, 1992 ENGINEER: 8. FRAHKOM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED HASOHRY DATE OF INSPECTION: 11/02/92 LOCATIOH OF WORK INSPECTED: Top lift of retaining wall between buildings H (2372 Caringa Hay) and j (2352 Caringa Hay). CONTRACTOR: Hoyco SUPPLIER: Oreo Block DESIGN BTREHGTH: 1800 pei MORTAR TYPE/STRENGTH: S BLOCK SIZE: 6' ITEM Placement Reinforcing Steel Mortar Proportions ACCEPT K X X REJECT MOTES _ _ " " THE WORK DESCRIBED ABOVE HAS PERFORMED IH ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: Janes Argetsinger JOB HOURS: 6.5 HDHBER: 142 START TINE: 8:00 STOP TIKE: 3:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPOHSIBILITY TO BDILD PER THE PLAMS, SPECIFICATIONS AND AU. APPLICABLE CODES. United States Testing Company, inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Name:Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBMA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD 8LDG. INSPECTION BEET. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CORKY LA COSTA CASA GRANDE HOA DOUGLAS WHITMORE & ASSOC CITY OF CARLSBAD ONITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 112134 Date: October 29 r 1992 ENGINEER: S. FRANKDM RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C-39J JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRDCTDRE: LINE 15 GRADE BEAM CAST DATE: SLUMP: TEMPERATURE: 09/28/92 DESIGN PSI: 23/4 TIME OF DAY: ONIT HT. PCF: CYLINDER * 05356 05357 05358 05359 AGE a TEST 7 " 2B28 60 3000 10. -3« DIA. INCHES 6 6 6 6 KIX DESIGN: LOADft/PLANT CODE AIR PERCENT: AREA' ,SQ. INCHES 2fi.2T ' 28.27 28.27 28.2? LOAD, LBS. 78000 124500 119000 C658EWP4 : 1/81 COMPRESS I VE STRENGTH, PSI 2760 4370 4210 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATION United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Joe Ho:Job Name: Address: 01114000 LA COSTA CASA GRANDE RECQHSTRUCTIOH 2343 ALTISMA KAY j CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CORRY LA COSTA CASA GRANDE HOA D00GLAS WHXTHORE * ASSOC CITY OF CARLSBAD DHITED STATES TESTIHG HOYCO CONSTRUCTION Plan Number; Report Ho: 112135 Date: October 29, 1992 EHGIHEER: S. FRAKKUM RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSIOH TEST REPORT (TESTED TO ASTH C-39) JOB MAKE: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: GRADE BEAM fl BDILDING A CAST DATE: SLUMP: TEMPERATURE: 09/30/92 DESIGN PSI : 12.75 TINE OF DAY: 60 DNIT HT. PCF: CVLIUDER 0 05399 05400 05401 05402 AGE 0 TEST 7 " 28 28 60 3000 DIA. IHCHEE 6 6 6 6 MIX DESIGN: LOAD* /PLANT CODE AIR PERCENT: AREA, SQ. INCHES. ...2fi_-27 • - 28.27 28.27 28.27 LOAD, LBS. 84500 122000 127000 C658EWP4 : 1/13 COMPRESS I VE STRENGTH, PSI 2990 ' 4320 4490 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS J United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619) 225-9641 Job NO: Job Name: Address: CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAB PALMAS DRIVE CARLSBAD, CA 92009 Permit: 91-1327 Application: Distributed To: TRAVIS, VERDUGO, COREY LA COSTA CASA GRANDE HOA DOOGLAS WHITMORE ft ASSOC CITY OP CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 9231 Data: October 30, 1992 ENGINEER: S. FRANKDH RCE CA37766 FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF IHSFECTIOM: 10/21/92 LOCATION OF WORK INSPECTED: Stairs for parking level stairwells (2) CONTRACTOR: Hoyco SUPPLIER: Calmat, Mission Valley Mil DBSIGM NUMBER: 343004 CDBIC YARDS PLACED: 3.5 DKSIGM STRENGTH: 3000 PLACEMENT KBTHOD: puap ITEM Placement Reinforcing Steel Consolidation Form Clean SET NUMBER 1 ACCEPT X X X X REJECT CYLINDERS PEE SET 4 MOTES SUIHP INCHES AIR PERCENT UNIT HEIGHT TEMPERATURE "F 3 77 THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 538INSPECTOR: Eric Checkette JOB HOURS: 4.0 START TIKE: 8:30 STOP TIME: 10:30 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Jot) HO: Job Name: Address; CITY OF CARLSBAD BLDG. INSPECTION DEFT, 2075 LAS PALKAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRYLA COSTA CASA GRANDE HOADOTGLAS WHITHORE It ASSOCCITY OP CARLSBADDHITED STATES TESTINGHOYCO CONBTRDCTION Plan Number: Report Ho: 9224 Data: October 30, 1992 ENGINEER: S. FRANKOH RCE CA37766 Permit:91-1327 Application: HTIWCTURAL STEEL IK8PECTIOM REPORT SHOP WELDING AT HIMBHEM STEEL HATE OF IHSPECTIOII: 10/22/92 LOCATION OF WORK INSPECTED: Fillet welding of cap and base plates on H6xl5's for shoulder beans - 16 pcs. per drawing S7/1. WELDER NAME: John Minahew PROCESS: FCAH TYPE OF HELD: Fillet BASK METAL: ASTH A36 CERTIFICATION •; DTO-340 ELECTRODES: E7IT-11 ITEM Holds Fit Dp Elect rodea Temperature Conformanoe X X X X •on ConConanoe MOTES THE HOIK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 227INSPECTOR: Earl Mathes JOB HOURS: 2.0 START TIME: 1:30 STOP TIME: 3:30 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job HO: Job Nans: Address: 0111.4000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBHA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDCGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 112311 Data: November 10, 1992 ENGINEER: S. FRANKOK RCE CA37766 Parait:91-1327 Application: JOB NAME: LA JOLLA CASA GRANDE LOCATION IN STRUCTURE: CAST DATE: 10/05/92 DESIGN PSI: 5000 TIME OF DAY:10:30 LINE 24 2X2X2 C 0 B 8 COMPRESSION TEST REPORT HXX DESIGN: DAYTON SUPERIOR SORE GRIP NOH SHRINK GROQT LOAD f: PLANT CODE: SAMPLE f 05457 05453 05454 05455 05456 05458 AGE 9 TEST 2 7 28 28 60 60 DIMENSIONS, INCHES 2.00x2.01 1.98x2.03 2 . 02x1 . 99 2 . 00x2 . O2 AREA, SQ. INCHES 4.02 4.02 4.02 4.04 LOAD, COMPRESSIVE STRENGTH, LB8. 17580 29450 38830 39050 PSI 4370 7330 9660 9670 DISC DISC COMPLIANCE: 28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: 01114000 Job Name: LA COSTA CASA GRANDE Address: RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDBGOr CORRY LA COSTA CASA GRANDE HOA DOOGLA8 HHITWORE & ABSOC CITY OF CARLSBAD ONITED STATES TESTING HOYCO CONSTRDCTION Plan NiuBber: Report No: 9327 Date: November 7, 1992 EHGIHEER: S. FRANKOH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED KASOKBT DATE OF INSPECTION: 10/30/92 LOCATION OF HONK INSPECTED: Grouting of retaining wall to 4' elevation between building H (2372 Caringa Hay) And building J {2352 Caringa Way). The building of leads 4'0" to 8'0" at the above mentioned retaining walls. CONTRACTOR: Shamrock Masonry SUPPLIER: Palomar Transit Mix Mil DESIGN NUMBER: P4000EHP4 CUBIC YARDS PLACED: 9.0 HDRTAR TYPE/STRENGTH: S DK8IGM STREHGTH: 2000/mix placed was 4000 psi PLACEMENT METHOD: pump BLOCK SIZE: ITEM Placement Reinforcing Steel Hortar Proportions SET HDHBER 1 ACCEPT X X X REJECT CYLINDERS PER SET 4 NOTES SLUMP INCHES AIR PERCENT DNIT HEIGHT TEMPERATURE "F THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: Kevin Brickley JOB HOURS: 4.0 HDHBER: 344 START TIME: 7:00 STOP TIME: 11:00 THIS REPORT DOES MOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BDILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Kama: Address; 01114000 LA COBTA CASA GRANDE HJCCOHaTRUCTIOH 2343 ALTISWA MY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COBTA CASA GRANDE HOA DOUGLAS HHITMORE ft ASSOC CITY OP CARLSBAD ONITED STATES TESTING HOYCO CONSTRUCTION Plan Niunber: Report Ho: 9326 Date: November 7, 1992 ENGINEER: S. FRAHKDH RCE CA37766 Perait: 91-1327 Application: FUELS INSPECTION REPORT REINFORCED MASONRY DATE OF INSPECTION: 10/29/92 LOCATION OF WORK INSPECTED: Retaining wall to 4' elevation between buildings H (2372 Caringa Hay) and J {2352 Caringa Hay). COHTRACTOR: Hoyco Construction SUPPLIER: Oreo Block, Coast Sand, Victor Cenent MORTAR TYPE/STRENGTH: S, 1800 psi BLOCK SIZE: 12" ITEM Placement Reinforcing Steel Mortar Proportions ACCEPT X X X REJECT NQTKH Horizontal (vertical not yet completed) . THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: JaiMS Ar get singer JOB HOURS: 4.0 NUMBER: 142 START TIME: 8:00 STOP TIKE: 12:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PIJUIB, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job HaiBfl Address: 01114000 LA COSTA CASA GRANDE RECONSTRqCTION 2343 ALTISMA NAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMA3 DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOQO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE & A3SOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Numberi Report Ho: 9325 Date; November 7, 1992 ENGINEER: S. FRAKKOH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION WORT REINFORCED MASONRY DATE OF INSPECTION: 10/28/92 LOCATION OF WORK INSPECTED: Retaining wall between buildings H (2372 Caringa Hay) and J (2352 Caringa Hay), let course full length, lead to 4' elevation at north end. CONTRACTOR: Hoyco Construction DESIGN STRENGTH: 1800 psi MORTAR TYPE/STRENGTH: S BLOCK SIZE: 12" ITEM Placenent Mortar Proportions SET MDHBER HI ACCEPT X X REJECT CYLINDERS PER SET 3 NOTES SLUMP IHCHES AIR PERCENT OMIT HEIGHT TEWKHATDRE *F THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: Janes Argatsinger JOB HDDRS: 8.0 NUMBER: 142 START TIME: 8:30 STOP TIME: 4:00 THIS REPORT DOBS NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BOILD PER THE FLAMS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No; Job Hane: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. IN3PECTIOM DEFT. 2075 LAB PALHAS DRIVE CARLSBAD, CA 92009 Distributed TO: TRAVIS, VERDOOO, CDRHV LA COSTA CASA GRANDS HOA DOOGLAS WHITMORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report Ho: 9385 Date: November 7, 1992 ENGINEER: S. FRAHKOM RCE CA37766 Pemit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF IHSPECTIOH: 10/30/92 LOCATION OF WORK INSPECTED: Hilti Kwik bolts placed in wall stiffenar/coltuons in the garage of building G - 14 coluans in north wall and 10 columns in east wall. Two colmms in north wall directly east of canter stairway were not done. CONTRACTOR: Hoyco Construction THE WORK DESCRIBED ABOVE HAS PERFORMED XM ACCORDANCE WITH THE PROJECT PLANS AMD SPECIFICATIONS. HDMBER: 344INSPECTOR: Kevin Brickley JOB HOURS: 4.0 START TIME: 11:00 STOP TIKE: 3:30 THIS REPORT DOES MOT RELIEVE THE CONTRACTOR OF HIS REBPOMSIBH.ITT TO BOILD PER THE PLUS, SPKCIFICATIOHS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Ham: Address: 01114000 LA COSTA CASA GRAHDE RECONSTRUCTION 2343 ALTIBMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. IHSFBCTIOH DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVJS, VERDUGO, CURRY LA COSTA CASA GRAHDE HOA DODGLAS HHITMORE ft ASBOC CITY OF CARLSBAD OKXTKD STATES TE8TIHG HOYCO COHSTRUCTIOH Plan NuBbar: Report Ho: 9284 Data: MoveKbar 7, 1992 ENGINEER: S. FRAKKDH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION RKFORT REINFORCED CONCRETE DATE OF INSPECTION: 10/29/92 LOCATION OF WORK INSPECTED: Garage walls of building J (2352 Caringa tfay) as follows: Hilti Kwik bolts in coluans/stiffenera attachnentB. Hast wall: 8 colunns starting at south and. East wall: 7 colunns starting at north and. South wall: 1 column at aast and, CONTRACTOR: Hoyco Construction SUPPLIER: Hilti ITEM Placenant ACCEPT X REJECT DOTES Hilti Kwik bolts: 5/8" and 1" diameter. THE WORK DESCRIBED ABOVE HAS PERFORMED IH ACCORDJUICE KITH THE PROJECT FLAMS AED SPECIFICATIONS. BOMBER: 142INSPECTOR: Janan Argatslnger JOB HOURS: 2.0 START TIME: 12:30 STOP TIME: 2:30 THIS REPORT DOES MOT RELIEVE THE CONTRACTOR Of HZS RESPONSIBILITY TO BUILD PER THB FLAMS, SPECIFICATION AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street. San Diego, CA 92110 (619) 225-9641 Job Ho: Job NAM: Address: CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHA8 DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VKRDOOO, CDRRY LA COSTA CABA GRANDE HOA DOOOLAS WHITHORE ft ASBOC CITY OP CARLSBAD UNITED STATES TESTING HOYCO CONBTRDCTION Plan Number: Report No: 9283 Data: November 7, 1992 ENGINEER: S. PRANKDH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION BHPORT REINFORCED ODNCSETB DATE OF INSPECTION: 10/27/92 LOCATION OF tfOBK IM8PKCTED: Building J (2352 Caringa Hay) - Installation Of Hllti Kwik bolts per detail 1 on sheet S7. North garage wall columns from foundation to slab above, between the parking stall narked 52 to the east wall. CONTRACTOR: Koyco Construction ITEM Placement ACCEPT X REJECT MOTES Hall stiff ener attachment. THE HOSE DESCRIBED ABOVE WAS PERFORMED IH ACCORDANCE WITH THE PROJECT PLANS AMD SPECIFICATIONS. NUMBER: 142INSPECTOR: James Argetoinger JOB HOURS: 8.0 StART TIME: 7:00 STOP TIME: 3:00 THIS REPORT DOES MOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619)225-9641 Job No: Job None: Address: CITY OF CARLSBAD BLDG. INSPECTION DIPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDOO, CURRY LA COSTA CASA GRANDE HOA DOOGLAS WHITHORE ft ASSOC CITY OP CARLSBAD DNITKD STATES TESTING HOYCO CONSTRUCTION Plan Nuxber: Report No: 9281 Data: November 7, 1992 ENGINEER: S. FRAHKDM RCE CA37766 Parmit: 91-1327 Application; FIKLD INSPECTION REPORT REINFORCED OONC&XTK DATS OP INSPECTION: 10/23/92 LOCATION OP WORK INSPECTED: Inspected the installation of 5/8" ft 1" Hilti Kwik bolts for wall stiff enars numbered 1 thru 28 with the exception of 6, IS, 19, 20, 21 as per detail 1/S7 of approved plans. CONTRACTOR: Hoyco Construction SUPPLIER: Hilti Kwik Bolts 5/8" and 1" ITHH Hilti Kwik Bolts ACCEPT X REJECT NOTES 5/8" ft 1" THE WORK DESCRIBED ABOVE HAS PERFORMED IK ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 286INSPECTOR: Hark Blakely JOB HOURS: 6.0 START TIME: 10:30 STOP TIME: 3:30 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS MSPOMSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Ham*: Addr«B8: CITY OP CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRAHDE HOA DODGLAS HHITHORE & ASSOC CITY OF CARLSBAD UNITED BTATB8 TESTING HOYCO CONSTRUCTION Plan Hunber: Report Hoi 9282 Date: November 7, 1992 ENGINEER: 3. FRAHKOM RCE CA37766 Pernit: 91-1327 Application: INSPECTION REPORT REINFORCED DATE OF INSPECTION: 10/26/92 LOCATION OP NORK INSPECTED: Building K, 2340 Caring*: Installation of Hilti Kwik Bolt II anchors for wall stiffenars t6, IB, 19, 20 and 21 (Bee detail 1, BtMWt 67), Building H, 2372 Caring* i Footing for n*u retaining wall. Building K wall stiffenars - Top anchors - Hilti KBII 5/8"x3 3/4". Bottom anchors = Hilti KBIX I"x9". Building H - Penetration of sewer line and tapering of k«yway at end of retaining wall conditionally approved by city building official pending sutMittal of details by structural engineer. OQHTBACTOB: Hoyco Construction SUPPLIER: Paloaar Transit Hix, Ocaancida Htl DKBIGM 1RMBER: P3000EHF4 707 DKSIG1 BXBBIIOIH: 3000 psi CUBIC YARDS PLACZD: 29.5 PLACBHIUIT HBTHQD: mm Placenent Reinforcing Steel Anchors For* Clean BET NDHBEH 1 ACCEPT X X X X REJECT CYLHDHRS PER BEt 4 EOTE8 SLOHP IffCHES AIR PERCEHT OWIT HEIGHT TEMPKRATDRE T 4 84 THE WORK DESCRIBED ABOVE WAS PERFORMED III ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: Eric Checkatts JOB HOORfl: 6.0 NDHBER: 91-49516-68 START TIKE: 9:00 STOP TIME: 3:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619} 225-9641 Job Ho: Job Name; Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTTSHA HAY CARLSBAD, Cft 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed Tot TRAVIS, VERD0GO, CORHY LA COSTA CASA GRANDE HOA DOOGLAS WHITMORE & ASSOC CITY OF CARLSBAD 0KITED STATES TESTING HQYCO COHSTRDCTIOH Plan Number: Report No: 9176 Date: October 26, 1992 ENGINEER: S. FRANKOM RCE CA37766 Permit: 91-1327 Application: FIEU> INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 10/09/92 LOCATION OF WORK INSPECTED: Inspected the grouting of beam saddles at lines 18 and 19, building 2383; lines Br 10 and 12, building 2349, and line 13 at building 2351 as per approved plans. Obtained samples for test. CONTRACTOR: Hoyco Construction SUPPLIER: Dayton Superior MIX DESIGN NUMBER: Dayton Superior Sure Grip Grout CUBIC YARDS PLACED: DESIGN STRENGTH: 5000 psi PLACEMENT METHOD: pump ITEM Placement Consolidation ACCEPT X X REJECT MOTES THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 286INSPECTOR: Mark Blakely JOB HOURS: 4,0 START TIME: 9:00 STOP TIME: 12:00 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BDILD PER THE PLANS, SPECIFICATIONS AND ALE. APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No:Job Kane;Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION -.; 2343 ALTISHA HAY CARLSBAD, CA 00000 CITY OF CARLSBADBLDG. INSPECTION DBPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOADOUGLAS HHITMORE ft A8SOC CITY OF CARLSBAD UNITED STATES TESTING KOYCO CONSTRUCTION Plan Number: Permit:91-1327 Application: Report NO: 111976 Date: October 23, 1992ENGINEER: S. FRANKDM RCE CA37766 CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C-39) JOB NAME: LA COSTA CASA GRANDE LOCATION IS STRUCTURE: BOILDIHG 2383 LINE 16 GRADE BEAM CAST DATE:SLUMP: TEMPERATURE: 09/24/92 DESIGN PSI: 2" TIME OF DAY; DNIT WT. PCF: CYLINDER * 05309 05310 05311 05312 AGE ¥ TEST 7 28 28 60 300011:00 DIA. INCHES 6666 MIX DESIGN: C658EWP4 LOAD«/PLANT CODE: 1/81 AIR PERCENT: AREA, SQ. INCHES 26.T1 28.27 28.27 28.27 LOAD, LBS. gTOOO 123500 130000 COMPRESSi'VE STRENGTH, PSI 3060 , 4370 ; 4600 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECXFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISHA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report Ho: 9177 Date: October 26, 1992 ENGINEER: S. FRANKUH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED COMCRETE DATE OF INSPECTION: 10/13/92 LOCATION OF WORK IBSPECTKD: Inspected grouting of beam saddles at line building 2351; line 1 and 4, building 2343, and line 5 and 7, building 2345 as per approved plans. Obtained samples for test. CONTRACTOR: Hoyco Construction SDPPLIER: Dayton Superior MIX DESIGN NUMBER: Dayton Superior Sure Grip Grout CUBIC YARDS PLACED: DESIGN STRENGTH: 5000 psi PLACEMENT METHOD: pump ITEM Placement Consolidation ACCEPT X X REJECT NOTES - THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 286INSPECTOR: Hark Blakely JOB HOOKS: 4.0 START TIME: 1:00 STOP TIME: 3:30 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619} 225-9641 Job No: Job Ha*M: Address: CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA ORAHDE HOA DOUGLAS HHITHQRE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Flan Nuaber: Report No: 8895 Data: October 6, 1992 ENGINEER: S. FRAHKOH RCE CA37766 Permit: 91-1327 Application: DATE OF INSPECTION: 09/22/92 LOCATION Of HOIK INSPECTED: Inpsected the epoxying of 7/fl"xl2" bolts using Hilti C100 at building 2349, lines 8, 10, 12 and building 2351, Una 15 as per details on S/B of plans. CONTRACTOR: Hoyco Construction MIX DESIGN NJDHBEX: Hilti C100 ttpoxy ITEM Epoxying Clean outs ACCEPT X X REJECT NOTES Holes clean. THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 266INSPECTOR: Hark Blakely JOB BOORS: 2.0 START TIME: 9:30 STOP TIME: 11:30 THIS REPORT DOBS NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BOILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Mo: Job Nane: Address: LA COSTA CASA GRANDE CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAB DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOOGLAS WHITHORH ft ASSOC CITY OF CARLBBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number:Permit: 91-1327 Application: Report No: 8896 Date: October 6, 1992 ENGINEER: S. FRAHKDH RGB CA3776S FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 09/24/92 LOCATION OP WORK INSPECTED: Inspected the reinforcing steel and concrete Placement at grade beans at lines 16, 18, 19 and 21 at building 2383 as per plane. In addition, inspected the epoxying of 7/8"xl2" bolts at building 2343, line 1 and 4 and building 2345, line 5 and 7, in accordance with approved plans. Obtained concrete cylinders for test, CONTRACTOR: Hoyco Construction SUPPLIER: Palomar Transit MIX DESIGN HDMBBR: C65BEHP4 CUBIC YARDB PLACED: 40.0 DESIGN BTMAJKffK: 3000 psi PLACEMENT METHOD: pimp ITEM Placement Reinforcing Steel Consolidation Epoxy SET BOMBER 1 ACCEPT X X X X REJECT CYLINDERS PER BET 4 NOTES Bpoxy Hilti C100 SUMP INCHES AIR PERCENT UNIT WEIGHT TEMPERATURE "F 2 72 THE HORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 286INSPECTOR: Hark Blakely JOB HOORS: 4.0 START TIME: 10:00 STOP TIME: 2:00 THIS REPORT DOBS MOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PUW8, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619} 225-9641 Job No: Job NaMAddress: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBHA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DIPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed Toi TRAVIS, VERDDGO, CORKY LA COSTA CASA GRANDE HOA DOOQLAB WHITHOH1 ft A58OC CITY OP CARLSBAD UNITED STATES TESTING HOYCO CON8TROCTXON Plan HiMbar;Permit: 91-1327 Application: Report No: 8877 Date: October 5, 1992 ENGINEER: 8. FHAHKOM RCH CA37766 8TROCT0RAL STEEL INSmCTION REPORT FIELD HKLDIN6 DUE OV INSPECTION: 09/22/92 LOCATXOB OV BONK INSPECTED: inspected the welding of cromm bracing tube ateel s*Rbere and above pine as per details on 1/89 and 3/89 of plans, at building 2383, line 16 and 18. HSUOBR NAM: John Minehew HELDKR NAME: Chris Percival PROCESS: FCAH TYPE OF HELD: Fillet BASE METALt A500, A36 CERTIFICATION •: ANB Dl.l, DTO-340 CERTIFICATION fl: AWS Dl.l, DTR-042 ODES: NR211 ITEM Held* Fit Op Electrodes ContonMnce X X X •on ConConHnoe Eons THE HORK IB8FBCTOR: Mark Blakely JOB HOODS: 4.0 ABOVE HAS PERFORMED IB ACCORDANCE NITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 286 BTJUtT TIME: 11:30 STOP TIMEi 3:30 THIS REPORT DOES EOT RELIEVE IB* CONTRACTOR OF RIB RESPONSIBILITY TO BUILD PER THE PLUS, SPECIFICATIONS AND ALL APPLICABLE COOEB. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Have: Address: CITY Or CARLSBAD BLDO. XXSPBCnOK DKPT. 2079 LAB PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, vERDooo, CTORY LA COSTA CASA GRANDE HOA DOWLAS HHITMORK ft ABSOC CITY OP CARLSBAD ORITED STATES TESTING HOYCO CONSTRUCTION Plan NuBber:Permit: 92-1327 Application: Report Ho: 0879 Dat«: October 5, 1992 EHGIHKER: 8. FRANKON RCE CA37766 BTBDCTDHAL STEKL XB8PBCTXOH REPORT raw HELDIBG DAIS or zv TIQ«: 09/23/92 LOCAnoH or HOBK LMi>VUIU>-. Inspected the welding of tub* eteel CTOM bracing and pins as par details 1/B9 and 3/B9 of plans at building 2383, line 19 and 21, and building 2349 at line e, 10 and 12. WELDER UlOt: John Minshew WELDER UMH: Chris Parcival HsJLEaa; FCAH TYPE Or WELD: Fillet BASE METAL: A500, A36 CEKnrZCATZCH f: AH8 01.1, DTO-340 atRTTFICATIOH •: AHS Dl.l, DTR-042 HR211 ITEM welds Fit Op Electrode* Confonsncs) X X X Bon Confozsunae EOTE8 THE HOBK DK8CIUBBD ABOVE HAS FEHFIMHU) IE ACOORDMCE WITH THE PBOJECT PLAIB AMD 8PECIFICATIOB7S. IE8PECTOR: Hark Blakely JOB HOURS: 8.0 ; 286 START TIME: 7:30 STOP TTMEt 3:00 THIS REPORT DOES EOT BELIEVE THE COBTBACTQR OF HI& BJEBPOB8ZBZUTT TO BUILD PER THE FLAMS, SPECIFICATIONS AMD ALL APPLICABLE CODBfl. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Mo: 01114000 Job Ham: LA COSTA CASA GRANDE Address: RECONSTRUCTION 12343 ALTI8MA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CDRRY LA COSTA CASA GRANDE HOADOUGLAS HHITMOHE ft ASSOC CITY OF CARLSBAD OHITED STATES TESTING HOYCO CONSTRUCTION Plan Niwber: Report No: 111577Data: October 19, 1992 ENGINEER: S. FRANKOM RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSION TEST REPORT(TESTED TO ASTM C-39) JOB NAME: LA COSTA CASA GRANDELOCATION IN STRUCTURE: GRADE BEAM 13 AND 27 CAST DATE:SLUMP: TEMPERATURE: 09/17/92 DESIGN 2.75 TIME OP OH IT WT CYLiHDER * 05213 05214 05215 05216 FBI : 3000DAY: 10:45 . PCF: AGE <jj TEST 728 26 60 DIA. INCHES SQ '6 '6 6 6 MIX DESIGH: P3000EWP4 LOAD»/PLAHT CODE: 1/80 AIR PERCENT: AREA,. INCHES "2f:27 28.27 28.27 28.27 LOAD, LBS. BS'OW 98000 99000 COMPRESS I VE STRENGTH, PSI ISTO 347Q 3500 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Name: Address: CITY OP CARLSBAD BUM. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CORRY LA COSTA CASA GRANDE HOA DOUGLAS HHITMQRE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 9143 Date: October 16, 1992 ENGINEER: S. FRANKUM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF IMSPECTIOH: 10/05/92 LOCATION OF WORK INSPECTED: Non-shrink grout installation per detail 4/S9 at lines 16, 21, 24, 26 & 27 at buildings E & F. CONTRACTOR: Hoyco Construction SUPPLIER: Dayton-Superior Sure-Grip grout DESIGN STRENGTH: 5000 psi ITEM Placement Mortar Proportions Consolidation ACCEPT X X X REJECT NOTES THE WORK DESCRIBED ABOVE WAS PERFORMED IR ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 339INSPECTOR: Greg Smith JOB HOURS: 4.0 START TIME: 10:00 STOP TIME: 1:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Mo: Job Name: Address: CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CORRY LA COSTA CASA GRANDE HOA DODOLAS HHZTHORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO COHSTROCTIOM Plan Number:Permit: 91-1327 Application: Report Ho: 8984 Date: October 9, 1992 ENGINEER: S. FRAHKDH RCE CA37766 FIELD INSPECTION REPORT DATE OF INSPECTION: 09/28/92 LOCATION or WORK IRSPECTED: Inspected the reinforcing steal and concrete placement at grade beau at lines B, 10, 12 of building 2349 and line 15 building 2351 1st level pour as per plans. Obtained concrete cylinders for test. CONTRACTOR: Hoyco Construction SUPPLIER: Paloaar Transit MIX DESIGN BOMBER: C658EHP4 CUBIC YARDS PLACED: 30+ DESIGN STRENGTH: 3000 psi PLACEHEn METHOD: pump ITEM Placement Reinforcing Steel Consolidation SET NUMBER 1 ACCEPT X X X REJECT CYLINDERS PER SET 4 KOTES SUM? INCHES 2 3/4" AIR PBRCBXT OMIT WEIGHT TEMPERATURE -V 74 THE WORK DESCRIBED ABOVE WAS PEBFOHMBD IH ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NDKBER: 286INSPECTOR: Hark Blakely JOB HOURS: 3.5 START TIMH: 8:00 STOP TIME: 11:00 THIS REPORT DOES MOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BOILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job HAM: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBHA WATT CARLSBAD. CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAB PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERM)JO, CDRRY LA COSTA CASA GRANDE HOA DOOGLA8 WHITMORE ft A88OC CITY OF CARLSBAD DHITED STATES TBSTIHG HOYCO CONSTRUCTION Plan Number: Report Ho: 8985 Date: October 9, 1992 ENGINEER: 3. FRAHKUH RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF IirSPECTIOII: 09/30/92 LOCATION OF WORK INSPECTED: Building A, lines 1, 4, 5, 7 grade beams in garages. Slab on grade for bean 112. CONTRACTOR: Hoyco SUPPLIER: Palomar Ready Mix Mil DESIGN HDH8ER: C658EHP4 CUBIC YARDS PLACED: 30.0 DB8X6M STRENGTH: 3000 psi PLACKMElrT HETHGD: pmp ITEM Placement Reinforcing Steel Batch Tickets Consolidation Form Clean SET ROMBKR 1 ACCEPT X X X X X REJECT CYLIRDERS PER SET 4 NOTES SLOMP INCHES AIR PERCENT OMIT WEIGHT TEMPERATURE "F 2.75 88 THE WQMC DESCRIBED ABOVE HAS PERFORMED III ACCORDA»CE WITH THE PROJECT PLANS AND SPECIFICATIONS. NQNBKR: 534INSPECTOR: Kerry Bmbrey JOB HOURS: 4.0 START TIKE: 9:30 STOP TIME: 1:30 THIS REPORT DOBS NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job None: Address: LA COSTA CASA GRANDE CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Flan Number:Permit: 91-1327 Application: Report No: 8961 Date: October 9, 1992 ENGINEER: S. FRANKOH RCE CA37766 STRUCTURAL BTBJfl, XRSPECTZOH REPORT FIELD WELDING DATE OF IHSPECnOH: 09/28/92 LOCATION OF WORK INSPECTED: Inspected the welding of tube steel cross bracing and pins as per detail 1/39 and 9/89 of plans at building 2343, lines 1 and 4, and building 2345, lines 5 and 7. WELDER MAKE: John Hinshew HEEiDBR HAHB: Chris Percival PROCESS: FCAW TYPE OF HELD: Fillet BASE METAL: A500, A36 CERTIFICATION •: AWS Dl.l, DTO-340 CERTIFICATION f: AWS Dl.l, DTR-042 ELECTRODES: NR211 ITEM Welds Fit Dp Electrodes Confozvance X X X Ron Conforaance MOTES THE WORK DESCRIBED ABOVE HAS PERFORMED III ACCORDAMCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 266INSPECTOR: Hark Blakely JOB HODRS: 4.5 START TIME: 11:00 STOP TIKE: 3:30 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BOILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: 00995200 Job Nam: FOOR SKASOH8 HOTEL-AVIARA Address: "''' "' 7100 BLOB MtKW KJlWB CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTIOH DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: PRE-MIXED CONCRETE CHARLES PANKOW BUILDERS WIHBERLY ALLISON TONGftGOQ AVIARA RESORT ASSOCIATES CITY OF CARLSBAD UNITED STATES TESTING JOHN A MARTIN ft ASSOC. Plan Number:Pernit: 90-1217 Application: Report No: 8978 Date: October 9, 1992 ENGINEER: S. FRAHKDM RCE CA37766 FIELD INSPECTION REPORT REINFORCED CONCUKTE DATE OF INSPECTION: 09/28/92 LOCATION OF WORK INSPECTED: Parking structure wall on line GA between G5 to G14. CONTRACTOR: Charles Pankow SUPPLIER: Premix, Escondido HII DESIGN NDHBER: 50-6627 CUBIC YARDS PLACED: DESIGN STRENGTH: 4000 psi PLACEMENT METHOD: truck ITEM Placement Reinforcing Steel Batch Tickets Conso 1 idat ion Form Clean SET NUMBER 1 ACCEPT X X X X X REJECT CYLINDERS PER SET 3 NOTES SLUMP INCHES AIR PERCENT UNIT HEIGHT TEMPERATURE 'F 3.25 THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 534INSPECTOR: Kerry Enbrey JOB HOURS: 4.0 START TIME: 10:00 STOP TIME: 2;00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Nam: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report Ho: 8971 Date: October 9, 1992 ENGINEER: S. FRAHKUH RCE CA37766 Permit:91-1327 Application: STRUCTURAL STEEL INSPECTION REPORT SHOP WHLDI1IG AT HIMSHEW STEEL DATE OF INSPECTION: 10/01/92 LOCATION OF HORK INSPECTED: Cap and base plates on W6xl5 shoulder beams 30 pee. per drawing S7/1. WELDER NAME: John Minshew PROCESS: FCAH TYPE OF VELD: Fillet BASE METAL: ASTH A36 CERTIFICATION t: DTO-340 ELECTRODES: E71T-11 ITEM Welds Fit Op Electrodes Confonanca X X X Hon ConfoTMnca NOTES THE HORK DESCRIBED ABOVE WAS PERFORMED IH ACCORDANCE WITH THE PROJECT PLANS AMD SPECIFICATIONS. NUMBER: 227INSPECTOR: Earl Hathes JOB HOURS: 4.0 START TIME: 6:00 STOP TIME: 8:00 THIS REPORT DOES EOT RELIEVE THE CONTRACTOR OF HIS RESPOHSXBILXTY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Nam:Addrasv: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To; TRAVIS, VKRDOGO, CDHHY LA COSTA CABA GRAHDE HOA DOOGLAS HKITHORE ft ASSOC CITY OF CARLSBAD OHITED STATES TESTING HOYCO CONSTRUCTION Plan Nunber: Report Ho: 111565Data; Septwuxar 29, 1992 ENGINEER: 3. PRANKUM RCE CA37766 Perait:91-1327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTH C-39) JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: 2376 CARIKGA HAY-PATION FOOTINGS SLAB CAST DATE: OB/24/92 DESIGN PSI: 3000 MIX DESIGN: SLDMP: 4" TIME OF DAY: 9:30 LOAD*/PLANT CODE TEMPERATURE: 70 OKIT HT. PCF: AIR PERCENT: CYLINDER 1 W939049400494104942 AGE 9TEST 7 ' 28 2860 INCHES 6 6 66 SQ. INCHES 28^27 28.27 28.27 LOAD, L~BS. 1550V 103500 103000 C3000EWP4 : 1/81 STRENGTH, PSI DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job NaM:AddrMB: 01114000 LA COSTA CASA GRANDE RBCOHBTBBCTICTI2343 ALTIBMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. IH3PECTIOH DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CDRRY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE ft ASS<DC CITY OF CARLSBAD UNITED STATES TESTING BOYCO CONSTRUCTION Plan Number: Report No: 111577 Data: taptaabar 29, 1992 ENGINEER: S. FRAHKDH RCE CA37766 Bor»it;9i-1327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C-39) JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: GRADE BEAM 13 AND 27 CAST DATE: SLUMP: TEMPERATURE: 09/17/92 2.75 P3000EWP4 1/80 s. DESIGN PSZ: 3000 MIX DESIGN:TIKE OF DAY: 10:45 LOADt/PLANT CODE: OMIT m. PCF: _ ___ AIR PERCENT: ^^^u:^;^^-..!^^,^^^^!^,^^,^,^- .*.„ jgjjgj^"1*** f TEST IHCHES 30- INCHEB ^c==,^^3^^^™!»!a^^«s=^^ 05214 28 6 28.27 05215 28 6 28.27 05216 60 6 28.27!:;i:^i;:::i!i!=:B:^M:^::: iai;:ii :K:;:!i^^iHsi;:ani:^;iiyiii3::uu;K i!,iii]:',:i^!;a!::i!i!;3^:^:yR'-HK^ai:n!Ci!i:^w:m:!B:Bf::!T!;2:i^3injs!itK[B'j:s^JiB;!B^^::cn!^: i!i;:a!ii!! i!i]:^:ai:inui:siw:::u^ffi: STRENGTH PSI COMPLIANCE: United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Kame: Address: CITY OF CARLSBAD BLDG- INSPECTION DEPT. 2075 DAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE & ASSOC CITY OF CARLSBAD UHITED STATES TESTING HOYCO COHSTRDCTION Plan Humber: Report Ho: 8831 Date: September 26, 1992 ENGINEER: S. FRAHKUM RCE CA37766 Permit; 91-1327 Application: STRUCTURAL STEEL INSPECTION REPORT FIELD HELDIHG DATE OF INSPECTION: 09/15/92 LOCATION OF WORK INSPECTED: Fillet welds per details 1 and 3 on sheet S-9 at lines 27r 26 and 24 at 2385 (Building F) and line 13 at 2351 (Building D). WELDER MAKE: John Hinshew WELDER HAHE: Chris Percival PROCESS: FCAW TYPE OF WELD: Fillet BASE METAL: A36, A500 CERTIFICATION f: DTO-340 CERTIFICATION t: DTR-042 ELECTRODES: E71 ITEM Welds Fit Dp Electrodes Conforaance X X X Hon Conforaance NOTES THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: Guillermo Baez JOB HOURS: 8.0 HUMBER: 343 START TIHE: 8:00 STOP TIME: 4:00 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BDILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Name: Address: CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CORRY LA COSTA CASA GRANDE HOA DOUGLAS WHITMORE & ASSOC CITY OF CARLSBAD OKITED STATES TESTING HOYCO COHSTRDCTIOK Plan Number: Report No: 8B51 Date: September 28, 1992 ENGINEER: S. FRAKKDM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED COHCHETE DATE OF INSPECTION: 09/17/92 LOCATION OF WORK INSPECTED: Grade beam at lines 27, 26, 24, 13 with 3x4 angle iron and 3/4"xl2" bolts. Also witnessed placement of 7/8"xl2" bolts at grade beam 21, 19, 18, 16 with Hilti C-100. Holes were clean and to proper depth. Manufacturer's directions were followed. CONTRACTOR: Hoyco SUPPLIER: Palmor, Oceanside MIX DESIGN NUMBER: P3000BWP4 CUBIC YARDS PLACED: 27.5 DESIGN STRENGTH: 3000 psi PLACEMENT KBTHOD: pump ITEM Placement Reinforcing Steel Batch Tickets Conso 1 idat ion Form Clean SET NUMBER 1 ACCEPT X X X X X REJECT CYLINDERS PER SET 4 NOTES SLOW3 INCHES AIR PERCENT DHIT WEIGHT TEHPERATDRK ~F 2.75 THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 534INSPECTOR: Kerry Embrey JOB HOURS: 4.0 START TIKE: 9:30 STOP TIME: 1:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619} 225-9641 Job Ho: 01114000 Job Name: LA COStA CASA GRANDE Address: RECONSTRUCTION 23|3 AI.TI8HA WAY CARLSBAD, CA OOOOO CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE ft ASSOC CITY OF CARLSBAD DHITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 8849 Date: September 26, 1992 ENGINEER: S. FRANKDM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 09/11/92 LOCATION OF WORK INSPECTED: Building 2385, type F, line 24 to 27. Building 2351, type D, line 13. CONTRACTOR: Hoyco ITEM Anchor Solts ACCEPT REJECT NOTES Per drawing. THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS JUID SPECIFICATIONS. NUMBER: 344INSPECTOR: Kevin Brickley JOB HOURS: 4.0 START TIME: 10:00 STOP TIME: 12:00 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPOHSIBILITY TO BOILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ha: Jab Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISKA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE KOA DOUGLAS WHITMORE & ASSOC CITY OF CARLSBAD UMITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: B778 Date: September 16, 1992 ENGINEER: S. FHANKDH RCE CA37766 Permit:91-1327 Application: STHDCTOHAL STEEL INSPECTION REPORT SHOP MELDING AT HINSHEW STEEL DATE OF INSPECTION: 09/10/92 LOCATION OF WORK INSPECTED: Inspected 5/16" fillet welds at 1/2" to 7/8' lower brace frame base plate - 4 total. Heat It's are as follows: 1/2" plate 412B2251, 7/8" plate 313331, 313478, 313565. WELDER HAMH: Chris Percival PROCESS: FCAH TYPE OF WELD: Fillet BASE METAL: A36 CERTIFICATION t: DTR 042 ELECTRODES: NR211 ITEM Holds Pit Op Electrodes Conformance X X X Man Confarunca NOTES THE DORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 343INSPECTOR: Guillermo Baez JOB HOORS: 4.0 START TIME: 12:00 STOP TIME: 2:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BDILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho;Job Hame;Address: 01114000 LA COSTA CASA GRAHDE RECONSTRUCTIONr2343iJMj;8MA HAYCARLSBAD, 'CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, CURRY LA COSTA CASA GRANDE HOA DODGLAS WHITMORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report No: 111266Date: September 4, 1992 ENGINEER: S. FRANKUM RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C ~ 3 9 ) LOCATION IN STRUCTURE: CAST DATE: SLDMP: TEMPERATURE: i CASA GRANDE JURE: GRADE BEAM 3 2376 ALTISMA WAY 08/7/92 DESIGN FBI: ' 3000 = ' 5" TIME OF DAY: ' 11:00 UNIT WT. PCF: CYLINDER 04.548 ' ' 04649 04650 04651 AGE 3 TEST ' 7 28 26 60 DIA. INCHES 6 6 6 6 MIX DESIGN: LOAD* /PLANT CODE AIR PERCENT; AREA, LOAD, LBS. SQ. INCHES *7 S " "o *J 6*7 ^fj'fi 28^27 104000 28,27 103000 28.27 P3000EWP4 : I/ COHPRESSIVE STRENGTH, PSI 36fiO-;3640 DISC COMPLIANCE:>8 DAY TESTS COMPLY WITH SPECIFICATtOHS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Hame: Address: 01114000 LA COSTA CASA GRANDE UBCOHSTROCTIOH 2343 ALTIBHA WAY CARLSBAD, CA 00000 CITY 0V CARLSBAD BLDG. INSPECTION DEFT. 2075 LAB PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CABA GRANDE HOA DOOGLAS WHITHORE ft ASSOC CITY OP CARLSBAD DNITED STATES TESTIHG HOYCO COHSTRDCTION Plan Humbar: Report Ho: 8743 Data: September 11, 1992 ENGINEER: S. FRANKOM RCE CA37766 Permit: 91-1327 Application: FIELD IHSPBCTIOH REPORT COHCX DATE OF IH8PECTIOH: 09/02/92 LOCUTOII Of WORK INSPECTED: Building 2343, tie back «1 - 1 1/4" Dyuidag rod loaded to 74 kips. Soil condition prevented further loading. Building 235, tie back 13-1 1/4" Dyuidag. Elongation from 22 to 110 kips was ,281. 110 kipe was maintained for 10 minut«B with elongation of .002. Equipment calibration at Smith-Emery on 7/23/92. Ram •DSI-110-303, pump It345805 - DSI-LB, gauge 9343. CONTRACTOR: Hoyco/Malcom Drilling THE WORK DESCRIBED ABOVE WAS PERFORMED IH ACCORDANCE WITH THE PROJECT PURS AMD SPECIFICATIONS. HUHBER: 344INSPECTOR: Kevin Brickley JOB HODRS: 4.0 START TIKE: 9:00 STOP TIME: 1:30 THIS REPORT DOES HOT RELIEVE THE COmuCTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Mane: Address: CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHA8 DRIVE CARLSBAD, CA 92009 Distributed TO: TRAVIS, VERDOOO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE ft ASSOC CITY OF CARLSBAD DNITED STATES TESTING HOYCO COHSTRDCTIOH Plan Humbar: Report Ho: 8738 Date: September 11, 1992 ENGINEER: S. PRANKOH RGB CA37766 Permit:91-1327 Application: STRUCTURAL STEEL INSPECTION REPORT WELDING AT DIION STEEL DATE OF INSPECTION: 08/31/92 LOCATION OF WORK ZIISPECTED: Brace frame loner connections per detail D/E3 of the approved shop drawings. Two each of shop pieces fl3, 15, 24, 26 and 27 were observed (total of 10 pieces) each part was metal stamped "D" indicating acceptance. tfBLDBR HANK: John Hinshew HELDER MAKE: Chris Percival PROCESS: FCAH TYPE OF HELD: Fillet BASE METAL: ASTM A36 plate CERTIFICATION •: DTO-340 CERTIFICATION t: DTR-042 ELECTRODES: E7IT-11 ITEM Welds Fit Dp Electrodes Temperature Conformant^ X X X X Hon CunfOTwmoe ROTEB Finished fillet welds were observed. THE WORK DESCRIBED ABOVE HAS PERFORMED IH ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 339INSPECTOR: Greg Smith JOB HOORfl: 4.0 START TIME: 1:30 STOP TIKE: 3:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job NO:Job Name: Address: 01114000 LA CO8TA CASA GRANDE RECONSTRUCTION 2343 ALTISMA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRYLA COSTA CASA GRANDE HOA DOUGLAS HHITHOHE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report Ho: 111179 Date: September 1, 1992ENGINEER: S. FRAHKDH RCE CA37766 Permit:91-1327 Application: CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTH C-39) JOB NAME: LA COSTA CASA GRANA LOCATION IN STRUCTURE: CASSIOHS FOR UHIT CAST DATE: SLUMP: TEMPERATURE: 2376 ALTISMA HAY OB/3/92 DESIGN PSI : 33/4 TIME OF DAY: 7£* UNIT HT. PCF: CYLINDER * 04513 " 04514 04515 04516 AGE fl TEST ' " ' 7 28 28 60 3000 12:30 DIA. INCHES 6" "666 MIX DESIGN: LOAD* /PLANT CODE AIR PERCENT: AREA , SQ. INCHES •••'28.2?28.27 28.27 28.27 LOAD, LBS. 6706 98500 99000 C3000EHP4 : I/ COMPRESS I VE STRENGTH, PSI 237 G 3480 3500 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job HO; Job HUM Address: 01114000 LA COSTA CASA GHAHDH RKCOMSTHUCTION 2343 ALTIBMA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRAHDB HOA DOOOLAS NHZTHORE & A8SOC CITY OF CARLSBAD OHITED STATES TESTING HOYCO COHBTROCTIOH Plan Hunter: Report Ho: 8679 Date: September 5, 1992 ENGINEER: S. FRAHKDH RCE CA37766 Permit: 91-1327 Application: BTBDCTORAL STEEL IW6PBCTIOII REPORT AT MBMBHBW STEEL DATE OF IHSFKCnOH: 06/24/92 LOCATIOH OF WORK INSPECTED: Inspected welding of brace frames as per detail 1/S9 of plans. Quantity of 12 were inspected. HELDBR NAME: Chris Percival PROCESS: FCAH TYPE OF HELD: Fillet BASE HBTAL: A36 CXHTIFICATIOH •: DTR-042, AWB Dl.l KLECTHODE8: HR211 lira Welds Fit Dp Electrodes ConfoTBanoe X X X •on Cooforaence EOTE8 THE HOHK DB8CBIBED ABOVE HAB PUVORHED IE ACCOBDAHCE WZTH THE PROJECT PUUI8 AKD SPECIFICATIOirS. BOMBER: 286INSPECTOR: Hark Blahely JOB HOURS: 4.0 STAHT TUffi: 12:30 STOP TIME: 2:30 THIS REPORT DOES EOT RELIEVE THE COWTRACTOR OF HIS BESPOEBZBILm TO BOILD PER THE PUUm, BPECIFICATIOHS AMD ALL APPLICABLK CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job H 01114000 LA COSTA CASA GRANDE 2343 ALTISJtt WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, COREY LA COSTA CASA GRAHDB HOA DOUGLAS WHITHORH ft A88OC CITY OF CARLSBAD DMITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report Ho: 8603 Date: September 5, 1992 ENGINEER: S. FRANKOH RCE CA37766 PetBit: 91-1327 Application: FIELD INSPECTION REPORT CONCRETE DAT* Of INSPECTION: 08/24/92 LOCATIOH OF WOW INSPECTED: 2376 Caringa Way - Patio slab on grade and footings. CONTRACTOR: Hoyco SUPPLIER: Paloaar Mil DESIGN NDHBER: P3000EWP4 CUBIC YARDS PLACED: 9.5 DESIGN STRENGTH; 3000 psi pucnnm METHOD: ptoip ITEM PlaoMBwnt Reinforcing Staal Conoolidation Fora Cl*an SET MUHBBH ACCEPT X X X X SKJBCT CYLINDERS PER BET 4 ROTES SUMP IHCHKS AIR PERCENT UNIT HKIGHT TIMPKRATDRE 'F 4 70 TUB WORK DESCRIBED ABOVE WAS PEKFOBMBD IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 344INSPECTOR: Kevin Brickley JOB HOURS: 4.0 START TIME: 9:00 STOP TIMK: 11:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO NVZLD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job NaM Addrau: LA COSTA CASA GRANDE CITY OP CARLSBAD BLDG. INSPECTION. DBPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VRRDDGO, COBBY LA COSTA CASA GRANDE HOA DOOGLAS HHITMORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan NtiBber: Report Ho: 8684 Date: S*pt**b*r 5, 1992 ENGINEER: 8. FRANKDM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED lONUUHl DATE OF INSPECTION: 06/25/92 LOCATION OF WORK INSPECTED: Tie back anchor holes *'s 1 ft 4, building A; 5 and 7, building B; 8, 10 ft 12, building C, and 13 and 15, building D. COHTKACTOR: Hoyco Conatruction THR WORK DKSCHIBKD ABOVE HAS PKSFORHED IN ACCORDANCE WITH THE FHOJECT PLANS AND SPECIFICATIONS. * NOTES * Tie back anchor holes depth: Building Ar ftl = 31r 14 = 30'; building B, 15 = 30', *7 = 25',• building Cr 18 = 30', *10 - 25', t!2 = 24'6"; building D, 113 = 25', §15 = 26'. INSPECTOR: Arturo 8«villa JOB HOOBB: 7.0 NWOUW: 421 TUB: 11:15 STOP TIME: 6:00 THIS REPORT DOES NOT HELIKVK THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD POL TOR PLANS, SPECIFICATIONS AID ALL APPLICABLE CODES. CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB911327 FOR 08/18/92 DESCRIPTION t REPAIR/REPLACE/REINFORCE LA COSTA CASA GRANDE CONDOS TYPE: MISC JOB ADDRESS:2343 APPLICANT: WHITMORE, CONTRACTOR: OWNER: ALTISMA WY DOUGLAS REMARKS: MH/RON/260-1777 SPECIAL INSTRUCT: PHONE: PHONE: PHONE: STR: FL: 619 296-173 INSPECTOR AREA TP PLANCK* CB911327 OCC GRP CONSTR. TYPE VN STE: INSPECTOR TOTAL TIME: CD LVL DESCRIPTION 11 ST Ftg/Foundation/Piers ACT COMMENTS 10692 071 072892 072892 072492 071792 071392 070992 070192 063092 060292 DESCRIMTON <^r Ftg/^oundation/Piers F^/Foundat ion/Piers ^tg/Foundat ion/Piers Ftg/Foundation/Piers Steel/Bond Beam Exterior Lath/Drywall Interior Lath/Drywall Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers INSPECTION HISTORY ***** ACT PA AP AP AP AP AP AP AP AP AP NR AP INSP TP TP TP TP TP TP TP TP TP TP TP TP COMMENTS PENDING ENG REPORT GRADE BEAM BLDG F,SLAB BLDG G CASON FTNS BLDG G CASSONS, BLDG F (3) D.W.PATCH BLDGS A & B SLAB BLDG B BLDG A SLAB GRADE BEAMS BLDG A & B CAISONS BLDG A & B United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Kane:Address: 01114000 LA COSTA CASA GRANDE RECOHSTRDCTIOH 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBADBLDG. INSPECTION DEFT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VEHDOGO, CORKY LA COSTA CASA GRANDE HOADOUGLAS WHITHORE & ASSOC CITY OF CARLSBADUNITED STATES TESTING HOVCO COHSTRDCTION Plan Number;Permit:91-1327 Application: Report No: 111144 Date: August 28, 1992 ENGINEER: S. FRAHKCJH RCE CA37766 CONCRETE COMPRESSION TEST REPORT(TESTED TO ASTM C-39) JOB NAME: LA COSTA CASA GRADELOCATION IN STRUCTURE: CASBIONS FOR 2385 ALTISMA WAY CAST DATE: 07/29/92 DESIGN PSI: 3OOO SLDMP: 3 1/4 TIME OF DAY: 1:30 TEMPERATURE: UNIT HT. PCF: CYLINDER * '04455 04456 04457 04458 AGE 9 TEST T 28 28 60 DIA. INCHES 666 6 MIX DESIGN: LOAD* /PLANT CODE AIR PERCENT: AREA, LbAi), LBS. SQ. INCHES 28^27 122000 28.27 121000 28.27 6658EWP4 : 1/13 COMPRESS I VE STRENGTH, PSI 4320 42CO COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Name: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE & ASSOC CITY OF CARLSBAD DHITED STATES TESTING HOYCO CONSTRUCTION Plan Number:Permit: 91-1327 Application: Report Ho: 8616 Date: August 28, 1992 ENGINEER: S. FRANKUH RCE CA37766 FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OP INSPECTION: 08/03/92 LOCATION OP WORK INSPECTED: Two caissons for unit 2376 Altisma Hay. CONTRACTOR: Hoy CO SUPPLIER: Palomar Transit Mix MIX DESIGN NUMBER: C3000EWP4 DESIGN STRENGTH; 3000 psi CUBIC YARDS PLACED: PLACEMENT METHOD: pump ITEM Placement Reinforcing Steel Consolidation Form Clean SET NUMBER ACCEPT X X X X REJECT CYLINDERS PER SET 4 MOTES SLUMP INCHES AIR PERCENT DNIT HEIGHT TEMPERATURE ~f 3 3/4 78 THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 344INSPECTOR: Kevin Brickley JOB HOURS: 2.0 START TIME: 12:00 STOP TIME: 2:00 THIS REPORT DOES HOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No: Job Name: Address: CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CDRRY LA COSTA CASA GRANDE HOA DOUGLAS HHITMORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Rumber:Permit:91-1327 Application: Report No: 8583 Date: August 28, 1992 ENGINEER: S. FRANKOM RCE CA37766 STRUCTURAL STEEL INSPECTION REPORT SHOP WELDING AT MINSHEH BROTHERS STEEL DATE OF INSPECTION: 08/19/92 LOCATION OF WORK INSPECTED: Shop welding commenced today. Checked welder certification and electrode prior to start. Witnessed start of work and inspected welds $Or conforraance to plans and AWS Dl.i. Visually inspected and accepted two upper shear plates that were welded to completion. Both shear plates accepted are marked as accepted. WELDER MAKE: Chris Percival PROCESS: FCAH TYPE OF HELD: Fillet BASE METAL: ASTM A36 CERTIFICATION t: DTR-042 ELECTRODES: NR211 ITEM He Id e Fit Dp Electrodes Conforaanoe X X X Nan Conforance NOTES THE WORK DESCRIBED ABOVE HAS PERFORMED IM ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. INSPECTOR: William Lyons JOB HODRB: 6.5 NUMBER: 44713 START TIME: 9:00 STOP TIME: 3:30 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD. CA 00000 CITY OF CARLSBAD BLDG, IHSPECTIQH DEFT.2075 LAB PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VBRDOGO. CDRHY LA COSTA CASA GRAHDE HOA DODGLAS HHITMORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Nurabei:Permit:91-1327 Application: Report No: 110573 Date: August 4, 1992 ENGINEER: S. tfRANKUM RCE CA3776fc COHCBETE COMPRESSION TEST REPORT(TESTED TO A S T M C - 3 9 ) JOE NAME: LA COSTA CASA GHAHDE LOCATION IN STRUCTURE: TIE BACK »18 (2383 ALTISMA) CAST DATE: 06/26/92 DESIGN PSI: 30OO SLUMP: 9" TIME OF DAY: 3:15 TEMPERATURE: UNIT VS. PCF : CYLINDER 03985 03986 03987 AGE 0 TEST 7 28 28 DIA. INCHES 6 6 6 MIX DESIGN: P3000EWPW LOADK/PLANT CODE: I/ AIR PERCENT: AREA; 'SO- INCHES 28,27 28.27 28.27 LOAD, LBS. 77500 97500noooa COMPRESS I VE STRENGTH. PSI 2740 ' 3450 3890 COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 JOb Ho: Job Maine: Address; 01114000 LA COSTA CASA GHAHDK 2343 ALTISHA KAY CAHLSBftD- CA 00000 CITY OF CARLSBAD 8LDG. INSPECTION DEPT. 2075 LAB PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE KOA DOUGLAS HHITMORE & ASBOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Flan Number Permit:91-1327 Application: Report HO:Date: ftiKfust 14, 19S2 EUGXNEEK: S FRAHKON ;,OCftTIOH IH STRUCTURE CftST DATE: SLUMP: TEMPERATURE: HOE CA37766 CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTH C-39} i CASA GRAHDA :URE. 2345 ALTISMA WAX SLAB 07/14/92 DESIGN PSI: 5 1/2 TIME OF DAY: OMIT WT. PCF: CYLINDER AGE 9 * TEST 04290 ' 7 ' 04261 28 04282 2B 04283 60 Oil GRADE 3000 10:30 DIA. INCHES " 6 6 6 6 MIX DESIGN; LOAD*/PLAHT CODE; AIR PERCENT: AREA. LOAD, LBS. SQ . INCHES 26, 27 1.13500 28.27 109500 28. 27 P3000EHP4 I/ COMPRESS I VE STRENGTH, PSI 2690 4010 3870 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 JOb Ho: Job Nans: Address: 01114000 LA COSTA CA8A GRANDE RECONSTRUCTION 2343 ALTISHA WAY CARLSBAD, CA 00000 CITY OP CARLSBAD BLDG, INSPECTION DEFT. 2075 LAS PALHA8 DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VEHDDOO, CDRRY LA COSTA CA8A GRANDE HOA DODGLAS HHXTHORE ft ASBOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number; Report No; 8495 Date: August 15, 1992 ENGINEER: S. PRAHKDH RCE CA37766 Permit; 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: OB/07/92 LOCATION OF WORK INSPECTED: Grade beam for unit 2376 Altieoa Hay. COHTRACTOR: Hoyco SUPPLIER: Palomar HII DESIGN NUMBER: P3000EHP4 DESIGN STRENGTH: 3000 pei CUBIC YARDS PLACED: 6.0 PLACEMENT METHOD: pump ITEM Placement Reinforcing Steel Form Clean SET NUMBER ACCEPT X X X REJECT CYLINDERS PER SET 4 NOTES BLOHP INCHES 5 AIR PERCENT ONIT HEIGHT TEMPERATURE 'F 75 THE DORK DESCRIBED ABOVE HAS P8RPORMED III ACCORDANCE WITH THE PROJECT PUWS AMD SPECIFICATIONS. NUMBER: 344IMSPKCTOR; Kevin Brickley JOB HODRS: 4.0 START TIME: 10:00 STOP TIME: 1:00 THIS REPORT DOES MOT RELIEVE THE CONTRACTOR Of HIS RESPONSIBILITY TO BOILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619} 225-9641 JOb HO:Job Hane;Address : 01114000 LA COSTA CASA GRABDE RECONSTRUCTION 2343 ALTISMA WAY CARLSBAD. CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAB DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CtJRRY LA COSTA CASA GRAHDE HOA DOUGLAS WHITHORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTINGHOYCO CONSTRUCTION Flan Humber:Permit:91-1327 Application: Report »o: 110752 Date: August 12, 1992 ENGINEER: S. FRANKOM RCE CA37766 COHCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C-39) JOB NAME: LA COSTA CA6A GRAHDE LOCATION IN STRUCTURE: NORTHWEST QOAD SLAB OH GRADE BUILDING A DECK CAST DATE; 07/10/92 DESIGN PSI: 300fl MIX DESIGN:SLUMP: 5 1/2 TIME OF DAY: 8:30 LOAD*/PLAHT CODE TEMPERATURE; UNIT KT. PCF: AIR PERCENT: CYLINDER * 04257 : " 04258 0425904260 AGE @ TEST 7 282860 INCHES 6 "•• 66e AREA, SQ. INCHES 28^27 28.27 28.27 LOAD, LBS. 58000 9S500 89000 P3000EWP4 : I/ COMPRESS] STRENGTH, 2056 3410 3150 DISC [VE PSI COMPLIANCE:28 DAY TESTS COMPLY WITH SPCIFICATIOHS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619} 225-9641 Job Ho: Job Name: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTI3MA HAY CARLSBAD, CA 00000 CITY OP CARLSBAD BLDG. INSPECTION DEPT, 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CORRY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE & ASSOC CITY OF CARLSBAD DNITED STATES TESTING HOYCO CONSTRUCTION Plan Number:Permit:91-1327 Application: Report No: 8375 Date: August 11, 1992 ENGINEER: S. FRANKUM RCE CA37766 FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 07/29/92 LOCATION OF WORK INSPECTED: Three caissons for unit 2385 Altisma Hay. CONTRACTOR: Hoyco SUPPLIER: Palomar Transit Mix MIX DESIGN NUMBER: C656EWP4 DESIGN STRENGTH: 3000 p«i CUBIC YARDS PLACED: 5.0 PLACEMENT METHOD: pump ITEM Placement Reinforcing Steel Consol idat i on Form Clean SET NUMBER ACCEPT X X X X REJECT CYLINDERS PER SET 4 NOTES SLUMP INCHES AIR PERCENT QUIT WEIGHT TEMPERATURE "F 3 1/4 74 THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 344INSPECTOR: Kerry Brickley JOB HOOKS: 2.0 START TIME: 1:00 STOP TIME: 3:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job No:Job Naoe:Addresa: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION2343 ALTIBMA CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CORRY LA COSTA CASA GRANDE HOA DODGLAS HHITMORB ft ASSOC CITY OF CARLSBAD OHITED STATES TE3TIKG HOYCO CONSTRUCTION Plan Number:Pernit:91-1327 Application: Report No: 110694 Data: August 10, 1992 ENGINEER: S. PRANKOM RCE CA37766 CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTM C-39) JOB NAME: LA COSTA CASA GRANDE LOCATION IN STRUCTURE: GRADE BEAM (AA) BUILDING B (2345 ALTISMA HAY) CAST DATE: SLOWF: TEKPEHATORE: 7/1/92 DESIGN P8I : 4 TIME OF DAY: UNIT HT. PCF: CytiNDER* 04054 04055 04056 04057 AGE 8 TEST 7 2828 60 3000 12:15 DIA. INCHES 6 666 MIX DESIGN: P3000EHP4 LOADf /PLANT CODE: I/ AIR PERCENT: AREA, ti 8Q. INCHES 28727 28.27 26.27 28.27 OAD, LBS 66000 87000 87500 COHPRESSIVE STRENGTH, PSI 2330 30003100 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 {619} 225-9641 Job Ho:Job Mame:Address: 011X4000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTI3HA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT.2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERD0GO, CORKY LA COSTA CASA GRANDE HOA DOUGLAS WHITHORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number:Permit:91-1327 Application: Report No: 110572 Date: July 31, 1992 ENGINEER: 5. FRAHKUM RCE CA37766 CONCRETE COMPRESSION TEST REPORT{TESTED TO ASTH C-39) JOB HAME; LA COSTA CASA GRAHDE LOCATION IN STRUCTURE: TIE BACKS, LINE 24, 26, & 27 CAST DATE: SLPHP: TEMPERATURE : 06/25/92 DESIGN PSI: 4 3/4 TIME OF DAY: UNIT HT CYLINDERfl 03954 03955 03956 03957 . PCF: AGE e TEST "7 2828 60 3000PM DIA.INCHES 6" ' ' 6 6 6 MIX DESIGN: LOADH/PLAKT CODE: AIR PERCENT : AREA, LOAD, LBS. SQ. INCHES 28727 65500 28.27 104000 28.27 103000 28.27 P3000EHPH1/81 COMPRESSIVE STRENGTH, PSI ST3BO 3680 3640 DISC COMPLIANCE:28 DAY TESTS COMPLY WITH SPECIFICATIONS United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Hans: Address: 01114000 LA COSTA CASA GRANDE RECQNSTRDCTIOH 2343 ALTI8MA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEFT. 2675 LAB PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CURRY LA COSTA CASA GRANDE HOA DOUGLAS HHITMORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRDCTIOH Plan Number:Permit:91-1327 Application: Report No: 7922 Date: July 9. 1992 ENGINEER: S. FRANKUH RCE CA37766 FIELD INSPECTION HKPOfiT REIKPDSCKD CONCRETE DATE OF INSPECTION: 07/01/92 LOCATION OF HDRX IHBPBCTKD: Inspected reinforcing steel and concrete placement at grade beams at building A, 2343 Altisima Way, AA and BB and building B, 2345 Altisima Hay, AA and BB as per details 1 and 6/S5 of approved plans. Obtained concrete cylinders for test. CONTRACTOR: Hoyco Construction SUPPLIER: Palomar HIX DESIGN NUMBER: P3000EHP4 CUBIC YARDS PLACED: 40 + DESIGN 8TKEH6TH: 3000 psi PLACEMENT METHOD: pump ITEM Placement Reinforcing Steel Consolidation Form Clean SET HDHBEH 1 ACCEPT X X X X REJECT CYLINDERS PER SET 4 NOTSU SLUMP INCHES AIR PERCENT UNIT HEIGHT TEMPERATURE *F 4.5 74 THE WORK DESCRIBED ABOVE HAS PERFORMED IN ACCOBDANCE HITH THE PROJECT PLANS AND SPECIFICATIONS. NOHBER: 286INSPECTOR: Mark Blakely JOB HOURS: 4.0 START TIME: 12:00 STOP TIME: 4:00 THIS REPORT DOBS HOT RELIEVE THE COMTHACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PIANB, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Mo: Job Maine: Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISMA HAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALMAS DRIVE CARL3BAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CORRY LA COSTA CASA GRANDE KOA DOOGLAS HHITMORE ft ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CONSTRUCTION Plan Number: Report NO: 7921 Date: July 9, 1992 ENGINEER: S. FRAHKOM RCE CA37766 Permit:91-1327 Application: FIELD INSPECTION REPORT R8IKFOBCKD COKCBKTK DATE OP INSPECTION: 06/26/92 LOCATION OF HORK INSPECTED: Inspected reinforcing steel and concrete placement {including length of tie-backs) at lines 18 and 19 at 2383 Altisina Way. *18 - 30'; «19 - 45--0" for I 1/4 bars (Dwydags). CONTRACTOR: Hoyco SUPPLIES: Paiomar Transit Mil DESIGN NUMBER: P3000EWPH CUBIC YARDS PLACED: DESIGN STRENGTH: 3000 psi PLACEHElfT HKTHDD: pump ITEM Placement Reinforcing Steel SET NUMBER 1 ACCEPT X X REJECT CYLINDERS PER SET 3 ROTES SUMP INCHES 9 AIR PEHCIWT OMIT HEIGHT TEHPERATDRE *F 76 THE WORK DESCRIBED ABOVE HAS PEHFOBHED IN ACCOHDAHCE WITH THE PROJECT PLANS MB) SPECIFICATIONS. INSPECTOR: Hark Blakely JOB HOURS: 4.0 NUMBER: 266 START TIME: 2:30 STOP TIKE: 4:30 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PSR THE PLANS, SPECIFICATIONS MR) ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Mo: Job Harae; Address; 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTtSMA WAY CARLSBAD, CA OOQOO CItY OF CARLSBAD BLDG. INSPECTION DEFT. 2075 LAS PALMA5 DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDUGO, CURRY LA COSTA CASA GRAIIDE HOA DOUGLAS HHITHORE & ASSOC CITY OF CARLSBAD UNITED STATES TESTING HOYCO CQNSTROCTIQH Plan Number: Report NO: 8154 Date: July 24, 1992 ENGINEER: S. FRANKUM RCE CA37766 Permit: 91-1327 Application: FIELD INSPECTION REPORT REINFORCED CONCRETE DATE OF INSPECTION: 07/14/92 LOCATION OF WORK INSPECTED: 2345 Altisraa Way. Slab on grade/repair CONTRACTOR: Hoyco SUPPLIER: Palomar Transit Mix HIX DESIGN BOMBER: P3000EWP4 DESIGN STRENGTH: 3000 psi COBIC YARDS PLACED: 28.5 PLACEMENT METHOD: Pump ITEK Placement Reinforcing Steel Consolidation Form Clean SET NUMBER ACCEPT X X X X REJECT CYLINDERS PER SET 4 HOTES SLOHP INCHES AIR PERCENT UNIT WEIGHT TEMPERflTORE °F 5.5 70 THE WORK DESCRIBED ABOVE WAS PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. NUMBER: 344INSPECTOR; Rvein Brickley JOB HOURS: 4.0 START TIME: 9:00 STOP TIME: 1:00 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Nane:Address: 01114000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTISHA WAY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG, INSPECTION DEPT. 2075 LAS PALMAB DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDOGO, CORRY LA COSTA CASA GRANDE HOA DOUGLAS HHITHORE ft ASSOC CITY OF CARLSBAD DNITED STATES TESTING HOYCO CONSTRUCTION Plan Number:Permit:91-1327 Application: Report Ko: 110275Date: July 8, 1992 ENGINEER: S. FRANKOH RCE CA377S6 CONCRETE COMPRESSION TEST REPORT (TESTED TO A S T « C-39) JOB HAHE: LA COSTA CASA GRANDELOCATION IN STRDCTORE: CAISSONS CAST DATE:SLUMP: TEMPERATURE: 06/03/92 DESIGN PSI: 4 I/If1 TIME OF DAY:0 ^ TOIT HT. PCF: CYLINDER AGE 1 * TEST 03344 7 03345 2B03346 28 03347 60 3000 A.M. " an*: INCHES 6 6 66 MIX DESIGN: LOAD* /PLANT CODE: AIR PERCENT: AREA, LOAD, LBS.SQ- INCHES 28.27 74500 28 . 27 115500 28.27 12050028.27 C658EHP4 1/81 COHPRESSIVE STRENGTH, PSI 2640 4Q9&MLDISCARD COMPLIANCE:26 DAY TESTS COMPLY WITH SPECIFICATIONS. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho:Job Kane:Address; 01114000LA COSTA CASA GRANDE HECOHSTHUCTIOtf2343 iipatfe ma CARLSBAD, CA 00000 CITY Of CARLSBAD BLDG. INSPECTION DEFT.2075 LAS PALHAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VEHDOGO, CORRY LA COSTA CASA GRANDE HOA DOOGLA8 HHZTHORE ft ASSOC CITY OF CARLSBADUNITED STATES TESTING HOYCO CONSTRUCTION Plan Number:Permit:91-1327 Application: Report No: 110272 Date: July 8, 1992 ENGINEER: S. FRANKDM RCE CA37766 CONCRETE COMPRESSION TEST REPORT (TESTED TO ASTK C-39) JOB NAME: LA COSTA CASALOCATION IN STRUCTURE: CAI5SOHS CAST DATE: SLUMP:TEMPERATURE: 06/03/92 DESIGN PSI: 5" TIME OF DAY: OMIT WT. PCF: CYLINDER * 03346 03349 03350 03351 AGE if TEST 7 28 28 60 3000 P.H. DIA. INCHES SQ £ 6 6 6 MIX DESIGN: LOADI /PLANT CODE: AIR PERCENT: . INCHES «i:tr7 28.27 28.27 28.27 LOAD, oar 85000 122000 124000 C658EHP4 5/81 COMPRESS I'VESTRENGTH, PSI 3010' 43204390 DISCARD COMPLIANCE:28 DAY TESTS COMPLY KITH SPECIFICATIONS. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Have: Address: 011.14000 LA COSTA CASA GRANDE RECONSTRUCTION 2343 ALTIBMA *AY CARLSBAD, CA 00000 CITY OF CARLSBAD BLDG. INSPECTION DEPT. 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 Distributed To: TRAVIS, VERDDGO, C0RHY LA COSTA CASA GRANDE HOA DOOOLA8 HHITHORK * ASSOC CITY OF CARLSBAD UNITED STATES TESTING HDYCO CONSTRUCTION Flan HuMbar: Report No: 7848 Data; July 2, 1992 ENGINEER: 8. FRAHKDM RCE CA37766 Ferait: 91-1327 Application: FIELD INSPECTION REBOOT RKXHTOBCED CONCRETE DATE OF INSPECTION: 06/25/92 LOCATION OF HQRK INSPECTED: Building addr.e* 2365 I<:23B3. ffia-bacfc* on line 21, 24, 26 ft 27; All Dywidag rabar was wasured prior to placMint in drilled holes. Dywidag lengths for 1 1/4" bars: Line 27 * 41'3". Line 26 = 30' 4". Line 24 = 41'2". Line 21 = 50'3". CONTRACTOR: Hoyco SOFFLISR: Falomar Transit, Kacondido MIX DESIGN NOMBKH: P3000EWPH CUBIC YARDS PLACED: 8.5 DBBIGK STRHNOTH: PLACEMENT METHOD: pu*p, tr«ie ITEM Placemnt Reinforcing Steal Batch Tickets Consolidation SET MGHBER 1 ACCEPT X X X X REJECT CYUMDBR8 PER SET 4 NOTES SUMP INCHES AIR PERCENT OMIT HEIGHT TEMPERATURE 'F 4 3/4 THE HORX mtflTHTBET) ABOVE WAS PERFORMED III ACCORDAMCB HITH THE PROJECT PLANS AMD SPECIFICATION. NDDUUUt: 445INSPECTOR: Joe Garofalo JOB HOURS: 4.0 START TIKE: 2:30 STOP TIME: 4:30 THIS REPORT DOBS NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AMD ALL APPLICABLE CODES. United States Testing Company, Inc. Engineering & Support Services 3467 Kurtz Street, San Diego, CA 92110 (619) 225-9641 Job Ho: Job Kane; Address: BOC 01114000 LA COSTA CABA GRANDE RECONSTROCTIOH 2343 ALTISJtt WAY1 CARLSBAD, CA 00000 CITY OF CARLSBAD BLBQ, IHSFECTIOH 0EPT. Distributed To: TRAVIS, VERDOGO, CTRRY & AS Flan Huaber; Report Ho: 7541 Data: June 10, 1992 ENGINEER: S. FRANKDH RCE CA37766 Permit: 91-1327 FIELD IHBPECTIQII H*PORT DATE OF IKSPECTIOH: 06/03/92 LOCATION OF WORK IBSPKCTED: 12 total calMOIW at both COHTRACTOR: Hoyco Construction SDFPIiIER: FaloiMr Transit Hix MIX DBBIGM HUMBKR: C658EWP4 DESIGH STHFJIGTH. 3QQO psi CUBIC YARDS PIACED: 66.5 PliACKHEHT HBtHOD: punp <ITEM Placasent Reinforcing Ste«l Batch Tickets Consolidation SET NDKBBR 1 2 AOCttfl X X X X REJECT CYLIHDERS FIR SEX 4 4 HOIBS SLUMP IBCHES 4 1/4 5 Aia PEACBUT UHIT HEIGHT TEKPERATDRB ~F THE WORK DESCRIBED ABOVE HAS PERFORMED IH ACCORDAMCE WITH THE PHOJECT FURS AMD SPECIFICATIOHS. HDMBER: 343INBFBCTOR: Guillarno Baez JOB HOODS: 6,0 START TIKE: 11:00 StQP TIKE: 4:30 THIS REPORT DOES MOT RELIEVE THE COHTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLAE8, SPECIPICATIOMB AID ALL APPLICABLE CODES. STRUOTURAL. OALOULATIONS (A Date TRAVIS, YERDUGO, CURRY & ASSOC. STRUCTURAL CONSULTANTS 444 CAW1HO DEL RIO SOUTH SUITE 110 SAN DIEGO, CALIFORNIA 92108 PHONE (519) 231-2BOO FAX (619) 291-0613 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATF "7*^'II . JOB NO. "1 bo7 BY h^^? SUBJECT La G?^"tk I>*A ^rZOfope SHEET f OF NDE.X A TO "S. I 4- I A*' g. r^ 10.10 V 11.1 T- II. \<\ TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS RATF 4/2.4-gM . ^ JOB NO. ^ SUBJECT UUK/IA SAN DIEGO, CA BY. 1 ' h 14* SHEET l\ OF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE 4l^4^1 H^ SUBJECT. SAN DIEGO, CA BY •te--I:L *1.o -- i,s TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^*\*>'*)\ , . JOB NO. SHEET_L_5__OF SAN DIEGO, CA BY SUBJECT V r 4' <^' TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^•|V«U I / U?4lfi. UflBY A,- . ha * f \l SUBJECT <A SAN DIEGO, CA JOB NO. SHEET 1*4 OF A TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA ' 4° Klu- , P^ DATE 'o' JOB NO. < BY H24- SUBJECT LA U*fB (&A&2WQ& SHEET l.g OF A - IN TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE ^7'>0'"U JOB NO. ' BY hZA? SUBJFHT [/A Czfrfc Cv^x /*32&t*>& SHEET l-6» OF u,A fil t^^v^ •lnt/l^Ci.'?W +^op*f1 Vlt, f^.> •• 1-4- f TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE 4'^'M | f fs JOB NO. BY K2*? SUBJECT L-A lo^TO. yygCiv faz^r/e SHEET *-7 OF Live snp * (Off ^ 12 N't TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA U mo Mn ^/*»o7 SUBJECT U-U^TABY SHFFT \-& OF r 6.fc * W ||i ,fu |fe •r 8.^ ^ in' wi '^-^ d (i.ft \ <*' j fllj P* V ( / for £7, IMS- -llo.o ,44 W VA& ^' V*A ^•1 i',n^ it a I ty-ol TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE. BY SUBJECT.SHEET OF. -r ?-t4 -U^e• in TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE fr^S'll , JOB HP. ^'307 RV K1^ SUBJECT JA- LQMT> JA^x £/gftNJQt£ SHEET_LlP_OF * A. t^ O f tke 6> - s ~^ -KVc'V^) \|a« TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE BY [^SUBJECT JOB NO. __LLZ: SHEET l-M OF \jorxO W.a TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE. BY_SLJBJFCT Lft«kX /SHFFT J " JI* .\ , '> f. 44* C^- -- , u: 4.4* Ci4.iV/n. - -H1.S -ml\w ^ Q+r-^. '^— \j 14/1' TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE ^yftl'^ , JOB Nn ^I"5o7 SUBJECT LA&ygnPs QyaBY.SHEET l -1 3 OF .-s-«- ^^ - -5-I4- Irr 1'^2^ TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE_Si^h!U . JOB NO. 1 ' **7 BY f^7 SUBJECT LA UyVra few .^rZotOr^ SHEET 2-1 OF 1 1 w UMlT f7 fe.fc ) i»rr. \NU '- It In in fe*T. V '^ . NI<C<» ) fe<IWup->o») TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOBNO._l!l°Z__ IxA UO^tk LA^A ^vaWPfc SHEET _?_i^_ OF DATE_^^LfLi BY. -wn \J SUBJECT. •* f"S hn* IT*' ftlAtf TRAVIS, VERDUGa CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE BY_SUBJECT LA Ug"»iK JOB NO. SHEET_JL5_ OF 1-24" 1 W ft* I ^ \*\>tf "SS!L^W k&t 8-1 I1.fi? \l Y\ .1 -rt - lift ^4 -"- 4" - IV \|u - TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE *?*TS\*\ , f ^ JOB NO. 11307 SUBJECT.BY.SHEET 2.4- LUs "So TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS BY Yfcr SUBJECT. SAN DIEGO, CA W.U = 4 f .•50 -llfr.% -lu^.e. JOB NO. SHEET_li5 OF nY- TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^'"g£>"^ I BY V&V SUBJECT. 'D -116% ^tfu'.l ^> 4* ' *4t** » i * v b. ^l^» ^ .__ , * /7 ffs"'- 47, 1,0 SAN DIEGO, CA JOB NO. 3. SHEET_li<£-OF. H.^ IVk 21\+- V n 44t«ir n.&- l.f )l^v f*11- TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE. BY_SUBJECT 6<y.t \lu - fto*it<." -- 0*5. ,27^ ! it," Use 44- S JOB NO.. SHEET_^iZ_OF. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA 1-^'*» mm qi^°7 BY SUBJECT UA. £gfeT& <^A5A (S»Pj6f>tp£ SHEET 1-b OF A i s' / so t = 5' (s rr) - MOMENT * ^*I fc.-iH p * ^-7 K ROUND REINFORCED CONCRETE COLUMN (C) Copyright ROUNDCOL, VI-0, 1986 by CRSI DATE=07-01-1991TIME=10:14:19 INPUT A&B f'c » 3000 PSI fy - 60 KSI DIAMETER - 30 IN 6 -# 8 CONCRETE COVER TO TIES - 3 IN #3 TIES ***** WARNING! RHO LESS THAN 1 % STEEL ***** CALCULATIONS CLEAR SPACING - 10.13 IN RHO =» 0.67 % #3 TIES @ 16.00 IN QTYS CONC= 4.91 CF/F LONG STL= 16.02 PLF TIES« 2.03 PLF FORM= 7.85 SF/F GROSS SECT PROPS... A = 707 IN~2 I = 39761 IN"4 r = 7.50 IN INTERACTION POINTS LOAD (K) 1162 1162 1039 855 706 481 212 0 -256 & 67 MOMENT (IN*K) 2883 1743 3730 4571 4932 5039 3932 2886 0 3217 ECC (IN) 2.48 1.50 3.59 5.35 6.98 10.48 18.54 999.99 -0.00 48.01 DESCRIPTH MAX ALLOW e=.6+.03d 0% fy 25% fy 50% fy BALANCE .1 f ' c Ag LOAD=0 TENSION DATE BY_ TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA JOB NO. SHEET 'E-VQ OF A SUBJECT LA. vc 0*I Ki ROUND REINFORCED CONCRETE COLUMN (C) Copyright ROUNDCOL, VI.0, 1986 by CRSI t.\\ DATE=07-01-199XTIME=10:16:21 INPUT A&B f'C = 3000 PSI fy = 60 KSI DIAMETER = 36 IN 6 -# 8 CONCRETE COVER TO TIES = 3 IN #3 TIES ***** WARNING! RHO LESS THAN 1 % STEEL ***** CALCULATIONS CLEAR SPACING ~ 13.13 IN RHO - 0.47 % #3 TIES @ 16.00 IN QTYS CONC=* 7.07 CF/F LONG STL= 16.02 PLF TIES= 2.47 PLF FORM= 9.42 SF/F GROSS SECT PROPS... A = 1018 IN*2 I - 82448 IN*4 r « 9.00 IN INTERACTION POINTS DESCRIPTION MAX ALLOW e=.6+.03d 0% fy 25% fy 50% fy BALANCE .1 f'c Ag LOAD=0 TENSION LOAD (K) 1606 1606 1487 1231 1026 725 305 -0 -256 L 85 MOMENT (IN*K) 4905 2698 5917 7436 8079 8275 6124 3662 0 4347 ECC (IN) 3.05 1.68 3.98 6.04 7.87 11.41 20.05 -999.99 -0.00 51.14 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^-|0^ll BY Mft^7 SUBJECT, SAN DIEGO, CA SHEET -5' 4" •jt -t- llto * 6 ^ s - .00 6»" TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA BY SUBJECT SHEET j_ OF &•«/ 400 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE. BY_ Tipe SUBJECT U& JOB NO. SHEET £* I QF W - pi 6»^ f W to.-;' In LCM pp- H ""?(?* ^ ^ 11 b^eog TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE jflS\^ I | f JOB NO. BY Yfa? SUBJFCT SAN DIEGO, CA SHEET 5*1 OF + 1 ( 4(5 frx TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SUBJECT SAN DIEGO, CA DATE BY TV*? JQ8NQ. SHEET QF A -- — / •pp ll/A 5.0' 7,15' en \oplir TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS HATF 5M4-1I BY hp^ SUBJECT SAN DIEGO, CA U1.r>«p^ G^A/^z& JOB NO. ___ SHEET 5/i. OF 1,1*1 Ac. V- W -- la 1 1 (fcfco') W 6.2') -1 t ,n ^" „ (]bfc u TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS HATF ^'14-11 8Y K^7 SUBJECT. SAN DIEGO, CA JOB NO. SHEET_OF W f' If r- • 1) TRAVIS, VERDUGCX CURRY & ASSOCIATES STRUCTURAL CONSULTANTS '14 'II f L-A u>*fo SAN DIEGO, CA DATE BY_SUBJECT. JOB NO. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CATin BY SUBJECT, 4-7' I1 SHFFT - OF ft )Pt> ft. ^ V TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE 5--15-3! _ JOB NQ SUBJECT UrBY SHEET 1*1 OF q V V - 2-5.77 • o . 5 -T>» «• ^r 0.5 ooo 3.3" ^ \6 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE S-\y*3t JOB NO. __5__ BY Hflf SUBJECT SHEET 7< t. QF = 3.3" 2-30 * w 3 oo<* \V*. *= 0.09ft* - 0,56 o, H '000 sr 0.723 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE JOB NO JL BY SUBJECT SHEET_lil_OF. 7.7' - 7.7' , V-W \e ; VV * 0.2,0 C-..T. 0. =r 0,037* TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE BY SUBJECT SHEET 7.4 OF VCt K il x > f *- * U^. L »o ^ 8 8 ^ V- - 0.35*3 * *ls|- a Aii 123 * Ifa S1 •** a4> -3s s,N I.•2 -25 ^ « s «, 36 00 •J o *Ar- r*><7>(A V*I 75 ^W ** s1 i e »S1 js c=e« .g o>c S c- n.S P, 1 ^S "5 .SV -^ k.^. a;y ^ s ^O Q TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE 5"-U-S» SUBJECTBY SHEET 7.7 OF f/>- ^ 14-^2- \W |4». 7, & 7.7' u = 1.52 -»- o V TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE BY SUBJECT SAN DIEGO, CA SHEET 7.0 OF 0. S A- c. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA + I1ATF innun 1 1 >°* RY SUBJECT SHEET 7 ^ OF 0** u, ~ So (.<..* +(7.7*- O.K. -r 7.7 \W- 156 2.3J- 4.7' OP. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOB HO. 1 ^ °7 BY.SUBJECT /•6zA6u.ec> 4 » > o (in? SHEET 7.IP OF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE BY_ I , LfeUSUBJECT feU3PPs S^Utt. jeep*»r V ^ JOB NO. _ SHEET 7.U QF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE BY l V' . M * SUBJECT | UrCoTcv Cf^o, JOB NO. SHEET 1' \ & Qf . oo h , 14 4W j. _ : TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE &'\ lff\ I JOB NO. ^ BY K^f7 SUBJECT LA L&*T& C#~A ^^AAjpfc SHEET 8«\ QF o TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE £s'V°\\ , _ JOB NO. BY rP^ SUBJECT. " Kpf ( 'x 2.1 g' V -•2I6 , 0.4^1s4373 . loo.-s TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE (j '^"^1 , JOB NO. ^<3o7 BY. f A D SUBJECT. A A t> .•50 rat SHEET OF . U v T TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE Q?'^^\ - BY FTZ>7 SUBJECT U 6>^7ft SAN DIEGO, CA fact- .IflRNn SHEET £.4* OF J[ r r / / / oooo TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE_ BY SAN DIEGO, CA SUBJECT A JOB NO. SHEET_.OF. 4C TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE _^£LfH___ BY W? SUBJECT. SAN DIEGO, CA JOB NO. :l SHEET &.to OF .A AT |NJu^ -H *fzA A TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATF fr-VJI JOBNO. SUBJECTBY M? *5DpF 4XAef iw (Dp« *r l^*rr —^r * w -PsdT SHEFT 5-7 OP TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA RAFF l/r^T^ \ I BY.SUBJECT *-V ^**. .V 1 (to') D»<M4 feBUfrfe T-|0.4 I/It - SHEET.OF nun p , ^0,1 + p. 4 1— 41 1 > TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOB NO fl SHEET b**( OFBY.SUBJECT -U&Lo^TP* 406. e> TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS OATE #'(g"1l SUBJECT SAN DIEGO, CA BY JVTZ4 J - U f Tf fltfri (5 4" V vw r•Y JOB NO. SHEET g,IO OF lo 4V t •5-Z.lfr Y1 lfc-1' TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^'£'11 BY YVW SUBJECT. SAN DIEGO, CA SHEET & U OF . A Hltci^ "*'•n _/•& T r \4 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE SUBJECT U £o4*ffl Qx>* /~ w, I H •to' -to JOB NO. _ SHEFT &. IE. OF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOBNO._3_L1^Z_DATE BY SUBJECT SHEET_&lS_ OF i "Jo TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE 0"Z*'\\ JOB NO. , *^.t - I / f S _BY SUBJECT SHEET 4, |o ffrh&ftUU // TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOB NO 5. SHEET_£_[g OF. DATE. BY_SUBJECT^-A-C D 5 r t~ 3' > 0')/|5,5. I 13.1 f /is.s' = H.3 - 70. (Z'V ^ ^ Z.I8 OK TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURE CONSULTANTS DATE If'WX BY 1^ SUBJECT. SAN DIEGO, CA JOB NO. SHEFT OF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE . BY Y&+> SUBJECT Ufe Uy=*Tft Cf^A t£g^t4s>e SHEET_&J2_OF 6" ^ AuowA^e T" TT 6 tn' T* IT 6 J * • Gytcs TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE P'A^J . . JOB NO 3 BY W" SUBJECT i/& U^TCv Lgy^ <£g^>Oc*£ SHEET B. \ 6 QF A * -5-^.1 V1 * -c? F TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE 6>vf£>'1l i U SAN DIEGO, CA BY.SUBJECT.SHEFT .OF. 0013- f.\-. t l|OT1tt& •£l Z$r^=-^=-lLr I TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^'|t>'^\ i JOB NO. BY Y\Lh SUBJECT SAN DIEGO, CA s'fev) TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE £"!&'*! I BY &Z SUBJECT, SAN DIEGO, CA ± t.\' lo.t> SHEET_3_lS_ OF. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE__^l|dJ__ BY___M^Z SUBJECT y Fv - ILA SAN DIEGO, CA JOB NO SHEET ^*4 OF n 4lsf k N •/r TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATF (0St>-°\\ BY VTZ^ SUBJECT. JOB NO. SHEETj SAN DIEGO, CA HP J \ Aft* A ^fe^^. fer-^A Li/^t- 4s" p^> Me^- r^''^ as.*i^tw:«2 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE &HKM BY \V^ SUBJECT.CeAt>, l$*=ANc*£ SAN DIEGO, CA JOB NO. 3 SHEET ^.6 OF ^ 4(.s' D *,* TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^ILfLJ I BY KTC^ SUBJECT LA J36x& (PtA. &rz*W& SHEET_3j_Z_OF SAN DIEGO, CA F lo' JOB NO. TRAVIS, VERDUGa CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE ^(O-^i ,A, I r&ftoBY.SUBJECT. r= SAN DIEGO, CA JOB NO. SHEET <?.6 OF ^UT 1^ Tic w t 111 L li..4,8. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATF fr'lO-li BY FT^7 SUBJECT ta SAN DIEGO, CA T* r kJlPt JOB NO. _ SHEET_3_i£3_OF. O /"_ I- T^v?K>'vi*-~"ty TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATF ^'H'^M BY__t3ZS SUBJECT. SAN DIEGO, CA W. to ^ c? «llM1 JOB NO. SHEET TRAVIS, VERDUGCX CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOB NO. TI^Q7DATE, BY_SUBJECT JM* IB JM. O U o *'/ SHEET_9JJ_ OF. ' - frz^ 'fa&vex? Ffe TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JOB NO. _ SHEET* M/y* i fur 1.1 if,' ir •dO SUBJECT Lft< 12? 4t C? 2-5 1^-7 MM U Rue * o TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA DATE. BY_SUBJECT JOB NO. _ SHEET_fLL5_OF. ^Y +,^9 (V)!' TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE ^'li'll . JOB NO. ^^°7i f.jt. i . / y***BY SUBJECT SHEET QF u\ie TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE 4'^Hi I , U*rfo SAN DIEGO, CA BY.SUBJECT A - SHEET I0.i Of I „ ![1 £|f£M | : — ii» 1 | ^1 J— ^-1 1 ift-V ! !J £ip BW ' i. .! i si 1 *! -i- - 4 IS 1 1 1 1J #f/y*i 4 1 1 i 1 | | 1 ^* f^A*>^$ | 1 ^1I ^ a ! K/ALV 1 I KJ ^/XCSp£, ^/AjfE^/^rc^ f I 1 1 A1 ^/p s*i Ii — 4 i *- 1 1 ' lei s * ' i * TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS HATF 4'W1 BY SUBJECT JOB NO. SAN DIEGO, CA 0\\*5o7 SHEET 1Q'2-QF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE 4/M'qi . BY SUBJECT A 6 ?w>-%*'r i i 1 & X2 win SAN DIEGO, CA JOB NO. "h^O? SHEET JO' "*> OF TRAVIS, VERDUGO, CURRY & ASSOCIATES ^UCTURAL CONSULTANTS DATE ^mi BY K7^ SUBJECT SAN DIEGO, CA JOB NO. SHEET 'O-4- OF F-Ji U/p. fc ' ^r 44-1 r * TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE 44^] _ BY Pi^ _ SUBJECT SAN DIEGO, CA JOB NO. * SHEET 10-? OF KteAtefr -fa/vie "W 1 (b Ts e T TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE «Hfe-*U RV P^2^ _ SUBJECT SAN DIEGO, CA JOB NO. SHEFT io> &> OF ", f5a*r * T T **f Hinilfrrcioo • |og>^ " 60") t ' K-^ CO. -- I TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE \^'c\\ I JQBNQ. 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SHEET I3.ilBYSUBJECT. <a "T tlXlt * O * O -1 £? V 1 4' 1 v .^' t f L f s .i^d.^+ to' TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA FT] DATE 1^1 ^PW BY SUBJECT. JOB NO (^af^A-HOE: SHEET 'ME' OF 8.5' 3' 3' H' 5' -- C?.75 F =0.75 t?-x 7.1= 121.5 K" - 761.0 M- 7,5 O- .5- 78I-0 Z .23 2-23 ^ (.75"^) = |,fe7 ksp < 2, TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA JOB NO. _ SHEFT I2.ifr OF DATE. BY_SUBJECT \ *\ L Lwe % c? LG^ TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATF /> (4^*11 i , JOB NO. ^'3^7 1—^I- X I / /^ BY_("TX SUBJECT . U [SHEET ^-'4 QF M - c? TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS HATF lS\b*\\ BY ffr4* SUBJECT. SAN DIEGO, CA JOB NO. ^'^7 SHEET_L?_liS_OF O Live Ler - 74,1 « TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE JOBNO._2ll£Z__ BY SUBJECT L*k CoS-rtv CH&^A (^FAMRg SHEET 12* I 6 QF LJUT: DIA. ggp^^ /7/.pk (1000*%) (Z fioo&XlZ'O «oo o. 7 (2 - 3.H H.75 2,0-4.75* S" IH DIA IS) TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE SUBJECT SAN DIEGO, CA JQBMn BY SHEET I'M 7 OF A* -r *I IftA^t 1 D = r s> - RoCS TYP, U<£ U5ET TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE, BY_SUBJECT LA. JOB NO. _ SHEET !^/<3oF. # 8 4,6 -use TRAVIS, VERDUGO, CURRY & ASSOCIATES SMJOURAL CONSULTANTS SAN DIEGO, CA DATE <x'(Ml ( f r m N°- SUBJECT.BY SHEETJUlOF. T8 4- 0.4o *' -I- 0. *T TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANT SAN DIEGO, CA DATE BY_ A C 17 £ f SUBJECT. « Lwe 4 *=> 1 It \w'l-4l7lM(. 41 JOB NO. _ SHEET Jii 11 Threadbar Reinforcing Systems 2.2.1 Reinforcing steel properties^ ASTM A 615-75 (Grade 60) c Threadbar Size Designation #6 #7 #8 #9 #10 #11 #14 #18 Nominal Threadbar Diameter (inches) 0.750 0.875 1.000 1.128 1.270 1.410 1.693 2.257 Yield Stress (Vtai) 60 60 60 60 60 60 60 60 Cross Section Area (A.-inches1) 0.44 0.60 0.79 1.00 1.27 1.56 2.25 4.00 Yield Strength (/r Arklps) 26.4 36.0 47.4 60.0 76.2 93.6 135.0 240.0 Weight (IbsJft.) 1.502 2.044 2.670 - 3.400 4.303 5.313 7.65 13.60 Maximum Threadbar Diameter (inches) % 1 11/a 1He 1«« 1K« 17s 2Va tLeft hand thread for size #6 thru #11 and right hand thread for #14 and #18. Reinforcing steel coupler and nut data* Threadbar Size Designation #6 #7 #8 #9 #10 #11 #14 #18 Coupler Diameter b (inches) 1Va 1*6 iyz 1% 1% 2Vi 2V* 31/z Length c (inches) 3% 3% 4 4'/4 5 6 71/2 10 Hex Nut Width d (inches) 1W iy* 1Ki 1% 1% 2 21/2 3V4 Length a (inches) 1 11/4 1% 1% 1% 2 3Y2 4 - Lock Nut Width d (inches) 1% 11/4 1Kf 1% 1% 2 2% 31/4 Length e (inches) 1/2 % VB % 7/8 1 11/2 2 'Coupler and hex nuts for #14 and #18 develop 100% of the guaranteed ultimate strength. Coupler with Hex Nuts Coupler with Lock Nuts TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA DATE SHEET_li^lOFBY t SUBJECT = ^ 8^ 1 Ar^f TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS ^/Z^lL, i F rrr**> SUBJECT 1 A LO^TV^ Uxj. SAN DIEGO, CA DATE. BY_ rf =- (7,0 JOB MO. SHEET_L?^5. OF TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE f'fr-^ JOB NO. BY Y^7 SUBJECT Lfr GfVTfcs Cpft^ 6QQN9& SHEET j£rl_ OF SAN DIEGO, CA D ^ ) ete. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS DATE I'&^ll JOB NO BY r£^ SUBJECT UA feyTft CftfA f^lC^^^ SHEET. SAN DIEGO, CA QF T 6- T' * 6 144 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA (I^ (s RY _ SUBJECT ug^T^ />r^X zQv^fc _ SHFFT » OF frV _ _ - V GEOTECHNICAL INVESTIGATION OF DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA WAY AND CARINGA WAY CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION OF DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA WAY AND CARINGA WAY CARLSBAD, CALIFORNIA Prepared For Douglas W. Grinnell, Attorney at Law 1200 Third Avenue, Suite 1100 San Diego, California 92101 November 24, 1987 Project No. 605.1.1 November 24, 1987 Project No. 605.1.1 Douglas W. Grinnell, Attorney at Law 1200 Third Avenue, Suite 1100 San Diego, California 92101 Attention: Mr. Douglas W. Grinnell Subject: GEOTECHNICAL INVESTIGATION OF DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA WAY AND CARINGA WAY CARLSBAD, CALIFORNIA Gentlemen: In accordance with your request, we have performed a geo- technical investigation of distress at the subject property. Our investigation consisted of a detailed inspection of distress, limited subsurface exploration, laboratory test- ing, floor level surveys of selected units, monitoring of a reconstructed slope, engineering and geologic analyses of field and laboratory data, and the preparation of this report. REFERENCES As part of our investigation, we have obtained and reviewed the following documents pertinent to the property: 1. "County of San Diego Topographic Survey, Scale: 1"=200I, Sheet No. 338-1689," by International Mapping Corporation, dated July, 1960. 2. "Preliminary Soils Investigation, La Costa Valley Unit No. 5, Northeast of Alicante Road, South of Alga Road, San Diego County, California," by Benton Engineering, Inc., dated January 16, 1970. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 2 3. "Final Report on Compacted Filled Ground, Lots 229 to 242, inclusive. Lots 244 to 250, inclusive, and Certain Street Areas, La Costa Valley Unit No. 5, San Diego County, Califor- nia," by Benton Engineering, Inc., dated November 4 1970. 4. "County of San Diego Topographic Survey, Scale: 1"=200I, Sheet No. 338-1689," by Inland Aerial Surveys, Inc., dated September 18, 1975. 5. "Preliminary Inspection of Distress and Recommendations for Slope Repair, Casa Grande Condominiums, Altisma Way, Carlsbad, Califor- nia," by Owen Geotechnical, Project No. 264.6.1, dated February 21, 1985. 6. Five interim progress reports titled "Geo- technical Investigation of Distress, La Costa Casa Grande Condominiums, Altisma Way, Carlsbad, California," by Owen Geotechnical, Project No. 264.6.2, dated November 8, December 9 and 31, 1985; March 7 and July 22, 1986. A final compaction report, which likely supersedes Reference 3, could not be located by our research personnel. Other critical documents were also not located, including final construction documents and final as-built grading plans. SITE DESCRIPTION The subject property is an approximately 13-year-old condo- minium complex. It consists of 15 building structures enclosing 61 residential units. The buildings are of two-story, wood-frame and stucco construction. Six buildings within the complex are founded on continuous footings with slab-on-grade floors. The other buildings, as Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 3 well as can be determined without construction plans, are founded partially on slabs and partially on reinforced concrete structural floors spanning over either carports or parking garages. These concrete floors are supported on masonry retaining walls and reinforced concrete columns. Apparently, the columns are founded on spread footings. Exterior improvements include retaining walls, slopes, walkways, driveways, a swimming pool, a Jacuzzi, and a pumphouse for the pool. The layout of the condominium complex and exterior improvements is shown on the attached Plot Plan, Plate 1. When original development commenced in 1970, the legal description of the property was Lot Nos. 242-244 of the La Costa Valley Unit No. 5 subdivision in the County of San Diego, State of California. The area containing the subject property was annexed in September, 1972, by the City of Carlsbad, State of California. The subject 3.23 acre property is bounded by Altisma Way to the north and east, Caringa Way to the south, and a vacant lot to the west. HISTORY OF CONSTRUCTION Prior to grading, the site topography consisted of a south- east facing slope descending from an elevation of 136 feet at the northwest corner of the property to an elevation of 80 feet near the east tip of the property. The western half of the parcel was inclined at a 3 to 10 percent gradient. Relatively steeper terrain (up to 40 percent gradient) existed toward the east end of the property. Our review of available documents reveals that the property was graded in two separate phases. The first phase con- sisted of excavating and filling the property and sur- rounding area to create Lot Nos. 229 through 250 of La Costa Valley Unit No. 5. This work was accomplished between May and October of 1970. The grading plans indicate that the subject site (Lot Nos. 242-244) were predominantly "cut lots with up to 25 vertical feet of earth being excavated, n Douglas W« Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 4 exported, and placed as compacted fill on other lots sur- rounding the subject property. The only compacted fills placed on the subject property during the first phase of grading were at the south edge of Lot 242 (5 feet maximum depth) and the east edge of Lot 244 (2 feet maximum depth). This first phase of grading resulted in the creation of Altisma and Caringa Ways and in the terracing of the three subject building pads separated by 16 foot high cut slopes. The second phase of grading at the subject property involved transforming Lot Nos. 242-244 into the present topography. This reportedly took place in 1973 and 1974. This operation was also predominantly a "cut" operation. Compacted fills were placed to create the tops of slopes which support the buildings along the north boundary of the property. The maximum depth of fill is 13 feet at the southeast corner of 2383 Altisma Way. Locations of fill areas and corresponding depths (as calculated from available topographic informa- tion) the grading plans) are presented on the Plot Plan, Plate 1. SCOPE OF INVESTIGATION 1. History of Investigation As detailed in Reference 5, the investigation into reported distress at the subject property was initiated in conjunction with Owen Geotech- nical's issuance of recommendations for repair of a slope failure which occurred below 2345 Altisma Way in December, 1984. To reiterate from Refer- ence 5r the primary causes of the slope failure appear to have been 1) an over steepened slope (1-1/4:1 to 1-1/2:1); 2) low strength fill and bedrock materials; and 3) saturation of the slope by rainfall and, in particular, a downspout which emptied directly onto the face of the slope. It was recommended in Reference 5 that a detailed investigation be performed to determine the extent and causes of observed distress in the other structures at the property. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 5 Reconstruction of the slope was provided in January and February 1985 by Jobec Inc., General Engineering Contractors. Work was inspected and tested by Owen Geotechnical. In November 1985, a small surficial slope failure occurred in an area near the base of the slope (see Photographs 1 and 2). Subsequently, rainfall runoff was routed from the roof of 2345 Altisma Way to the driveway and street via closed conduit. Upon authorization for further investigation, Owen Geotechnical commenced with the outlined scope of work (summarized herein) in September 1985. The investigation was suspended in March of 1986. In May of 1987, authorization was received to produce a written report of the investigation. Throughout the period of work, our office attempted repeatedly to obtain construction documents which were critical to a comprehensive investigation of soils-related distress. These documents included final grading plans or topo- graphic information detailed enough to analyze zones of cut and fill at the property. Not until approximately July 1987 did we obtain enough as-built grading information to conduct this analysis, well after all inspections and field work described herein were completed. This lack of information had a significant effect on the conduct of our investigation, as described hereafter. 2. Visual Inspections and Photographs Visual inspections of the interiors of 50 of the 61 units were conducted in mid-September and late-October of 1985. Visual inspection of the exterior of the complex was conducted in late- November 1985. A schematic showing the units which were inspected is presented as Figure 1. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 6 Photographs were taken of the observed distress and site conditions. Copies of selected photo- graphs are presented in Appendix A. The original photographs are available in our files for review. 3. Floor Level Surveys Manometer (floor level) surveys of 12 units were performed during mid-December 1985. Surveys were conducted across the living area floors of the certain units in order to establish the magnitude of elevation difference or floor tilt. Measure- ments were made on a 5 foot grid to the nearest 1/8 inch. Results are presented as contours of equal elevation to the nearest 1/4 inch on the attached Floor Level Surveys, Appendix B. 4. Subsurface Exploration The subsurface exploration program was conducted in mid-December 1985, and consisted of the following: * Borings Two machine-excavated, 24-inch diameter, bucket-auger test borings and three mac- hine^excavated 4-inch diameter, portable- continuous-flight-auger test borings were drilled to depths between 12 and 21 feet. * Test Pits Two test pits were hand-excavated to depths of 4.5 and 5.5 feet adjacent to exterior foundations. The approximate locations of the test borings and test pits are shown on the Plot Plan, Figure 1. The test pits were excavated adjacent to building foundations in order to determine foundation soil characteristics. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 7 The subsurface investigation was supervised by our engineering/geologic personnel, who logged the soils, performed in-place density tests (Sand-Cone Method), and obtained bulk and rela- tively undisturbed soil samples for laboratory testing. In addition, dimensions of exterior foundations were determined from our test pits. The soils were visually classified according to the Unified Soil Classifications System. Class- ifications are shown on the logs included in Appendix C. 5. Slope Inclinometer A 14-foot long slope inclinometer casing was installed in Boring B-4 and backfilled with slurry grout. An initial reading of the inclino- meter casing was performed on January 3, 1986. Follow-up readings were performed on June 6 and October 29, 1987. 6. Field and Laboratory Testing The following field and laboratory tests were performed: * In-Place Density Test (Sand-Cone Method) (ASTM: D 1556) * Dry Density and Moisture Content (ASTM: D 2216) * Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557, Method A) * Expansion Index (UBC Standard No. 29-2) * Consolidation (ASTM: D 2435) Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 8 * Atterberg Limits (ASTM: D 4318) * Particle Size Analysis of Soils (ASTM: D 422) * Direct Shear (ASTM: D 3080) The relative compaction (in fill) and degree of saturation of each in-place density test and relatively undisturbed soil sample were also determined. Results of dry density and moisture content tests are shown on the logs included in Appendix C, and in tabular form in Appendix D. Results of remaining laboratory tests, relative compaction determinations, and degree of saturation determinations are presented in Appendix D. FINDINGS 1. Description of Distress The observations of distress described below refer to damage sustained by structures which is likely caused by differential soil move- ment and which, in our opinion, is greater than normal construction tolerance. Dnit Interiors and Exteriors Soils-related distress to residential unit interiors and exteriors is summarized in the attached Table 1. The distress summarized in Table 1 is that which was observed or report- ed during our site inspections from September through December, 1985. Photographs 3 through 10 show slab cracks, exterior stucco cracks, a binding door, and interior drywall cracks which are included within Table 1. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 9 Retaining Walls * A zero to 3/4 inch (bottom to top) separation between 2340 Caringa Way and the retaining wall which abuts near the garage entrance (see Photograph 11). * A few hairline to 1/4 inch wide cracks in the retaining walls which support 2343 2345, 2349, and 2351 Altisma Way (see Photographs 12 and 13). * A separation between Building 2352 and the retaining wall which abuts near the garage entrance (see Photograph 14). * A separation between the retaining wall and the staircase adjacent to the garage entrance of Building 2352 (see Photograph 15). * A few hairline width cracks in the retaining wall which supports the east side of Building 2352 (see Photograph 16). This wall "bows out" approximately 2-1/4 inches over a length of 48 feet. This wall also exhibits a maximum tilt of 3 inches in a height of 8-1/2 feet. * Zero to 3/8 inch (bottom to top) separa- tions between Building 2376 and the retaining walls which abut near the garage entrance. * A 3/16 inch separation along a construc- tion joint in the retaining wall on the eastern boundary of the property. Other Exterior Improvements * A walkway joint separation of 1-1/4 inches in September 1985 (see Photograph 17) has been patched and has reopened to 1/16 inch by June 1987 (see Photograph 18). Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 10 * Several hairline to 1/8 inch wide slab cracks in the garage slab-on-grade floor of several buildings, including Buildings 2340, 2345, 2351, and 2376 (see typical Photographs 19 and 20). * A few vertical grade separations between garage slabs and abutting asphaltic concrete pavement in Buildings 2343 and 2351 (see Photographs 21 and'22). * Cracking and spalling at each end of the reinforced concrete walkway structure that connects Buildings 2349 and 2351 (see Photographs 23, 24, and 25). * A 1-1/8 inch separation between the walkway and the structure east of Build- ing 2354 (see Photograph 26). * Concrete piers which support the patio of 2376-G appear to be tilting towards the downslope (see Photograph 27). * Several walkway cracks to 1/4 inch wide (see Photograph 28) with vertical grade separations to 1-3/4 inch high. * Several patio slab-on-grade cracks to 1-1/2 inch wide, most notably at the rear yards of Units 2385-B and 2385-C (see Photographs 29 and 30). 2. Subsurface Soils The site is underlain by fill, colluvium, and bedrock as follows: * Fill Fill soils were encountered in all excavations to depths ranging from 2 Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 11 feet (Test Pit 1) to 17.5 feet (Boring 2). Fill soils consist generally of very moist to saturated, medium dense, light tan silty sands and soft to stiff reddish-brown sandy clays. The relative compaction of the fill soils was deter- mined to range from 81 to 97 percent with an average of 89 percent. The fill soils were also determined to have between very low to high expansion potential when subjected to moisture infiltration. Colluvium (Slope Wash) Colluvial soils were encountered in Borings 2, 3, and 5. Colluvial soils consist generally of wet to saturated, soft to firm, sandy and very silty clays and medium dense silty sands. The colluvial soils were determined by laboratory testing to have a medium to high expansion potential when subjected to moisture infiltration. Bedrock Bedrock of the Del Mar Formation was encountered in all borings and test pits. Bedrock materials consist gen- erally of moist to saturated, stiff silty claystone and dense clayey sand- stones. Bedrock materials were deter- mined by laboratory testing to possess a medium to high expansion potential when subjected to moisture infiltration. They were determined to have low to moderate compressibility when subjected to building and overburden soil loads. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 12 3. Floor Tilt Results from the floor level surveys are present- ed in Appendix B. Maximum elevation differences across floors are tabulated in Table 1. Where floor level surveys were conducted across non- slab-on-grade floors, only the elevation differ- ences along walls are reported in Table 1 in an attempt to discount structural deflections between supports. 4. Building^ Foundations Building foundations, where measured in Test Pits 1 and 2, are approximately 30 inches deep and 18 inches wide. 5. Surface Drainage Areas of poor drainage were noted throughout the property during our investigation. Although drainage issues are being addressed by others, the following features are noted here as especially contributive to water infiltration into foundation soils. * Areas of ponding during rainfall and routine irrigation are apparent throughout the property, particularly adjacent to the interior buildings and in paved parking areas. * Downspouts from roofs empty directly adjacent to buildings. In the case of buildings adjacent to slopes, downspouts from roofs allow a concentration of rainfall runoff infiltrating directly into the tops of slopes. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 13 8. Grpjifldwater /Seepage Seepage was encountered in Boring 1 and Test Pit 2 (see Figures C-l and C-6). Although no ground- water table was identified, many of the soils in our excavations were found to be very wet to saturated. REVIEW OF REFERENCED SOILS REPORTS A review of the referenced soils reports prepared at the time of the first phase of grading reveal the following pertinent factors: 1. A maximum slope inclination of 1-1/2:1 was specified (Reference 2 and 3). 2. Positive surface drainage was specified (Reference 2 and 3). 3. Minimum fill compaction of 90 percent was specified and reportedly obtained (Reference 2 and 3). 4. Minimum required footing depth was 24 inches due to highly expansive soil conditions existing on the lots (Reference 3). 5. Reinforcing steel was specified in footings (Reference 3). 6. Wire mesh reinforcing was specified in floor slabs (Reference 3). 7. Removal of compressible material soils was specified and reportedly obtained (Reference 2 and 3). 8. A maximum differential settlement of 1/8 inch was calculated (Reference 2). Clarifications of and changes to the above specifications and recommendations were likely made in the final grading Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 14 report covering the second phase of grading. This report was not available to us by the time of this writing. The recommendations of the last grading report likely superseded those made in References 2 and 3. DISCUSSION AND CONCLUSIONS The following conclusions are based upon analysis of data gathered to date and the observations described under the earlier section titled "Description of Distress." Due to the difficulty in procuring critical grading plans and the corresponding effect on the extent of our investigation, many of the conclusions listed below are subject to further investigation and analysis. 1. 2345 Altisma Way Based upon our investigation, it is our opinion that this building is experiencing distress related primarily to previous removal of foundation support by the slope failure which occurred in December 1984. Restoration of foundation support was achiev- ed by repair of the slope (Reference 5) to near its original configuration. The results of our observations and our instrumentation of the slope suggest that minor (approxi- mately 1/4 inch) lateral slope movement continued to occur after repair. This continued movement was likely triggered by concentration of rainfall runoff into the top of the slope by a downspout discharging from the roof of 2345 Altisma Way. Subsequent channeling of this downspout runoff away from the slope by closed conduit appears to have reduced the degree of continued movement, as evidenced by comparison of two slope inclino- meter readings after this date. Based upon our observations and excavations next to buildings at the top of other fill slopes on the subject property, it is our opinion that a secondary factor in the Douglas W. Grinnell, Attorney November 24, 1987 Project No. 605.1.1 Page 15 at Law observed distress to 2345 Altisma Way may be differential settlement of poorly compacted fill soils. Further subsurface exploration is required to substantiate our opinion. 2. 2376 Carinoa Way Based upon our investigation, it is our opinion that this building is experiencing distress due primarily to heave of the eastern end of the structures by expansive soils. This opinion is supported by the results of floor level surveys (Figure B-6) and laboratory testing of soils found at the eastern end of the building (Figures C-5 and D-4). 3. 2343 and 2351 Altisma Way Based upon the results of our investigation, it is our opinion that these two buildings are experiencing low to moderate distress related to differential settlement of fill soils. This opinion is supported by the results of our visual inspections, floor level survey in 2351-B Altisma Way, and data from Boring B-l adjacent to 2343-A Altisma Way. Additional floor level surveys and subsurface investigations will be required to substantiate our opinion. 4. 2342 Caringa Wav Based upon the results of our investigation, it is our opinion that this building is experiencing distress related to differential settlement of fill or colluvial soils, expansion of fill and natural soils, slope movement, or a combination. This opinion is supported by the results of floor level surveys (Figure B-l), our visual observa- tions, and our subsurface investigation. Floor level surveys of Units A, B, and C Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 16 demonstrate that the building is experiencing general tilt toward the direction of the fill-over-cut slope to the south. Floor level surveys also demonstrate differential movement associated with the portion of the daylight (cut/fill transition) line through the building. Results from Boring 3 suggest that potentially expansive colluvial soils underlie fill soils and the building at this location (Figure C-3). 5. 2385 Altisma Way Based upon our visual observations, it is our opinion that the southwestern corner of this building may be experiencing distress related to differential settlement of fill soils, slope movement, or a combination. Floor level surveys and subsurface investigation will be required to substantiate this opin- ion. 6. 2372 Caringa Way Based upon our visual observations of dis- tress, it is our opinion that the eastern portion of this building may be experiencing low to moderate distress due to its proximity to a deflected retaining wall. Additional floor level surveys and subsurface investiga- tion will be required to substantiate this opinion. 7. 2340. 2344, 2352. 2354. 2356. and 2374 Caringa Way and 2349 and 2383 Altisma W,ay Based upon our investigation, it is our opinion that soils-related distress to these buildings is generally within normal con- struction tolerance. Minor soils-related distress to these structures is likely due to Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 17 volume changes of expansive soils triggered by water infiltration from rainfall and/or irrigation. 8. Fill Slopes Below 2342 and 2345 Altisma Wav Based upon our observations, experience, and the results of our investigation, it is our opinion that these fill and fill-over-cut slopes may be surficially or generally unstable under conditions of uncontrolled runoff from irrigation and/or rainfall. Additional computer-aided slope stability analyses are required to substantiate this opinion. 9. Retaining Wall Based upon our observations and measurements, it is our opinion that the retaining wall east of 2352 Caringa Way has exhibited deflection beyond normal construction toler- ance. This deflection may have been caused by pressure from expansive soil backfill, lack of appropriate drainage behind the wall, under-design of the wall and/or foundation, or a combination. The issue of retaining wall stability should be addressed separately by others. 10. Concrete Walkways and Flatwork It is our opinion that distress in these exterior appurtenances is due to localized fill settlement, volume change of expansion soils, slope movement, or a combination, depending upon location on the property. 11- Continuing Movement It is our opinion that soil movement has likely been continuing since construction Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 18 and, without mit igation, may result is further building distress. This opinion is supported by the following: * Low densities of portions of compacted fill soils, as deter- mined from laboratory testing (See Figures D-l through D-3). * Results from our inclinometer readings, which suggest continued lateral movement of the fill slope below 2345 Caringa Way. * Homeowner reports of progressive worsening of existing cracks in concrete slabs. 12. Influence of Water Infiltration of rainfall and/or irrigation water into foundation soils is believed to be a triggering mechanism initiating soils movement. It is our understanding that project drainage is being addressed separate- ly by others. LIMITED RECOMMENDATIONS FOR REPAIR The following recommendations are based upon data obtained and analyses performed to date. Due to the aforementioned limitations imposed upon our investigation, these recom- mendations generally take the form of continued monitoring and/or additional investigation. Where sufficient data is available, more specific recommendations are made. Before any of the following recommendations are instituted, accur- ate construction drawings should be located and reviewed by this office. 1. 2345 Altisma Wav We recommend that this building be monitored every six months over a period of 24 months for indications of additional soils movement. In addition, subsurface Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 19 investigation should be conducted to assess the relative compaction of fill soils beneath the build- ing. No alternative to this monitoring program and investigation is recommended at this time. 2. 2376 Caringa Way We recommend that a continuous subdrain be constructed around the eastern end of the building to minimize future potential for volume change of expansive soils beneath the building. The subdrain should have a minimum depth of 5 feet, and should be integrated with existing or future drainage systems behind garage retaining walls under the remainder of the building. The subdrain should be sloped to a suitable outlet or sump pump at a minimum gradient of 1 percent. Typical details of a subdrain are shown in Figure 2. 3. 2343 and 2351 Altisma Way We recommend that these two buildings be monitored every six months over a period of 24 months for indications of additional soils movement. This monitoring should take the form of periodic floor level surveys of all units within the buildings, and installation of strain gauges across cracks in stucco and concrete. In addition, subsurface investigation should be conducted to assess the relative compaction of fill soils beneath the buildings. No alternative to this monitoring program and investigation is recommended at this time. 4. 2342 Caringa Way We recommend that this building be monitored every six months over a period of 24 months for indications of additional soils movement. This monitoring should take the form of floor level surveys of all units within the building and installation and monitoring of strain gauges across cracks in stucco and concrete. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 20 The monitoring program should be integrated with stability analyses of the slope to the south and southeast of the structure. No alternatives to this monitoring and analysis program is recommended at this time. 5. 2385 Altisma Way We recommend that this building be monitored every six months over a period of 24 months for indications of additional soils movement. This monitoring should take the form of floor level surveys of all units within the building, and installation and monitoring of strain gauges across cracks in stucco and concrete. In addition, subsurface investigation should be conducted to assess the relative compaction of fill soils beneath the building. No alternative to this monitoring program and investigation is recommended at this time. 6. 2372 Caringa Way We recommend that this building be monitored every six months over a period of 24 months for indications of additional soils movement. This monitoring should take the form of periodic floor level surveys of all units within the building and installation and moni- toring of strain gauges across cracks and separations in stucco and concrete. No alternative to the above monitoring program is recommended at this time. Howeverr analysis of the retaining wall immediately to the east of the struc- ture should include possible soils-related effects on the structure. We understand that such retaining wall analysis is being performed by others. 7. Remainder of Buildings We recommend no soils-related repairs to these build- ings other than improved drainage. We understand that such recommendations for improved drainage are being proposed by others. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 21 8. Slopes below 2342 Caringa Way and 2345 Altiema Way We recommend that these slopes be analyzed for sur- ficial and general stability against failure, based upon data gathered by this office to date. We also recommend that a slope inclinometer casing be in- stalled in the slope below 2342 Caringa Way and monitored over a period of 24 months. Additionally, the runoff from all downspouts from these buildings should be channeled away from tops of these slopes. No alternative to the above program is recommended at this time. However, it is imperative that the drain- age recommendations prepared by others prevent the infiltration of rainfall and/or irrigation runoff into the tops of these (and other) slopes. 9. Retaining Walls Repairs to retaining walls should be addressed by a structural engineer, and repair plans should be reviewed by this office. 10. Concrete Walkways and Flatwork Damaged concrete walkways and other flatwork which are of slab-on-grade construction should be patched or replaced in areas including, but not limited to the areas described below: * 2342 Caringa Way - flatwork on the north- east, southwest, and southeast sides of the building, including concrete steps; * 2354 Caringa Way - flatwork to the east and south of the building; * 2372 Caringa Way - flatwork to the north* east and south of the building; * 2385 Altisma Way - flatwork on the western side of the building. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1,1 Page 22 New slab sections should be designed by a structural engineer to withstand anticipated future differential soils movement. Surficial soils beneath new slabs should be replaced with non-expansive import materials compacted to 90 percent of maximum dry density. 11. Drainage Improvements Improvements to drainage are recommended for all buildings to divert water away' from foundations and slabs and to reduce water infiltration. These recom- mendations include regrading poorly draining areas away from buildings, installation of rain gutters and downspouts which connect to yard drains, etc. In particular, runoff should be directed away from the tops of slopes via closed conduits to suitable out- lets. It is our understanding that repairs to project drainage are being prepared by others. Repair plans should be reviewed by this office. 12. Floor Slabs Damaged floor slabs should be replaced with new slabs, capable of withstanding future expected deformations. 13. Review of P\a,ns and Specifications Plans and specifications for all structural repairs described above should be prepared by a qualified structural engineer utilizing design soil parameters supplied by this office. We accept no responsibility for soils data supplied by others. Improvements may require approval by controlling agencies. 14. Future Geotechnical Services At such time as repairs may be initiated, this office should be retained to review plans, specifications, etc., and to perform field observation services. We accept no responsibility for work or services per- formed by others. Douglas W. Grinnell, Attorney at Law November 24, 1987 Project No. 605.1.1 Page 23 This opportunity to be of service is have any questions, please call. Very truly yours, OWEN GEOTECHNICAL DANIEL K. STEUSSY, RCE 4T.140 Senior Project Engineer/ RCE Exp. 3-31-91 / MARTIN R. OWEN, RCE 23155 President RCE Exp. 12-31-89 JPB/DKS/MRO:bsz/ssb Attachments Copies: (2) Addressee ciated. "if you 1&215Q4••<Q 8 zOHC^Htf.LLu.OLIaCC•- cr~-*a•^^LLCzac<«<c<Hcooo<<2§LL._<Oa&$_a^^<^iv~~~o2IIIecaIt•MCC2UUctt•J UJCZ<tro<V.cCOoo<aacrj-cu.a>IT^ a --* zaCu.ccDCaa< O-~. r*cozHc1] ccc^i ^ uj Ss z~ E—J " ""•CO I- *^ UJQZCCa<V.a-v.i-coOO< ^-^ COCOLUccHcoaU.0>jcc<^e2^^ 5; Z(Icu.<cc<CDCfa<t**e.-^ -«cozo« < j «• a UJ Z ° " O =5O i - LU < EXTERIOR WALL JSJ 3' MINIMUM V ." £ ' EXTERIOR FOOTING VISOUEEN BONDED TO FOOTING '/N NATIVE SOIL COMPACTED ' ' TO 90% MINIMUM ^ ' ^ ' 10 MIL. POLYETHYLENE (VISOUEEN) 4" PERFORATED SCHEDULE 80 ABS PIPE (OR EQUIVALENT) PLACED 1" TO 2" ABOVE BOTTOM OF TRENCH Z— 12" "-12" MIRAFI FILTER FABRIC OR EQUIVALENT OPEN-GRADED 1" MAXIMUM AGGREGATE (DRAIN ROCK) FABRIC OVERLAPPING VISOUEEN MINIMUM SCHEMATIC - NOT TO SCALE NOTES: SLOPE SUBDRAIN TO SUITABLE OUTFALL AT MINIMUM 1% GRADIENT. SUBDRAIN DETAIL ADJACENT TO FOOTING PPCUfCi KO 605.1.1 c NO 2 p A >' ~} rr\ r~\ I \ *J ^_ VIEVt OF NOVEMBER 1985 SURFICSAL SLOPE FAILURE (LOOKING EAST) VIEW Or NOVEMBER 188^ SUR^iCIAL SLOPE FAILURE {LOOKING WEST) PHOTOGRAPHS 605.1.1 A-1 A CCS-A CASA GRANDE CONDOMINIUMS iMBET- 3 CRACK WHERE S-AE-ON-QRADE MEE~S ELE^ATEC (UNIT 2345-E, LOOKING WEST) CRACK WHERE SLAE-GN-GRADE MEETS ELi VA (UNIT 234C-E, LOOKING EAST) PHOTOGRAPHS OWsNGEO"A-2 LA COSTA CASA GRANDE CONDOr/lN! PHOTOGRAPHS CWfN 605.1.1 A COSTA CASA GRANDE CONDOMINIUMS PHOTOGRAPHS OW£N A-4 (f) 51<c:oo K O ccooh-o •i: CO CO 51<crooh- r- CO cro O(- O r-, UK *\. •L .A "" L *~* L C L .""^ £" L I ' "^ ^" ^ ^11-' ^ ^ f / (M ' \' * c~ PHOTOGRAPHS OWrK 605.1.1 -1C CS'A CASA GRANDE COND3t/!N!jr/ PHOTOGRAPHS OWrK 605.1.1 f ^ A^*. w H CRACKING OF UNDERSIDE OF BALCONY WALKWAY (BUILDING 2351) PHOTOGRAPHS OW£N 605.1.1 A- A COSTA CASA GRANDE CONDOf/INIJf/S PHOTOGRAPHS ec:t-- LA COSTA CASA GRAND '-• WALKWAV CRACKS AN" VERTICAL SE^AF-.ATIONE (WEST Of PHOTOGRAPHS OWrN 2EO A CCSTA CASA GRANDE. CONDOr/!N.J</ PHOTOGRAPHS OW£NGEO CE<oCMTj-CO CM CO UJXo HI> DC DCO DCUJ I- LU ^O 2 ino(D § u LJJ O LLJ 11)-J IU D O UJ COc zoo 8 111 * COHinCO CM LJJ O LU UJUJou CO EC Zoo UJc CO u.o ut LU > DC Z> CO cc111I-LU o \ COHcoCM LJJ toUJIozzoUJUJ-J3 OUlu.O «<r ot-zoo tnCDoCMCNUJ CO L. O UJ UJ>cr Z) CO trLUt- UJ^ O•z. If)o<D i u CD t5 OUJ Ul tr oz 6 Z cn<o^ftoCOCM UJ O LU <§cou. ZO SGO ZC O z i O jO UJ 111>cc D CO u.o UJ •cICDOO LU > DC DCO DCLU 1- LU ID OCD O o 5 Z oiZioc<ioCMr^CO;CM UJ O LU 03IDIozzUJ_JUJ O UJ u.O « (CD OH Z Oo totooCMUJ>tc 3 CO u.o UJI-<o intmO1 LU > DC13 CO cc LU I- LU 2 Oz O(D ii—u o K Z o UJ t- >• 3CO O 5 8 D ozDC<oCDKCOCVJ UJOLJJ rf *"*1 su. zO C-CO Z§22 <IIO UJ U)BOOJUJ>ccD CO u.o UJ O UJ> DCD CO DCLU H» LU 2 O ino CD i D 6 UJ I- I 11 * CO UJIozzo inCOCOCOCOCM UJ UJUJ L. O CO tt Of-zoo UJ>trDCO LL O UJ tmO D < < oo UJ H Z \ HI> DC Z) CO DC LLJ h-LU ino(D i u 5 OUJII DCO O DRILLING COMPANY SO'JTHCOAST DRILLING RIG bucket Auaer BORING DIAMETER; 24" DRIVE WEIGHT: 140 Ibs. DROP 30"' DEPTH (FEET)- 25 —BAG SAMPLE21 E *DRIVE SAMPLEBLOWS/FOOTI •-'- 8/12" 6/12" 6/12" Nit H/\J 6/12" n-UXJ 11/12" xfl L J XI 24/12" 64/12" _DRY DENSITY(pcf)_. — 107.8 107.0 108.4 102.2 110. 3 MOISTURECONTENT (%)14.3 14.2 is.e 16.4 21.2 16.8 22.5 13.7 V) V) —5"«si CL sc CL DATE 12-lb-65 ELEVATION HO'l SOIL DESCRIPTION BORING NO. l TOPS01L: Tan sandy clay, moist, soft FILL: Reddish-brown sandy clay, very moist, soft, ± 10\ gravel to 1-1/2 in., sand is medium to coarse-grained - 8 7.0 ft. becomes more clayey, wet to saturated, i 5t gravel to 1/2 in. - e 9.0 ft. Becomes brown sandy clay, slight seepage and caving BEDROCK (Del Mar Formation) : Light greenish-gray clay with minor sand. wet to very wet, firm to stiff, jointed and slickeneided with caliche _ precipitate in joints @ 11.0 ft. becomes reddish-brown sandy clay, stiff to very stiff, sand is medium to coarse-grained & 13.5 ft. becomes sandier @ 15.0 ft. becomes light greenish-gray siltj- cldystone, very wet, very stiff to hard, minor fine-grained sand Total Depth 21.0 ft. Slight seepage and caving at 9.0-10.0 ft. - MR - No recovery, or excessive sample disturbance ~~ BORING LOG PROJECT NO fiOS-l*1 LA COSTA CASA GRANDE CONDOMINIUMS FIGURE NO C-1 OWEN GEO7ECHNICAL CONSULTANTS, INC. DRILLING COMPANY SOUTHCOAST DRILLING RIG Bucket Auger DATE 1^-ir — f, SORING DIAMETER: 24" DRIVE WEIGHT: 140 Ibs. DROP 30" ELEVATION UC'« P UJu. I a. UJO - " —_ 25 — UJ a.5<W O<CD £sE 0< t« 5 > 6 a: =i0 M - X' 4 16/12" X. • 9/12" - /\B 14/12" H \rU/KJ 26/12" y 14/6"- - — - >-K W 2 CUJ oQ£ > a 104.3 94.2 113.9 115,6 112,3 UJ if P? W UJ— (-2 zs o 19.4 25.1 13.3 15.8 7.9 in *!l"»o=i SM CL sc SM SC\ SOIL DESCRIPTION BORING NO. 2 FILL: Tan silty sand with clasts of greenish-gray sandy clay, wet. •tedium dense, fine to medium-grained ~ 9 4.0 ft. becomes sandy clay, firm $ 9.0 ft. becomes brown sandy clay with dark brown clasts, wet, soft ~ e 10.0 ft. becomes tan silty to clayey sand, moist, fine to medium- grained - @ 12.5 ft. scattered gravels to 6 in. Attitude of fill /col luvium contact: strike N 70" w. Dip 5° down to NortK - COLLUVIUM: Dark brown siltv sand, very wet, medaum dense, odorous - and organic, fine-grained, rootlets BEDROCK (Del Mar Foundation): Reddish-brown clayey sandstone, moist. dense, medium-grained, ± 5% gravel to 3/4 in. g 20.5 ft. cobbles to 12 in., refusal Total Depth 20.5 ft. No Mater No Caving - BORING LOG PROJECT NO. 605'1-1 LA C°STA CASA GRANDE CONDOMINIUMS p|GURE NQ C-2 OWEN GEOTECHNtCAL CONSULTANTS, INC. ("ortaLiJe Continuous DRILLING COMPANY SO'JTtiCOAST DRILLING RIG Fiigr.t Auger BORING DIAMETER: 4" DRIVE WEIGHT: 14° lbs. DROP 30"> DEPTH (FEET)5 — - 10 — _ 15 — 20 — 25 —BAG SAMPLEDRIVE SAMPLEBLOWS/ FOOT1 1 13/12" 1 17/12" 1_J M 61/12"n NR 1 94/12" 1 1 - - -DRY DENSITY(pell111.9 91.7 120.2 MOISTURECONTENT (X)16.9 31.6 11.0 a. tt -.«62v> CL SC CL SC DATE ;/-H-6'. ELEVATION 130' J SOIL DESCRIPTION BORING NO. 3 TOPSOIL: Dark brown Bandy clay, very wet, soft, rootlet* FILL: Rftddish -brown sandy clay, very wet, soft to firm, fine to medium- grained, mottled greenish gray and dark brown *~ COLLUVIUM: Dark reddish-brown sandy clay, saturated, firm, sand is fine to nedium-grained, rootlets BEDROCK: Reddish -brown clayey sandstone, very moist, very dense. medium to course-grained @ 12.0 ft. Refusal Total Depth 12.0 ft. No Water No Caving _ ; - - NR - No Recovery, or excessive sample disturbance ~ BORING LOG PROJECT NO ^O5-1-1 LA COSTA CASA GRANDE CONDOMINIUMS FIGURE NO C"3 OWEN GEOJECHNICAL CONSULTANTS, INC. DRILLING COMPANY SOUTHCOAST DRILLING RIG niaht^Laer1^0"5 D^TE ^-l*-e-- BORING DIAMETER: A" DRIVE WEIGHT 50 Ib. DROP 24"' DEPTH IFEET)- 5 — - 10 — 15 — — - 20 — 25 —BAG SAMPLEDRIVE SAMPLEBLOWS/FOOT1 22/12" 1 • 60/12"HR\/\ 80/6" • 80/12"1 1 75/12" . ' - - - - - 50/12"DRY DENSITY(pcf)96.5 111.9 108.6 100.3 96.3 MOISTURECONTENT (%)22.4 17.1 17.4 18.4 27.3 vi 52 CL CL ELEVATION 130': SOIL DESCRIPTION BORING NO. 4 FILL; Light tan sandy clay, very moist fine-grained, i 5% gravel to 3/4 in. to wet, firm to stiff, band i-. 8 3.0 ft. becomes stiff to hard, very wet "~ @ 5.5 ft. sampler hit rock - @ 6.5 ft. becomes streaked with dark sandy clay, wet, odorous, wood fragments, grass - BEDROCK: Light greenish gray siltv claystone, saturated, very stiff tu hard, jointed and slickensided, sea mi, of calcite and rust-stdined - clayey sand Refusal at 16.0 ft. Total Depth 16.0 ft. No water - - No Caving Slope inclinometer casing installed North "A" Axis N 9" W BORING LOG PROJECT NO. 605'1-1 LA COSTA CASA GRANDE CONDOMINIUMS - - FIGURE NO C-4 OWEN CEOTECHNICAl CONSULTANTS, INC. TortaLifc Continuous DRILLING COMPANY SOUTHCOAST DRILLING RIG Flight Auger BORING DIAMETER 4 " DRIVE WEIGHT 50 lt)S • DROP 24"' DEPTH (FEET}5 — - - 10 — - 15 — - 20 — 25 —BAG SAMPLEDRIVE SAMPLEBLOWS/FOOTI 24/12" • 45/12- J 1 50/12" y • 135/12'n • 135/12' • 120/12' - - -DRY DENSITY(pcf)98.4 102.6 90.1 99.0 103.7 116.3 MOISTURECONTENT <%)21.6 22.9 16.3 25.9 20.5 6.7 toVi —5»o9_)« 52 V) CL CL CL DATE l^-;^-fc5 ELEVATION *0'1 SOIL DESCRIPTION BORING NO. 5 FILL; Brown silty clay, wet to very wet , soft, with roots and root lets. COLLUVIUKt Brown »ilty clay, wet to very wet, «oft - BEDROCK (Del Mar Formation): Tan sandy is fine to medium-grained, layered with clear calcite crystals £ 7 ft. beconMS saturated @ 10 ft. becomes highly stratified with clay stone, moist, dense, sand clayey sandstone and seam& of — ~ - alternating layers of greenish gray silty clay stone and reddish-brown sandstone, with seams of calcite crystals @ 15.5 ft. become 6 tan clean sand, moistooorlv sorted - - , medium-grained, very dense. Total Depth 16 ft. BORING LOG PROJECTNO 605.1.1 LA COSTA CASA GRANDE CONDOMINIUMS FIGURE NO C"5 OWEN GEOTECHNICAL CONSULTANTS, INC. BACKHOE COMPANY HAND-EXCAVATED BUCKET SIZE N/A DATE K--:7-fc:-DEPTH(FEET!5 10 BAGSAMPLEXxx DENSITYTESTX X X7 X >>t~EC W u §5*o 110.2 108.7 109.8 123.5 10 xxxx X X X X X xi 10S.6 108.9 118.4 121.6 112.7 MOISTURECONTENT(%)19.8 19.5 16.5 15.0 19.0 19.3 17.8 15.8 22.1 diV) CL CL SOIL DESCRIPTION TESTPITNO. 1 ELEVATION 117 *i FILL: Light brown silty clay, very wet to saturated, koft, rootlets BEDROCK (Del Mar Formation): Gray-brown silty clay, wet to saturated, firn. to stiff, jointed and slickensided Total Depth 4.5 ft. "~ No Water No Caving — Depth of Footing: 31 in. Width of Footing: Not determined — - TESTPITNO. 2 ELEVATION ifla-i CL sc CL F_ILL: Gray silty clay, wet, soft, rootlets « 2.0 ft. Becomes reddish -brown sandy clay, saturated, loose to medium dense, ± 10\ gravel to 2 inches, sand is fine to medium-grained £ S.O ft. becomes streaked with dark brown odorous sandv clav, saturated BEDROCK (Del Mar Formation): Light gray sandy clay, saturated Total Depth 5.5 ft. No Caving Slight seepage from under footing of building ~ Depth of Footing: 30 in. Width of Footing-. 18 in. Note ; Saturated, silty sand found directly under footing LOG OF TEST PITS PROJECT NO fi°5-l.l LA COSTA CASA GRANDE CONDOMINIUMS FIGURE NO C"6 OWEN CfOTfCHN/CAt CONSULTANTS, INC. SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS TEST LOCATION BORING 1 7.0 - 8.0' 9.0 - 10.0' 11.0 - 12. O1 15.0 - 16. O1 20.0 - 21.0 BORING 2 5.0 - 6.0' 9.0 - 10.0' 15.0 - 16.0' 18.0 - 19.0' 20.0 - 20.5' BORING 3 1.0 - 2.0' 5.0 - 6.0' 9.0 - 10.0' BORING 4 1.0 - 2.0' FIELD DRY DENSITY (pcf) 107.8 107.0 108.4 102.2 110.3 104.3 94.2 113.9 115.6 112.3 111.9 91.7 120.2 96.5 FIELD MOISTURE CONTENT (%) 16.4 21.2 16.8 22.5 13.7 19.4 25.1 13.3 15.8 7.9 16.9 31.6 11.0 22.4 MAXMUM DRY DENSITY (pcf) 125.5 117.0 119.5 117.0 119.5 125.5 119.5 OPTIMUM MOISTURE CONTENT (%) 10.0 13.0 . 12.5 13.0 12.5 10.0 12.5 DEGREE OF SATURATION (%) 81 100 85 96 73 88 88 78 97 44 94 100 78 83 RELATIVE COMPACTION (%) 86 92 ** ** ** 87 81 95 * ** 89 * ** 81 * Test in Colluvium ** Test in Bedrock All other Tests in Fill Assumed Specific Gravity ~ 2.65 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS OW£NCED~ECHN GAL PROJECT NO 605.1.1 FIGURE NO £>-: SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS TEST LOCATION BORING 4 (Conlt) 3.0 - 4.0' 6.0 - 7.01 8.0 - 9.0' 10.0 - 11.0' BORING 5 1.0 - 2.0' 3.0 - 4.0' 5.0 - 6.0' 7.0 - 8.0' 10.0 - 11.0' 15.0 - 16.0' FIELD DRY DENSITY Cpcf) 111.9 108.6 100.3 96.3 98.4 102.6 90.1 99.0 103.7 116.3 FIELD MOISTURE CONTENT (%) 17.1 17.4 18.4 27.3 21.6 22.9 16.3 25.9 20.5 6.7 MAXWUM DRY DENSrTY (pcf) 119.5 119.5 119.5 116.0 OPTIMUM MOISTURE CONTENT (%) 12.5 12.5 12.5 14.0 DEGREE OF SATURATION (%) 95 88 75 100 84 99 52 100 91 42 RELATIVE COMPACTION (%) 94 91 84 ** 85 * ** ** ** ** v:* Test in Colluvium ** Test in Bedrock All other tests in Fill Assumed Specific Gravity = 2.65 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS 0¥»K5=DECHN PRCUEC7NO 605.1.1 FIGURE NO D-2 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS TEST LOCATION TEST PIT 1 1.0 - 1.51 2.0 - 2.5' 3.0 - 3.5' 4.0 - 4.5' TEST PIT 2 1.0 - 1.5' 2.0 - 2.5' 3.0 - 3.5' 4.0 - 4.5' 5.0 - 5.5' FIELD DRY DENSITY (pcf) 110.2 108.7 109.8 123.5 105.6 108.9 118.4 121.6 112.7 FIELD MOISTURE CONTENT (%) 19.8 19.5 16.5 15.0 19.0 19.3 17.8 15.8 22.1 MAXWUM DRY DENSITY (pcf) 116.0 116.0 125.5 125.5 125.5 OPTIMUM MOISTURE CONTENT (%) 14.0 14.0 10.5 10.5 10.5 - DEGREE OF SATURATION (%) 100 99 86 100 89 99 100 100 100 RELATIVE COMPACTION (%) 95 ** ** ** 91 87 94 97 ** ** Test in Bedrock All Other Tests in Fill Assumed Specific Gravity = 2.65 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS OWEN/GEO^CHNCAL PROJECT NO 605.1.1 FIGURE NO D-3 MAXIMUM DENSITY SAMPLE LOCATION B-l @ 3.0-4.0' B-2 @ 5.0- 6.0' " B-2 @ 9.0-10.0' TP-1 @ 1.0- 2.01 TP-2 @ 2.0- 3.0' SOIL DESCRIPTION Reddish-brown sandy clay Tan sandy clay Brown sandy clay Light brown silty clay Reddish-brown sandy clay MAXIMUM DRY DENSITY IDCt) 125.5 119.5 117.0 116.0 125.5 OPTIMUM MOISTURE CONTENT 1%) 10.0 12.5 13.0 14.0 10.5 EXPANSION INDEX SAMPLE LOCATION B-l @ 3.0-4.0' E-2 @ 9.0-10.0' B-2 @ IB. 0-19.0' B-5 @ 1.0- 4.0' E-5 @ ' 5.0- 8.01 TP-1 @ 3.0- 3.5' TP-2 @ 2.0- 2.5' INITIAL MOISTURE 1%) 10.3 12.0 10.0 12.5 12.4 14.9 e.o COMPACTEDDRY DENSITY iDCf) 108.8 101.6 108.6 100.4 100.2 93.4 117.3 FINAL MOISTURE (%) 19.6 33.2 26.9 28.6 31.3 30.5 16.6 VOLUMETRIC SWELL (%) 2.4 10.4 7.0 8.8 9.9 5.3 0.6 EXPANSION INDEX 24 104 70 84 99 53 6 EXPANSIVE CLASS. Low High Medium Medium/ High High Medium Very Low MAXIMUM DENSITY & EXPANSION INDEX TEST RESULTS CNSMGEDECHNICAL NO 605.1.1 f&URE NO D-4 60 50 £ 40 X UJDZ > 30 10 CH MH &QH CL-ML ML&OL 10 20 30 40 50 60 LIQUID LIMIT (%) 70 BO 90 100 SYMBOL © A B SAMPLE LOCATION B-l @ 3.0 - 4.0' B-2 @ 9.0 -10. O1 TP-2@2.0 - 3.01 FIELD MOISTURE (%] 14.2 25.1 19.3 LIQUID LIMIT l%] 34.6 43.6 34.8 PLASTIC LIMIT 1%) 11.8 15.5 13.2 PLASTICITY INDEX (%) 22.8 26.1 21.6 UNIFIED SOIL CLASS. sc CL SC ATTERBERG LIMITS TEST RESULTS CWBttSEDECHNlCAL PPOJE& NO 605.1.1 FIGURE NO r>-5 US STAN OARS SIEVE SIZES 810 16 ?C 30 4C 5O 100 2OO GRAIN SIZE (MILLIMETERS] 10O 90 80 70 60 gso Ul1/1 Q. H- 40 2 UJLJtr £ 30 20 10 0 — . » !S "T : V ! 1 ; k X.J N. . ' '• Ni '••^ 1 ! ' 1 1 i F : ' i j 1• ' I i "4 1 F • •• - X. "x vI i i i 1 • \ \ < 1,s fe 1 ssV i j 1 f 11K. \ i 4 : '• t >i S, \ X \ ' ! 1 | I F ~x X.i^, i ' X. +- > X. 'i i ' 1 1 i i ' 1 it! ' t J • 1 1 1 | 1 1 ' •1 i : i ! | . i 100 50 100 50 1 0 • • . ' '. 1 , 1 j 1 1 1 - J ; < , . i • ' - ' 1 1 1 i ' 1 'III 1 1 1 i ! i i j! i . • i 1 • 1 i i i ' i i .iii i i ( ! • '1 , '1 1 • III II r* i ' i 1 I*- '! 1 i *-^• 1 : i ii I 1 — ^ 1 . I . , .• "T*1 ! • 1 V>— ^_ 1 ' : : • l^"^-~_ i 1 • i ' 1 ' . "— 1 .1 ! . • ; : i • 1 1 1 : i , • • 1 1 1 . 1 i 1 . . i 05 0 1 0 Ob 0 01 0005 000 11X1 90 80 70 60 50 40 30 20 10 0 z LOtn COBBLES GRAVEL Coarse Fine SAND Coifie MeOiurn F1(le SILT ind CLAY SYMBOL • SAMPLE LOCATION B-l @ 3.0-4.01 FIELD MOISTURE (%1 14.2 % PASSING NO 200 SIEVE 30 % PASSING 2* 17 UNIFIED SOIL CLASSIFICATION sc GRADATION TEST RESULTS 605.1.1 D-6 i 100 90 60 70 60 PERCENT PASSI— K) W fcOOOOO7 32 1 fc 14 '» * \ 1 1 i 1 i I 1 1 1 1 i i 1 i ; ( i l r ii i i i i :l ii i US STANDARD SIEVE SIZES 810 16 X) 30 *0 5O 100 200 ~~"*^ *^ ^ 1 ! 1• 11 1 i i i i ' : • 1 ] j * 1 ! 100 50 100 5.0 COBBLES GRAVEL Coarse Fme l ] ;, i , 1 i > 'i • i i i i K>f ! ^ i 1 1 V 'T [1 \ i • V\\V\• A • 'I ' , ii . i ; > • j '• f i ; - j \ •1 i i i i i i i i i i i i i i ! 1 ! i 1 • 1 i ' 1 1 I i j ! 1 i 1 • i i I V ; It- 'l\' ^v • I v i iIV l N* : \ ' *v_ 1 I 'I •: ; X ! \ 1 . 1 1 1 '1 ' 1 'i 1 ' i i ! 1 i i 1 ! : . i i i ' • i • 1 1 ; ' ', 1 1 0 0.5 0 1 0 05 0 01 GRAIN SIZE {MILLIMETERS] SAND Coarse SYMBOL SAMPLE LOCATION 5-2 § 9. 0-10. O1 1MeOium l F.nei FIELD MOISTURE 1%) 25 .1 SILT and % PASSING NO 200 SIEVE 80 % PASSING 39 0 005 0 00 CLAY UNIFIED SOILCLASSIFICATION CL 100 90 80 | i 70 60 50 g COi/i 40 ^ZUJU 30 "JCL. 20 10 0 -1 i i GRADATION TEST RESULTS CN5HGECT5C-N ^,, 1 U' ~ 1 tr«ec;o 605.1 1 ,.D-7 100 90 80 70 60 RCENT PASS*OOOMO—O32 1 V. US STANDARD SIEVE S:ZE5 8 10 16 20 30 *0 50 100 2OO 1—1—> 1 i r^ 100 50 10050 1 0 0.5 01 GRAIN SIZE (MILLIMETERS) 005 100 90 80 70 60 50 30 20 10 001 0005 OOOl COBBLES GRAVEL Coarse Fine SAND Coarse Med.urr,F me SILT and CLAY SYMBOL.SAMPLE LOCATION TP-2 @ 2.0-3.0' FIELD MOISTURE (%| 19.3 % PASSING NO 200 SIEVE 41 % PASSING 19 UNIFIED SOIL CLASSIFICATION sc GRADATION TEST RESULTS 605.1.1 D-8 3OOO 3500 2000 £._ Xt-o w 1500c:»- (A UJIt/1 10OO 500 500 1000 1500 2000 NORMAL PRESSURE (PSF) 2500 3000 SYMBOL B SAMPLE LOCATION B-2 @ 5.0-6.0' COHESION (psf) 620 FRICTION ANGLE (•) 17 REMARKS DIRECT SHEAR TEST RESULTS OWSKGECTECHNICAL NO.605.1.1 5 WO D-9 30OO 2500 2000 u.t/3CL. o V)a: 1500 1000 500 500 1000 1500 2000 NORMAL PRESSURE (PSF) 2500 3000 SYMBOL a A SAMPLE LOCATION B-2 6 IB. 0-19.0' B-2 @ 18.0-19.0' COHESION Ipif) 850 740 FRICTION ANGLE ("1 21° 20° REMARKS DIRECT SHEAR TEST RESULTS PROJECT NO 605.1.1 FIGURE NO 3000 2500 2000 ena. 5 1500ch-V) tr 1000 5OO &00 1000 1500 2000 NORMAL PRESSURE (PSF) 2500 3000 SYMBOL a A SAMPLE LOCATION B-3 @ 5.0-6.01 B-3 @ 5.0-6.0' COHESION torf) 610 450 FRICTION ANGLE C) 8° 10 " REMARKS DIRECT SHEAR TEST RESULTS /PROJECT NO. 605.1.1 fIGUPE NO D-ll 3000 2500 2000 toQ. c UJ 1500 C tf)tr UJ to 1000 //N / /r 500 &00 1000 150D 2000 NORMAL PRESSURE (PSF) 2500 3000 SYMBOL a A SAMPLE LOCATION B-3 6 9. 0-10. O1 B-3 @ 9.0-10.0 COHESION Ipjf] 290 210 FRICTION ANGLE f"l 44° 35C REMARKS DIRECT SHEAR TEST RESULTS CWSMGECTECHNICAL 605.1.1 FIGURE NO. D-12 SHEAR STRENGTH (PSFJ» jl Ji M (.Jj ^"^7 ^^^" ^ ^ ^^^\«=r^"'^ ^ ^» ^^^* ^^^--' ^ ^^^^H*?c^^£s J ^^J* *^s*>^f ^ ^^^ ^^"5 ! 3 5OO 1000 1500 20OG 2BOO 30OO NORMAL PRESSURE (PSF) SYMBOL SAMPLE LOCATION H B-4 @ 3.0-4.0' ^A B-4 @ 3.0-4.0' COHESION ipsf) 610 550 FRICTION ANGLE Cl 22° 22° REMARKS DIRECT SHEAR TEST RESULTS CNSWHOECrNCAL PROJECT NO. 605.1.1 HQURE NO. D"13 3000 500 1000 1500 2000 NORMAL PRESSURE (PSF) 2500 3000 SYMBOL B A SAMPLE LOCATION 3-5 @ 3.0-4.0' 3-5 @ 3.0-4.0' COHESION Ipif) 710 650 FRICTION ANGLE (V 13° 2° REMARKS @ Ultimate Failure @ Volume Change DIRECT SHEAR TEST RESULTS ECT NO 605.1.1 NO 0 1 NORMAL PRESSURE (KSF) 05 10 50 100 50.0 1 "^ > — . r1 a? r~ 2 ";zO il JW 1< ' O O h05Z n R 4 n r r 6 - n n n i• 4 i TT IT" H '' t| TT ; • M • . . i! 'M i TT •. • II <M !i^.I , ii i n !' ! 'ii TTT1 ~ -.I ; i " -•n. n ,r . 1 - :i i 1 • 1 L l| •! " 11 1 1 ir II! 'Ii • M •'] •' Ii! .'' "1 !. •'1 '!• '1 Ll> " 1 ; i i i i . I : ' . . , 1 ! 1 1 • i 1 1 , I • \ ' i , • ' ' i > i I i 1 . • • i • : • : i i • . • i , . • , '• ' i | i i 1 , ' i i . '• ' . ! . | i i • i . i . i • . . : • • •i'"1 1 1 • j •i i ii '! > . •' 1 |. ,- • •I i- M -**] •1 ~|i M •! ™ i! !\ :' .:, . . , .!• '1 1 1 ! ,] j i '' ' > **•* L u: > i ' .1. _. M*t " |( ffm > !i •<• if 1".,1 ... — ! ' i ..!•, - " _4— -f-.J_ "T ™ "T r- W I':L!' ,•. 'I .. . ,_|_ -r 'tl — ™T "r :ri ': — — ^— -- - — ._. .... _.. — - s - - - 1 - - - •« - - ... -• - 1 - • T hi-1 ANflT1i /VIA'" ^* ^. 1 h«.^^"> 1 *^• !^N "EiR :; ED"'H5rfc»-H i• : , • • ! . , ,i.. 'i . ' • i ' -- • 1 •i, 1 ! 1 '' . • ^•^1!- — «. 1 _ •! ^ •••* SYMBOL • SAMPLE LOCATION B-4 % 10.0-11.0' NORMAL PRESSURE AT SATURATION (KSF) 1.12 ' ™ 1 "> Ij .1 > ". , •:< . !" ™ 'H , 1 < . I[V | i'"K • . i - . In •« •i. •• '• \ fv, ' ' I, !j 1 *r '•!; M "'1 -'-. •i -. i . \ ***) -, | .._ \ ^^ ._ 1 \ •' 1 •' I i •i i • i . ' . i . .1 . i i . . i , i i i i , I • • . i : , • i . . 1 . 1 • • : . : • • i ! i • , •• i i • ] \• i i n ' ' ! i , 1 !• . r il.11 1. •'1 •-', ' 1 , • 1 1. 1 • i. II i " i .• 1 11 S 1 • 1; .., 1 " 1 , ,< ,r, , ! •• ' | ' . • ... ! •i • •ii. -' • .il ,.'. 'II I • • ! i'. .1 i • - 1 . •| i •'. i ' „ .1 •[ , . ,j i CONSOLIDATION TEST RESULTS i_ / / OMRBPvGzO zCHN CAL / PROJECT NO 6°5 - 1 - 1 / FIGURE NO n- 1 5 SUPPLEMENTAL GEOTECHNICAL INVESTIGATION OF DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA WAY AND CARINGA WAY CARLSBAD, CALIFORNIA _ V SUPPLEMENTAL GEOTECHNICAL INVESTIGATION OF DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA WAY AND CARINGA WAY CARLSBAD, CALIFORNIA Prepared For Epsten, Cornelius & Grinnell, Attorneys at Law 2150 First Avenue San Diego, California 92101 May 16, 1988 Project No. 605.1.4 May 16, 1988 Project No. 605.1.4 Epsten, Cornelius & Grinnell, Attorneys at Law 2150 First Avenue San Diego, California 92101 Attention: Mr. Douglas W. Grinnell Subject: SUPPLEMENTARY GEOTECHNICAL INVESTIGATION OF DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA WAY AND CARINGA WAY CARLSBAD, CALIFORNIA Gentlemen: In accordance with your request, we have performed the subject supplemental geotechnical investigation of distress which updates our November 24, 1987 report (Reference 14). Our supplemental investigation generally consisted of interior inspections and floor level surveys of selected units, subsurface exploration, laboratory testing, monitor- ing of slopes and concrete cracks, engineering and geologic analyses of field and laboratory data, and the preparation of this report. REFERENCES As part of our investigation, we have obtained and reviewed additional references. However, a final compaction report for the subject condominium complex was still not readily available for our review. A listing of available references is included following the text of this report. PREVIOUS INVESTIGATION Prior work performed at the subject property by Owen Geo- technical has been documented in References 11, 13, and 14. As detailed in Reference 11, the investigation into reported distress at the subject property was initiated in conjunc- tion with Owen Geotechnical's issuance of recommendations Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 2 for repair of a elope failure which occurred below 2345 Altisma Way in December, 1984. To reiterate from Reference 11, the primary causes of the slope failure appear to have been 1) an oversteepened slope (1-1/4:1 to 1-1/2:1); 2) low strength fill and bedrock materials? and 3) saturation of the slope by rainfall and, in particular, a downspout which emptied directly onto the face of the slope. It was recom- mended in Reference 11 that a detailed investigation be performed to determine the extent and causes of observed distress in the other structures at the property. Reconstruction of the slope was provided in January and February of 1985 by Jobec Inc., General Engineering Con- tractors. Work was inspected and tested by Owen Geotech- nical. Upon authorization for further investigation, Owen Geotech- nical commenced with additional work in September of 1985. The investigation was suspended in March of 1986. In May of 1987, authorization was received to produce a written report of the investigations performed up to that date (Reference 14). The work performed consisted generally of the follow- ing: 1. Visual inspection of 50 of the 61 unit interiors in October 1985; 2. Visual inspection of unit exteriors in 1985 and 1987; 3. Manometer (floor level) surveys of 12 units in December 1985; 4. Subsurface exploration consisting of 5 machine-excavated borings and 2 hand-excav- ated test pits; 5. Installation and monitoring of a slope inclinometer casing in one of the borings; 6. Laboratory testing of soil samples obtained from the subsurface excavations; Epstenr Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 3 7. Engineering and geologic analysis; 8. Preparation of a summary report (Reference 14}, with limited recommendations for repair. CURRENT INVESTIGATION Due to the difficulty in procuring critical construction documents and the corresponding effect on the extent of the investigation, many of the conclusions and recommendations presented in Reference 14 called for further investigation and analysis. Consequently, the work outlined herein was authorized in January of 1988. All data reported in the previous Reference 14 is incorporated in this report by reference and will not be repeated unless otherwise noted. As recommended in Reference 14, the investigation described in this report focused on the following areas: * 2342 and 2372 Caringa Way, and 2343, 2345, 2351, and 2385 Altisma Way; Slopes below Altisma Way; 2342 Caringa Way and 2345 Retaining walls. SCOPE OF INVESTIGATION 1. Visual Inspections, Carpet Removal, and Photo- graphs Visual inspections of 18 unit interiors in the above six buildings were conducted on February 29 and March 1, 1988. Fifteen of these units had been previously inspected in late-1985. Units which were inspected in 1985 and 1988 are dia- grammed on Figure 1 and Figure 2, respectively. Carpeting was removed in 2372-D Caringa Way to perform a slab coring. The area of slab which was exposed is indicated on Figure A-5. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 4 Photographs were taken of the observed distress and site conditions. The original photographs are available in our files for review. 2. Floor Level Surveys Manometer (floor level) surveys were conducted in the interiors of the 18 units in the six subject buildings on February 29 and March 1, 1988. Seven of these units had been previously surveyed for floor tilt in late-1985. Units which were surveyed in 1985 and 1988 are diagrammed on Figure 1 and Figure 2, respectively. Manometer surveys were conducted across the living area floors in order to establish the magnitude of elevation difference or floor tilt. Measurements were made on an approximate 5 foot grid to the nearest 1/8 inch. Results are presented as contours of equal elevation to the nearest 1/4 inch on the attached Floor Level Surveys, Appendix A. 3. Subsurface Exploration Our supplementary subsurface exploration program was conducted in February and March of 1988, and focused on four of the six buildings invest- igated. It consisted of the following: * Boring One machine-excavated, 24-inch diameter, bucket-auger test boring (B-6) was drilled to a depth of 21 feet on the south side of 2342-A Caringa Way; * Test Pits Two test pits (TP-3 and TP-4) were hand-excavated to depths in excess of Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 5 8 feet adjacent to exterior founda- tions of 2343 and 2345 Altisma Way, respectively. The excavations were then advanced to 16 and 14.5 feet, respectively, using a 4-inch diame- ter, portable, continuous flight- auger rig; * Coring One 14-inch diameter machine-cut coring was performed in 2372-A Caringa Way. Beneath the coring, the soil was hand-excavated to a depth of 28 inches. The approximate locations of the five test borings and two test pits from the initial subsurface program are shown on Figure 1 and on the Plot Plan, Plate 1. The approximate loca- tions of the test boring, three test pits, and coring from the supplemental subsurface program are shown on Figure 2 and on the Plot Plan, Plate 1. The supplemental boring was excavated in order to determine characteristics of the soil and the stability of the slope below 2342 Caringa Way. The supplemental test pits and coring were excavated adjacent to building foundations in order to determine foundation soil character- istics and determine footing and slab dimensions and reinforcement. The subsurface investigation was supervised by our engineering/geologic personnel, who logged the soils, performed in-place density tests (Sand-Cone Method), and obtained bulk and rela- tively undisturbed soil samples for laboratory testing. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 6 The soils were visually classified according to the Unified Soil Classifications System. Class- ifications are shown on the logs included in Appendix B. 4. Reinforcing Steel Determination A magnetic rebar locator (R-meter) was used on the exposed perimeter footings and selected retaining walls to determine the presence or absence of steel reinforcing. 5. Slope Inclinometersr Slope Stability. and Strain Gauges A 21-foot long slope inclinometer casing was installed in Boring B-6 and backfilled with slurry grout on February 17, 1988. An initial reading of the inclinometer casing was performed on March 8, 1988. A follow-up reading was performed on April 2, 1988. The 14-foot long slope inclinometer casing which was installed in Boring B-4 on December 19, 1985, was monitored as a part of our supplemental investigation. The initial reading was taken January 3, 1986. Follow-up readings have been performed on June 4 and October 29, 1987, and on February 17, 1988. The purpose of further installation and continued monitoring of inclinometer casings is to aid in our analysis of the stability of the slopes below 2342 Caringa Way and 2345 Altisma Way. Slope stability calculations of the subject slopes were performed utilizing the simplified Janbu method of analysis. Five strain gauges were attached to foundation stemwalls to monitor existing cracks which occur where on-grade slabs abut retaining walls in Epsterif Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 7 2343, 2345, and 2385 Altisma Way. A sixth strain gauge was installed over a concrete balcony crack north of 2351-A Altisma Way. Strain gauges were installed on February 11, 1988 and monitored between February 17 and April 14, 1988. The locations of the strain gauges and slope inclino- meter casings are shown on the Plot Plan, Plate 1 and Figure 2. 6. Retaining Wall Subsurface Exploration Exploratory pits hand-excavated under the direc- tion of Frederick Engineering were logged and sampled by our personnel. Additionally, our personnel utilized a magnetic rebar locator (R-meter) to determine the configurations of steel reinforcement in the retaining walls. The locations of the retaining wall excavations are shown on the Plot Plan, Plate 1. Since retaining wall analysis was not part of our work scope, our involvement is limited to the presentation of logs (Figures B-4 and B-5), laboratory shear and expansion testing results (Figure C-3, C-14, C-15), and design parameters for new walls. Wall reinforcement diagrams from our R-meter analysis were previously forwarded to Frederick Engineer- ing for use in their analysis. 7. Field and Laboratory Testing The following field and laboratory tests were performed: * In-Place Density Test (Sand-Cone Method) (ASTM: D 1556) * Dry Density and Moisture Content (ASTM: D 2216) * Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 8 * Expansion Index (UBC Standard No. 29-2) * Consolidation (ASTM: D 2435) * Atterberg Limits (ASTM: D 4318) * Particle Size Analysis of Soils (ASTM: D 422) * Direct Shear (ASTM: D 3080) The relative compaction (for tests in fill) and degree of saturation of each in-place density test and relatively undisturbed soil sample were also determined. Results of dry density and moisture content tests are shown on the logs included in Appendix B, and in tabular form in Appendix C. Results of remaining laboratory tests, relative compaction determinations, and degree of saturation deter- minations are presented in Appendix C. FINDINGS 1. Description of Distress The observations of distress described in our report refer to cracking and tilt sustained by structures and improvements which is likely caused by differential soil movement. Many types and amounts of cracking can be considered normal for the type of construction involved. The distress patterns reported represent conditions which, in our opinion, are beyond normal con- struction tolerance. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 9 Unit Interiors and Exteriors Cracking and floor tilt for each of the subject residential units inspected in early-1988 is sum- marized in the attached Table 1. Likewise/ the cracking and tilt from our late-1985 inspections of the same units is summarized in Table 2 for comparison. Generally/ the types of cracking noted at the times of our inspections included exterior stucco cracks and interior drywall cracks; cracks in surrounding concrete flatwork; misaligned or binding doors; and cracks observed in floor slabs or noticed beneath floor coverings. Supplemental Observations of Distress from our 1988 Inspections Other items observed during our 1988 invest- igation which are likely related to differential soil movement are the following: * A hairline to 1/4 inch slab crack was revealed when carpeting was lifted back in 2372-D Caringa Way. The location of the crack is illustrated on Figure A-5; * Foundation cracks were observed where the edges of on-grade slabs meet the tops of carport retaining walls in three buildings. This was noticed in two locations at each of 2343 and 2345 Altisma Way/ and then again in one location at 2385 Altisma Way. Strain gauges were installed across these five cracks; * Wooden patio beams were observed in four buildings which do not bear on their concrete pier foundations. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 10 This condition was noted at 2343, 2345, and 2351 Altisma Way, and 2376 Caringa Way; * A 3- to 5-inch soil void was observed beneath the south patio column footing of 2385-C Altisma Way during our excavation of Test Pit 5. 2. Subsurface Soils Areas of the site explored during our supple- mentary investigation are underlain by fill, colluvium, terrace deposits, and bedrock as follows: * £iil Fill soils were encountered in all excavations to depths ranging from 9 inches (Core Hole 1} to 12.25 feet (Test pit 3). Fill soils consist generally of moist to saturated, loose to moderately dense, red-brown clayey sands and soft to firm, olive-gray clayey silts and dark brown sandy clays (reworked collu- vium) . Varying percentages of pebbles, gravels, and cobbles were encountered in the fill. The rela- tive compaction of the fill soils (from 17 Sand-Cone tests) was deter- mined to range from 69 to 91 percent with an average of 83 percent. The fill soils were also determined to have between very low to medium expansion potential when subjected to moisture infiltration. Reworked colluvial fill was found to be moderately compressible when sub- jected to overburden loading in the laboratory (see Figures C-10 and C-ll); Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 11 * QoJ^J.uviuni (Slope Wash) Colluvial soils were encountered in Boring 6 between depths of 4,5 and 7 feet. Colluvial soils consist generally of very moist to very wet, soft to firm, dark brown sandy clays; * Terrace Deposits Terrace deposits were encountered in Boring 6 between depths of 7 and 15 feet. The terrace deposits consist generally of moist to very moist, dense interlayered clayey and silty sands; * Bedrock Bedrock of the Delmar Formation (Reference 12) was encountered in Boring 6, Test Pits 3 and 4, and Core Hole 1. Bedrock materials consist generally of moist to very moist, stiff, olive-gray silty and sandy clay and siltstones and dense clayey sandstones. Bedrock materials were determined by laboratory testing to possess a medium expansion potential when subjected to moisture infiltra- tion. 3. Floor Tilt Results from the 1988 floor level surveys are presented in Appendix A, Figures A-l through A-6. For comparative purposes, data from our 1985 floor level surveys was re-plotted in the same format as the 1988 surveys (Figures A-la, A-3a, A-4a, and A-5a). Maximum elevation differences across lower and upper level floors are tabulated in Tables 1 and 2. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 12 The maximum amount of floor tilt measured at the time of our 1988 manometer surveys was 1-7/8 inches across the lower portion of 2343-A Altisma Way. Up to 1 inch of relative elevation differ- ential is considered normal for residential construction in the San Diego County area. 4. Slope Inclinometers Successive readings of the slope inclinometer casing in Boring B-4 below 2345 Altisma Way indicate that approximately 1/3 inch of lateral slope movement has occurred since January 1986. Readings of the inclinometer casing installed in Boring B-6 below 2342 Caringa Way indicate no lateral slope movement over the relatively short period since February 1988. 5. Slope Stabil^fcy Slopes below 2342 and 2345 Altisma Way were analyzed for slope stability utilizing the simplified Janbu method of analysis. Calculated factors of safety utilizing the soil strength parameters obtained from our laboratory testing program are in excess of 1.5 for both slopes. 6. Strain Gauges Strain gauges installed during our supplemental investigation were monitored for an 8-week period. During this relatively short period, no crack widening was observed. 7. Foundation Building foundations, where measured in Test Pits 3 and 4, are embedded approximately 18 inches and are at least 13 inches wide. The patio column footing at Test Pit 5 was embedded 19 inches. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 13 8. Groundwater/Seepage Although no groundwater table was identified in our supplementary subsurface program, many of the soils in our excavations were found to be very wet and sometimes saturated. REVIEW OF REFERENCES A review of the referenced preliminary and Phase I com- paction soils reports (References 2 and 6), the Phase I and Phase II grading plans (References 4 and 7), and construc- tion drawings (Reference 8} prepared at the time of con* struction reveal the following pertinent factors: 1. A maximum slope inclination of 1-1/2:1 was specified (References 2, 4 and 6); 2. Positive surface drainage was specified (References 2 and 6); 3. Minimum fill compaction of 90 percent was specified (Reference 2) and reportedly obtained (Reference 6); 4. Minimum required exterior footing depth was 24 inches due to highly expansive soil conditions existing on the lots (References 6 and 8); 5. Reinforcing steel, consisting of No. 5 bars at top and bottom, was specified in footings (References 6 and 8); 6. Wire mesh reinforcing was specified in floor slabs (References 6 and 8); 7. Removal of compressible soils was specified (Reference 2} and reportedly obtained (Refer- ence 6); Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 14 8. A maximum expected differential settlement of 1/8 inch was calculated (Reference 2). Clarifications of and changes to the above specifications and recommendations may have been made in the soil com- paction report covering the Phase II grading. This report was not readily available at the time of this writing. The recommendations of the missing soils compaction report, where different from prior recommendations, would likely supersede those made in References 2 and 6. CONCLUSIONS AND DISCUSSION 1. 2343 and 2345 Altisma Way Based upon our investigation, it is our opinion that the southern portions of these buildings are experiencing distress related primarily to settlement of fill materials underlying the slab-on-grade portions of the buildings. This opinion is supported by the following: * The pattern of slab cracking in 2345-B Altisma Way (see Reference 14), and the pattern of tilt and foundation cracking in both build- ings, which indicate that the slab- on-grade portions of the buildings are tilting toward the south, with the central retaining walls acting as hinge points for movement; * The low densities of fill materials as determined from our subsurface exploration program (see Figure C-l and C-2); * The separation of pier foundations from the patio and superstructure along the southeastern portion of Epstenr Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 15 2345-B Altisma Way, as if the piers have subsided relative to the struc- ture. It is also our opinion that the temporary loss of foundation support caused by the slope failure in 1984 likely caused some of the distress observed in 2345 Altisma Way, as reported in References 11 and 14. Our supplemental investigation results indicate, however, that the slope failure was a secondary cause of distress to 2345 Altisma Way, not the primary cause as reported in Reference 14. This opinion is supported by the following: * Distress and floor tilt observed in both the buildings at 2343 and 2345 Altisma Way are very nearly the same, whereas no slope failure occurred below 2343 Altisma Way and the slope height is much less in that location; * Soil conditions under both the buildings at 2343 and 2345 Altisma Way are also very nearly the same. In both locations, poorly compacted fills were encountered, with average relative compactions of approximately 83 percent in each. 2. pin Slopes Below 2342 Ca.r.inga WaY a.n.d 2345 Altisma Wav Based upon our investigation and computer-aided stability analysis, it is our opinion that the 25-foot-high slope below 2345 Altisma Way has a factor of safety greater than 1.5 and is gener- ally stable against deep-seated slope failure. However, inclinometer readings indicate that post-construction adjustment of the repaired slope has occurred, possibly compounded by the Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 16 infiltration of water. The magnitude of the movement has been less than 1/10 inch since our prior report (reading October 17, 1987). Further adjustment is possible in the future due to moisture fluctuations within the slope. Based upon our investigation and computer-aided analysis of slope stability conditions, it is our opinion that the 14-foot-high slope below 2342 Caringa Way has a factor of safety greater than 1.5 and is generally stable against deep-seated slope failure. For all slopes at the subject property, surficial stability of the slopes may be jeopardized unless a program is maintained to ensure that runoff from irrigation and/or rainfall is controlled from seeping into the slopes, 3. 2376 Caringa Way As reported in Reference 14, it is our opinion that this building is experiencing distress due primarily to heave of the eastern end of the structure by expansive soils. 4. 2342 Carinaa Way Based upon our investigation, it is our opinion that the soils-related distress to this building is generally within normal construction toler- ance , with the exception of that to concrete walkways, patios, and stairways surrounding the building. Distress to this concrete work is likely due to a combination of expansion of fill, colluvial, and natural materials and settlement of near-surface fill soils. 5. 2385 Altisma Way Based upon our investigation, it is our opinion that the soils-related distress to this building Epsterif Cornelius & Grinnell May 16f 1988 Project No. 605.1.4 Page 17 is generally within normal tolerance, with the exception of that to the patio behind 2385-C Altisma Way. Patio slab cracking in this location is likely caused by a combination of fill settlement and soil expansion. This opinion is supported by the following: * The low densities and medium expan- sion potential of soils encountered in Test Pit 5, as determined by our field and laboratory testing program; * The presence of a 3- to 5-inch void near the footing of the pillar support for the second-level patio; * Evidence of crack widening in the patio slab (Tables 1 and 2). 6. 2351 Altisma Way Based upon our investigation, it is our opinion that the soils-related distress to this building is generally within normal construction toler- ance. Cracking to the structural concrete walkway outside 2351-A Altisma Way does not appear to be soils-related. A structural engi- neer should be consulted regarding the observed walkway cracking. 7* 2372 Caringa Wav Based upon the results of our investigations, it is our opinion that the soils-related distress to this building is generally within normal con- struction tolerance. Slab cracking observed within 2372-D Caringa Way may be a result of concrete shrinkage, minor volume changes of near-surface expansive soils, or a combination. Epsten/ Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 18 8. Continuing Movement Based upon the results of our investigations, it is our opinion that soil movement has likely been continuing since construction and, without mitigation, may result in further building distress. This opinion is supported by the following: * Increasing distress with time in some locations (Tables 1 and 2); * Fluctuations in floor tilt observed in floor level surveys over a two year period (see Tables 1 and 2, and Appendix A) . * Low densities of portions of com- pacted fill soils, as determined from laboratory testing (see Reference 14 and Figures C-l and C-2); 9» Influence of Water Infiltration of rainfall runoff and irrigation water into the foundation soils is believed to be the triggering mechanism initiating soils move- ment. Water pipe leakage may be another source of moisture infiltration. RECOMMENDATIONS FOR REPAIR It should be noted that the following recommendations are not intended to preclude future foundation movement, but rather to minimize the effects of such movement. Additional minor cracking and distress is possible. These recommenda- tions are based upon our opinion that soil movement is continuing. 1. 2343 and 2345 Altisroa Way We recommend that the foundations of load-bearing walls and patio columns situated over fill Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 19 materials be stabilized against further movement by supporting the existing foundations on rein- forced concrete piers extending into competent bedrock materials. The proposed areas of under- pinning are shown on the Recommendations for Repair, Figure 3. The depth of embedment should be sufficient to develop lateral resistance, but should be no less than 3 feet. All piers should have a minimum diameter of 12 inches and be spaced no closer than three pier diameters (center to center). To account for effects of possible future creep of the slope below 2345 Altisma Way, foundations under patio columns should be designed for a net slopeward lateral earth pressure in fill of 30 psf per foot of depth for a depth of 5 feet. Lateral restraint of these patio column piers should be accomplished by a horizontal grade beam to the slab-on-grade portion of the structure. To account for soil arching at the pier face, lateral earth pressures should be assumed to act across twice the pier diameter. For axial loads, an allowable dead-plus-live load skin friction value in competent bedrock of 1000 psf may be utilized. This value may be increased by one-third for short term wind or seismic loads. Approximate depths to competent bedrock are illustrated on Figure 3. Future settlement of fill soils beneath the on-grade slabs of 2343 and 2345 Altisma Way should be anticipated, In-place slabs should be evaluated, and if necessary, replaced with structural slabs designed by the structural engineer to transmit floor loads to the founda~ tions. Plans and specifications for the proposed repair methods should be prepared by a qualified engi~ neer/contractor and reviewed by this office prior to bidding and construction. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 20 2. 2385 Altisma Way We recommend that the patio slab at Unit 2385-C be removed and replaced. All new exterior slabs should be a minimum of 4-inches thick (actual) and reinforced with No. 3 bars 18 inches on center supported on chairs to ensure positioning at mid-height in the slab. Reinforcement should be dowelled into existing slabs and sealed with non-shrink grout. Reinforcement should not be tied to adjacent structures. Exterior slabs should be underlain by 12 inches of non-expansive soil compacted to 90 percent of maximum labora- tory density. Upon removal of the patio slab at the southern patio column of Unit 2385-C, the column footing shall be examined by the soils engineer. Our investigation revealed that the column may not be bearing on the footing, as evidenced by the 3- to 5-inch gap encountered. If the footing is not being properly utilized, it shall be underpinned in the same manner as column footings at 2343 Altisma Way (lateral pressures ^ieed not be consi- dered). The schematic repair of 2385 Altisma Way is displayed on the attached Figure 4. 3. Remaining Exterior Improvements We recommend that other damaged concrete and flatwork which are slab-on-grade construction be patched or replaced in areas including, but not limited to the areas described below: * 2342 Caringa Way - concrete flatwork on the northeast, southwest r and southeast sides of the building, including concrete steps; Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 21 * 2352 Caringa Way - staircase on the southwest corner of the garage structure. This repair should be made in conjunction with the analysis of the retaining wall by the struc- tural engineer; * 2354 Car inga Way - flatwork to the east and south of the building; * 2372 Caringa Way - flatwork to the northeast and south of the building. New exterior slab sections should be constructed within the specifications listed above for the patio slabs of 2385 Altisma Way. Determination of more precise limits of flatwork repair shall be made during construction, but are not expected to deviate greatly from those areas listed above. 4. Interior Slabs-on-Grade Observations of interior slab-on-grade conditions during our investigation was limited to 2345-B Altisma Way and 2372-D Caringa Way. Should other interior slab-on-grade areas be exposed prior to or during future construction, any cracks found should be inspected by the soils engineer and shall be repaired. Cracked slabs in (1) tile areas, or (2) where crack width exceeds 1/4 inch, or (3) where a vertical offset greater than 1/8 inch occurs , should be sawcut 2 feet on either side of the crack and be replaced with a new slab section. The new section should be 4 inches thick and should be dowelled into existing concrete with Ho. 3 bars 18 inches on centers. Non-shrink grout should be utilized for dowell- ing. Other cracks should be patched with pres- sure-applied epoxy. Approximate locations of all visible interior slab cracks encountered during our investigation are given on the attached 1988 floor level surveys (see Figures A-3 and A-5). Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 22 5. 2376 Caringa Way As stated in Reference 14 P we recommend that a continuous subdrain be constructed around 2376-G Caringa Way to minimize the future potential for volume change of expansive soils beneath the on-grade slab. The subdrain should have a minimum depth of 5 feet and should be integrated with existing or future drainage systems behind garage retaining walls under the remainder of the building. The subdrain should be sloped at least 1 percent to a suitable outlet * The proposed location of the continuous subdrain is presented as Figure 5. Typical subdrain details are provided as Figures 6 and 7. 6. Remaining Buildings We recommend no soils-related repairs to these buildings other than improved drainage. We understand that such recommendations for improved drainage are being provided by others. 7. Slopes * Slope Drainage * anj Si,t^e Drainage At this time we recommend that slope below 2345 Altisma Way be inspected and monitored for movement at six month intervals for a period of at least 24 months. We will issue appropriate recommendations, if needed, at a time in the future. It is essential that drainage be estab- lished to ensure that water infiltration into slopes is minimized. All in-place site drainage and drainage systems should be evaluated by a qualified civil engi- neer. Improvements, such as rain gutters/ downspouts, and flatwork should direct water away from foundation areas and reduce water infiltra- tion. Maintenance of proper site drainage and Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 23 drainage systems is critical in preventing future soils movement. Water pipes should be checked for possible leakage by a qualified plumber. 8. Retaining Walls Repairs to retaining walls should be addressed by a structural engineer, and repair plans should be reviewed by this office. Retaining walls should be evaluated using an active equivalent fluid pressure of 50 psf per foot (restrained condi- tions) or 35 psf per foot (cantilevered condi- tions) . Passive resistance in bedrock may be taken as 200 psf per foot. The coefficient of friction against sliding at the bottom of foot- ings may be taken as 0.4. An adhesion of 500 psf between concrete and soil may be used. An allowable bearing pressure of 2500 psf in bedrock may be utilized. 9. Review of Plans and Specifications Plans and specifications for the proposed repair methods should be prepared by a qualified civ- il/structural engineer and reviewed by this office prior to bidding and construction. Improvements may require approval by controlling agencies. 10. Future Geotechnical Services At such time as repairs may be initiated, this office should be retained to review plans and specifications, and to perform field observation services. We accept no responsibility for work or services performed by others. To verify the effectiveness of the proposed repair methods, we recommend a period of ground monitoring of at least 24 months after repairs are completed. A floor level survey of living areas should be conducted immediately after the repairs are completed. The monitoring program should be coordinated by this office. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 24 This opportunity to be of service is appreciated* have any questions, please call. Very truly yours, OWEN GEOTBCHNICAL If you JEROME P. BREYER Project Engineer RCE 41826 Expiration 3-31-92 MARTIN R. OWEN President RCE 23155, GE 658 Expiration 12-31-89 JPB/MRO:ms/ssb/bsz Attachments Copies: (3) Addressee (1) Frederick Engineering 390 Oak Avenue, Suite N Carlsbad, California 92008 Attention: Mr. Fred Nerlinger Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 25 REFERENCES 1. "County of San Diego Topographic Survey, Scale: 1"«200I, Sheet No. 338-1689," by International Mapping Corporation, dated July, 1960. 2. "Preliminary Soils Investigation, La Costa Valley Unit No. 5, Northeast of Alicante Road, South of Alga Road, San Diego County, California," by Benton Engineering, Inc., Project No. 69-11-14BC, dated January 16, 1970. 3. "Revised Tentative Map of La Costa Valley Unit No. 5, Scale: 1"=80I," by Rick Engineering, dated July 14, 1969, revised June 30, 1970. 4. "Grading Plans for La Costa Valley Unit No. 5, Scale: 1"=50', Sheets 1-3 of 3," by Rick Engineering, dated August 11, 1970. 5. "Estimate of Extra Building Costs, La Costa Valley Unit No. 5, San Diego County, California," by Benton Engineering, Inc., Project No. 70-5-llD, dated Sep- tember 9, 1970. 6. "Final Report on Compacted Filled Ground, Lots 229 to 242, inclusive, Lots 244 to 250, inclusive, and Certain Street Areas, La Costa Valley Unit No. 5, San Diego County, California," by Benton Engineering, Inc., Project No. 70-5-llD, dated November 4, 1970. 7. "Grading Plan, La Costa Casa Grande, Scale: 1"=20J, Sheets 1-2 of 2," by VTN San Diego, not approved, not dated, but stamped November 13, 1972. 8. "La Costa Casa Grande, 61 Unit Condominium Complex for I.C.D.C. California, Inc., Rancho La Costa, Calif- ornia, Sheets 1-55 of 55," by Richard V. Galvez Architects, dated January 30, 1973. 9. "County of San Diego Topographic Survey, Scale: 1"=200I, Sheet No. 338-1689," by Inland Aerial Sur- veys, Inc., dated September 18, 1975. Epsten, Cornelius & Grinnell May 16, 1988 Project No. 605.1.4 Page 26 10. "Report of Construction Survey, Casa Grande Apart- ments, Altisma Way, La Costa, California," by Con- struction Technology Consultants, Inc., dated May 4, 1979. 11. "Preliminary Inspection of Distress and Recommend- ations for Slope Repair, Casa Grande Condominiums, Altisma Way, Carlsbad, California," by Owen Geotech- nical. Project No. 264.6.1, dated February 21, 1985. 12. "On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists Guidebook," edited by Patrick L. Abbott, dated April 13, 1985. 13. Five interim progress reports titled "Geotechnical Investigation of Distress, La Costa Casa Grande Condominiums, Altisma Way, Carlsbad, California," by Owen Geotechnical, Project No. 264.6.2, dated Novem- ber 8, December 9 and 31, 1985; March 7 and July 22, 1986. 14. "Geotechnical Investigation of Distress, La Costa Casa Grande Condominiums, Altisma Way and Caringa Way, Carlsbad, California," by Owen' Geotechnical, Project No. 605.1.1, dated November 24, 1987. Ho. 7 S 9 10 11 12 13 17n l} 34 33 40 41 43 59 60 61 Street Address 2342-A Caringa Kay 2342-B Caringa Kay 2H2-C Citing* Kay 3342-D Caringa Kay 2343-A Altisia Kaj 2343-B Altisia Kay 23OC Altisia Vay 2345-A Altisia Hay 2345-B Altisia Hay 2351-A. Altista Kay 3351-B Altisia Kay 2)73-* Caringa Kay 2372-B Caringa Kay 23'2-C Caringa Kay 2372-r Caringa Vay 2395-A Altisn Vay 2385-B Altisia Vay 2385-C Aitisia Ka? Legend: N.O. = Hot Obse Hone Obs T = Transit! Sliding Glass Doors Binding N.O. H.O. N.O. res res H.O. N.O. Yes N.O. Yes N.O. N.O. H.O. N.O. N.O. H.O. Yes N.O. Interior Ooois Binding Yes Yes Yes Yes Yes Its Yes R.O. Yes Yes H.O. Yes Yes Yes Yes Yes N.O. Yes ALL DWBSIOIS ARE IN IIlGdCJECHNlCAL ABLE1 COSTA CASA GRANDE FtLSBAD. CALIFORNIA CT NO. 605.1.4 COcs2 3J O-n to CO Ol £g CO o m 5 w COm — •r^i? in-* : o>oN *> 5 311f id • —CT>XI n D >a o>^T(>\0 JOz> t>oow > p> J> S) 3J Zom *^*. »?n>Oj> TlcQ — 03|S Tl CO j) D"^£. TT ft 3 r» w W 5 V Cl$ s ' 1 f& i t o> IsHf ^J ft\ ^ H m 1 o, oU -Z -^r • -Sp -w-cr T O Sxm2O2>-oZ5n»OT) |~|1 S">1 Ig S3 |» 3 S|S 2 ^ED^fn nt m in«< rfi inD ^ >i~ ^ r~ Oil *. g 1— z ro o o -*D Q o oi m nn O o ::* o co3 S3 55 If 5 §5 Z »O O O —^ O EOO HZ z z E z mz 3O O O z O mo <a (n n >z O ^ =TI E =J O-lm fn > m m -5 2 w 3 2 o m Qmzo ELEVATED SLAB 2385 ALTISMA WAY! N SCALE: 1 INCH EQUALS 10 FEET 0 10 20 LEGEND PATIO SLAB TO BE REMOVED AND REPLACED (SEE TEXT) PATIO COLUMN FOOTING TO BE INSPECTED AND, IF NECESSARY, UNDERPINNED (SEE TEXT) ESTIMATED DEPTH FROM GROUND SURFACE TO COMPETENT BEDROCK IIMIMII RETAINING WALL ALL DIMENSIONS AND LOCATIONS APPROXIMATE RECOMMENDATIONS FOR REPAIR-2385 ALTISMA WAY OMWfcEDECHNCAL PRQJE& NO.605.1.4 fIGUBE NO 2376 CARINGA WAY SCALE: 1 INCH EQUALS 10 FEET 0 10 20 LEGEND PROPOSED SUBDRAIN SLOPED TO n SUITABLE OUTLET OR WALL DRAIN13 SYSTEM (SEE DETAILS ON FIGURE NOS. 6 AND 7) m """ RETAINING WALL ALL DIMENSIONG AND LOCATIONS APPROXIMATE RECOMMENDATIONS FOR REPAIR-2376 CARINGA WAY PROJECT NO 605.1.4 FIGURE NO NATIVE SOIL COMPACTED TO 90% MINIMUM EXISTING SLAB MIRAFI FILTER FABRIC OR EQUIVALENT 10 MIL. POLYETHYLENE (VISQUErN) ' OPEN-GRADED 1" MAXIMUM AGGREGATE (DRAIN ROCK) 4" PERFORATED SCHEDULE 80 ABS PIPE (OR EQUIVALENT) PLACED 1" TO 2" ABOVE BOTTOM OF TRENCH SCHEMATIC NOT TO SCALE NOTESi SLOPE SUBDRA1N TO SUITABLE OUTFALL AT 1% MINIMUM GRADIENT. SUBDRAIN DETAIL ADJACENT TO SLAB eos.i.4 EXTERIOR WALL '•*••'. • ' • .-'. •'•.'•/•.: .* , • 4 •: • »...• 4, ... EXTERIOR FOOTING- VISQUEEN BONDED TO FOOTING 3' MINIMUM ', \ NATIVE SOIL COMPACTED ' ' TO 80% MINIMUM , ^ ' ^ > 10 MIL. POLYETHYLENE (VISQUEEN) A" PERFORATED SCHEDULE 80 ABS PIPE (OR EQUIVALENT) PLACED 1" TO 2" ABOVE BOTTOM OF TRENCH 16' MINIMUM 12" 6"-12' MIRAFI FILTER FABRIC OR EQUIVALENT OPEN-GRADED 1" MAXIMUM AGGREGATE (DRAIN ROCK) •FABRIC OVERLAPPING VISOUEEN 3=> SCHEMATIC - NOT TO SCALE NOTES: SLOPE SUBDRAIN TO SUITABLE OUTFALL AT MINIMUM 1% GRADIENT. SUBDRAIN DETAIL ADJACENT TO FOOTING PRQJECJNO. 605.1.4 FIGURE NO. 7 2342 CARINGA WAY 2342-A LEGEND SLAB-ON-GRADE FLOOR RAISED-WOOD OVER SLAB-ON- GRADE FLOOR CONTOURS OF EQUAL ELEVATION (INCHES) bEOECHNICAL rLOOR LEVEL SURVEYS 1ARCH 1988 COSTA CASA GRANDE 3LSBAD. CALIFORNIA :CT NO. 605.1.4 FIGURE NO. A-1 2342 CARINGA WAY LEGEND SLAB-ON-GRADE FLOOR RAISED-WOOD OVER SLAB-ON- GRADE FLOOR 2342-A DATE OF SURVEY: 12/18/85 CONTOURS OF EQUAL ELEVATION (INCHES) iEOECHNICAL :LOOR LEVEL SURVEYS ECEMBER 1985 COSTA CASA GRANDE LSBAD. CALIFORNIA ST NO. 605.1.4 FIGURE NO.A-la 2343 ALTISMA WAY SCALE: 1"=10' ALL DIMENSIONS AND LOCATIONS APPROXIMATE 2343-A 2343-B 2343-C I Itllj LEGEND -\\\RAISED-WOOD OVER PRECAST ELEVATEDSLAB FLOOR PRECAST ELEVATED SLAB FLOOR CONTOURS OF EQUAL ELEVATION (INCHES) • ••»» RETAINING WALL TEST PITTP-3-CJ} DATE OF SURVEY: 2/29/86 FLOOR LEVEL SURVEYS-FEBRUARY 1988 PROJECT NO 605.1.4 FtGUPE NO A-2 2345 ALTISMA WAY SCALE: 1" = 10' ALL DIMENSIONS AND LOCATIONS APPROXIMATE 2345-A 2345 -B • III! TP-4 LEGEND RAISED-WOOD OVER PRECAST ELEVATED SLAB FLOOR PRECAST ELEVATED SLAB FLOOR SLAB-ON-GRADE FLOOR • iiiiiiin RETAINING WALL / -1 3/4/ CONTOURS OF EQUAL ELEVATION CINCHES) TEST PIT LOCATION OF INTERIOR SLAB CRACK PHOTOGRAPHED BY OWNER //// / s s DATE OF SURVEY: 2/29/88 FLOOR LEVEL SURVEYS-FEBRUARY 1988 PROJECT NO 605.1.4 fIGURE NO A-3 2345 ALTISMA WAY SCALE: 1" =10' ALL DIMENSIONS AND LOCATIONS APPROXIMATE 2345-A 2345-B iiiiiini] LEGEND RAISED-WOOD OVER PRECAST ELEVATED SLAB FLOOR PRECAST ELEVATED SLAB FLOOR SLAB-ON-QRADE FLOOR • •••••••••i RETAINING WALL x--t 1/4^ CONTOURS OF EQUAL ELEVATION (INCHES) NOTE: SLAB FLOOR SURVEYS DO NOT HAVE COMMON DATUM DATE OF SURVEY: 12/20/85 FLOOR LEVEL SURVEYS-DECEMBER 1985 PROJECT NO 605.1.4 FIGURE NO A-3e 2351 ALTISMA WAY NORTH SCALE: 1" =10' ALL DIMENSIONS AND LOCATIONS APPROXIMATE 2351-A 2351-B III! X\N\\^-1^ ^ 'v •-, x -, vX\X\NIVs^-«rS^\\; LEGEND \\N RAISED-WOOD OVER PRECAST ELEVATED SLAB FLOOR PRECAST ELEVATED SLAB FLOOR SLAB-ON-GRADE FLOOR iiiiiiiini RETAINING WALL ,.1 M* CONTOURS OF EQUAL ELEVATION (INCHES) DATE OF SURVEY: 2/29/B8 FLOOR LEVEL SURVEYS-FEBRUARY 1988 PROJECT NO 605.1.4 FISUW NO A-4 2351 ALTISMA WAY NORTH SCALE: 1" =10* ALL DIMENSIONS AND LOCATIONS APPROXIMATE 2351-A 2351-B ,,,, ,, *v\v\y^>.- • ••S^'.VV'.SSV'V. ^ ^ ."N. V S. \ ->VS^ ^ V *• V "•• • II UNIT. NOT SURVEYED ' . > 111 111 HIMH ••••••••• IIHM»MI MIH j LEGEND RAISED-WOOD OVER PRECAST ELEVATED SLAB FLOOR PRECAST ELEVATED SLAB FLOOR SLAB-ON-GRADE FLOOR mill RETAINING WALL ^ -1 S CONTOURS OF EQUAL ELEVATION (INCHES) DATE OF SURVEY: 12/20/85 FLOOR LEVEL SURVEYS-DECEMBER 1985 CWEN/3EOECHNICAL NO 605.1.4 FIGURE NO A-4a 2372 CARINGA WAY LEGEND LAB-ON-GRADE FLOOR 2372-A AISED-WOOD OVER SLAB-ON-QRADE LOOR ONTOURS OF EQUAL ELEVATION NCHES) ORE HOLE SXX 'EA OF PARTIAL CARPET REMOVAL SLAB CRACK EOECHNICAL :LOOR LEVEL SURVEY ARCH 1988 COSTA CASA GRANDE iLSBAD. CALIFORNIA IT NO. 605.1.4 FIGURE NO. A-S 2372-A 2372 CARINGA WAY LEGEND LAB-ON-QRADE FLOOR USED-WOOD OVER SLAB-ON-GRADE _OOR 3NTOURS OF EQUAL ELEVATION JCHES) ::v>::::::x UNIT :;:::-:•::•::• NOT SURVEYED NC iEOECHNICAL :LOOR LEVEL SURVEYS ECEMBER 1985 COSTA CASA GRANDE 3LSBAD. CALIFORNIA IT NO. 605.1.4 FIGURE NO.A-Sa 100 90 60 70 60 7 3 1 ». X US STAN DA RD SIEVE SIZFS e 10 16 70 30 40 SO IOC 2OO 100 90 80 70 60 50 40 30 20 10 i V ! I ii ' , I/)I/)i\ 40 J I 30 20 10 100 50 10060 1 0 0.5 0 1 0 05 GRAIN SIZE (MILLIMETERS) 001 0005 0001 COBBLES GRAVEL Coarse F ine SAND CG.r«Medium Fine SILT and CLAY SYMBOL SAMPLE LOCATION TP-3 @ 1.5 - 2.5' PlELD MOISTURE 1%) 10.7 % PASSING NO 200 SIEVE 24.8 Liquid Limit , 36.9 UNIFIED SOILCLASSIFICATION SC GRADATION TEST RESULTS fC" "JO 605.1.4 c-5 US STANDARD SIEVE SiZES 100 90 80 70 60 1PERCENT PASSI~* KI U «>OOOOO7 32 1 *. VI '/. 4 i TXi • — A,s Ts ^ x^ **t 1 i i 1 x^ "SX. i S • ^~\. x, "> •^ 1 ^ X ! <! 1 i 8 10 16 JO 30 *Q 50 100 2OO i i i ^^•v\xv P-rJ. x + 1 ! \ | 1 1 i i i i 1 1 X. i X s i4 -7\\1 1 S i \ \ | > l\ ' i v 1i \\\ i ^^ 1 Vv \ \ *v K \ 1 V 1 A 'Kr \ *v \_A T\^ N. Xj4 x. ^V ' X>i i i , 1 , 1 . i 1 i . i ! ! I 100 50 100 50 COBBLES GRAVEL Coarie F me 1 1 1 ! 1 1 i 1 1 j • 1 i : t i 1 1 1 I • ' ; ' 11 1 . 1 1 1 1 .1,1 ' i i : . 1 i 1 • i : s ! ' 1 ' 1 i 1 ' 'i i ! , • : 1 i i i ! L i ' i • i j 1 1 i i i 1 j I i I 1 I • 1 1 : i i i i 1 : \ . - - ; • ! ' ; . ! i i i 1 ' ' ' ! . ' • ! 1 10 05 01 005 GRAIN SIZE (MILLIMETERS) SAND Coane Wed u m Fine 0 01 0005 000 SILT and CLAY SYMBOL A SAMPLE LOCATION TP-3@ 4.0-5.01 6.5 Ib. Cobble Included 8.5 Ib. Cobble Excluded FIELD MOISTURE 1%) 9.7 % PASSING NO 200 SIEVE 21.1 25.7 Liquid Limit 36.5 UNIFIED SOIL CLASSIFICATION SC sc 100 90 ! 80 70 i 60 50 g u~, UJUcc 30 - 20 10 01 i 1 GRADATION TEST RESULTS 605.1.4 C-6 100 90 60 70 60 US STANDARD SiEVE SIZES 7 32 l *. '/, '/. 4 8 10 16 20 30 *C SO 100 2OO 40 30 70 10 1 1 1 ' — «"H -h ,1 ^\ ^s k \1 s\i•>\s.s*1\ *+Xx1 '\ -\V - 1 1 1 1 1 1 1 1 1 11 1 ' i I1 1 I 1 1 1 I 1 ' . 1 1 : 1 1 | i ! 1 i j ' : i I ! ' 1 • I 1 ' ! . ' 1 ' - , • . i . • ' < !' i i • ' , i i ' i i ' . 1 1 i • ' 1 1 ' ' 11 1 ' i • ' 1 i I i ill i j , 1 i ! • ' i • : ' i : i • ! i < • i i i 1 i 1 i ! . • ! i ' : 1 , • iii. • ! i i ' < i i , i •• i i ; i iii. ii [ , i i 1 ! i i i 1 i < < 100 90 80 70 60 50 40 30 20 10 ;oo 50 0 10 050 1005 0 1 GRAIN SIZE (MILLIMETERS) 005 001 0005 0001 COBBLES GRAVEL Coaoe F.ne SAND Coarse Meotum Fine SILT and CLAY SYMBOL • SAMPLE LOCATION TP-4 @ 6.5-7.0' PIELO MOISTURE 1%) 17.8 % PASSINGNO 200 SIEVE 43.1 LIQUID LIMIT 34.2 UNIFIED SOIL CLASSIFICATION sc GRADATION TEST RESULTS CWSKGEO 605.1.4 —7 100 ^JooioPASSING—o32 •J£ STAfvOAPD SIEVE SiZ£S * * BIO 16 20 30 *0 W 100 200 1OO 50 !C 5 g 10050 1005 01 GRAIN SIZE (MILLIMETERS) 0 05 001 0 005 100 90 BO 70 60 50 '0 30 20 10 g IS)tr- 0001 COBBLES GRAVEL Coarse Fine SAND Coarse Mea>u"i F,ne SILT and CLAY SYMBOL SAMPLE LOCATION TP-5 @ 2.5 - 3.5' FIELDMOISTURE (%1 12.4 % PASSING NO 200 SIEVE 46.0 LIQUID LIMIT 38.6 UNIFIED SOIL CLASSIFICATION sc GRADATION TEST RESULTS CNSHGEO"605.1.4 C-8 in1S><CL 32 1 *. U£ STANDARD SIEVE SIZES '/. 4 8 10 16 JO 30 *C 50 100 200 GRAIN SIZE (MILLIMETERS) 10O 90 80 70 60 50 40 30 20 10 0 •- 1 1 1 I •K^r^ T*"% 1 ' ""*"**-^•— ^_ i> *i , i | ! 1 i i 1 < • ". ' 1 • i i i : ^"X,S,ik , 1 X i \N! S 1 •\ ' 1 \ 1 1 1 1 ! i\^T" 1 1 i I ' 1 ! 1 • I TSs 1 ' 1 I 1 1 | ' ' x* X X i^X X\ 1 s . E ' 1 < 1 • i I i : ! ' 1 i 100 50 100 50 1 0 ' 1 1 '•' 1 1 1 1 , i 1 ! ; 1 ! !1 ! i • i i1 . i i i : i '' i > i 1 1 '' i1 • 1 i . i 1 ! i ; •i i i : ii ; i !i ! ! 1 . i , . . . • < ii . , i i • : . • • • '. i - i i i ! 'i i i ! . ,i , . . .... i 0.5 010 05 001 0 005 0 OC 1UO 90 BO 70 60 50 40 30 20 10 0 i z I/) c. »— Z LU (J C COBBLES GRAVEL Coarse F,ne SAND Coarje MeOium F.ne SILT ana CLAY SYMBOL • SAMPLE LOCATION B-6 @ 4.0-5.0' FIELD MOISTURE (%) 11.5 % PASSINGNO 200 SIEVE 45.3 LIQUID LIMIT 34.9 UNIFIED SOIL CLASSIFICATION EC GRADATION TEST RESULTS CWsHGEO 605.1.4 "GUM i JO C-9 NORMAL PRESSURE 0 2 4 — 6 Zo Q Oen 2 D0 B O 10 12 f i ,11 r i i. •••I i ' ,.t 1 ..•! nil 1 • " ! '1 ' H N 1 1 i 1 1 .: . -•: I1. II. il 1 II !'• 1. iMl! • "1 11 i i i i • III i i ' i '• ,.'• ,M 1,1 I1' •1 .II, i l| , :•< •'I ,,, '• 1 i: 1 ., . ,.t . •i n l) l. •t, •ii •i 1 "u! II! ' '1 I ••I . •II 1 "'J ' i| , , > 1 • ' ' ' : ! . ; : • ' i 1 ' i i : , • ' . 1 ! ; • 1 1 , ' , . i . ' . . i , 1 1 • , . , r ' 1 1 ' i 1 1 1 l i l 1 • ' , 1 : • ; ' i 1 ! ' • • 1 I - i: , i ' • • • 1 i ' • i < < , : i . ' , • • i ' • • ' ' • i I1 'l . 1 •1 ' . 1 ! • ..-I 1 • 'i :'1 <. i ! ' '''I, l!..•• • — i - ' ,1 , • ,,n. • •i . ! 1 ..I ., 1 " j • • f r i. i1 , • - i . " P -i • "T — r-j-j- • •! •' i ~ 1 1 'i_ I... 1 — T- ! ; 1 — tar .... ... ^- ._i... VI** • li ™ 1 • ~! — . ... ... — ... ! « t •* - - - + t^ ^*>, l 1 | - " ~ — : -- ^ i h.^~>•\, ' ' ' \ i ^ "^ "S-"^> - -1 1 ' 1 1 , w ••IVsJ 'N\i i i . "P""- \ . > •t.s s\ •1 • i i ~ , W AI ^ii ' • | • ; 1 —'•- ,i — 'f— 1 -L. < f ! ii i , 1 — I..I 1 1 • 1 • . l .• r— 1-4- ^_ SYMBOL * SAMPLE LOCATION TP-3 @ 10.0 - 10.5' (Reworked Colluvium) NORMAL PRESSURE AT SATURATION IKSF1 1.12 ... - ! ' 11 l 1 • i > ^N • •! .J :_; .... ' I • i \ \ \ \ ^V H * - «y | r 1 -_ - ™ ... - i ! . • i ii i • 1ili i i ! 1 1 ! il 1 ' i . , .1 . .| . , i 1 'i , | . ,i '" '| 1 1 • •i ., .1 • i! •'.; ,,' , , , i 11i . i i ' •i 1 1 ' M, 1 'I I • 1 i i r i . ' •! - < •: „ . . .,<..• 1 ! t • . 1. !•! • i 1 1 •: . 1 < 1 1 11i CONSOLIDATION TEST RESULTS OMSMAHDECHNICAL /PPOJECr NC 605 .1.4 / FIGURE NO C-10 J NORMAL PRESSURE c 2 4 a* 6 CONSOLIDATION (H H•M O CO. i i p . p 'i i < '1 p ' 1 i! • i r. i 1 ll| > r !' 1 >.! • >... •i i i |l < <i1 Hi • i r' ' ' '.' .,, '1 !" I/I Ir III ,, . II 'I "1 '1 I'l III •ll ,., Ill •.1 Jl •II .I) IP, ''. •i H' " ,1. ' " 1' "!' ' 1 :i : !• . ' i . i i • . i i 1 i i i 1 1 , • \ '• '. ' ! , , 1 ' i : 1 1 ' - 1 . • 1 • ' 1 1 ' 1 • 1 , 1 1 1 - 1 . • ' 1 > i i 1 : ; • ' i . • i i ' • i i • ii • i ,• • i1 ' •i , . , . . —^4- — • i . . i >i • M • •1 i • • ' : i i - ' 1 • . i 1 • . . n • '•i ii . • •! ' ' ' •Hi • -. *^^ •l.il ••' 1! .'•: 1 i : i ' •1 •'i 1 I I '• • v> ] ! •' " -H -I•• - i— f 1 \ , 1 '>&• .-. -~ -ra_ :[•!: ' ' ^\ | — — . ... — ... ... -.. ™ \1 •- •^ _ - ..,. r - - ^ •f ... - i_\ • ^ ~ p • s i s. K. "^v ^ D L1 h • ' "x*"^ . 1™4 ^ 1 • P < i i 1 it. "V M r\ • • ' . • j **r ' • ' . I ' .. i — — SYMBOL ' SAMPLE LOCATION ^p— -4 @ 9.0 - 9.5* (Reworked Colluvium) NORMAL PRESSURE AT SATURATION IKSF) 1.12 ... — X,s\\\ If 1 i . ~r*i i i • r ! 1 WT, ' T -^ i l1 ' -~r i »••I i i i I i pp| i" !•• i • 1 . , ^s1 •;-: \\ ^ — \\ ... - ,.- — \I *i i > 1i I ' i ! . p • : ' • i i i • i . i 1 i . I •i ; ' . I . .1 1 ! ; . i ii • •]! |.;i • '1 - • ,> . •! i 1 ..., 1 . ,, . • ' i . . i , • . i ' ;•! , 1 •, 1 . • 'i! • i 1 1 1 .. ":> . , • i | , i . i ., ! ! .u n i •' ' • i i •i i. i ., , 1 '1! ' , 1 1- .1 , 1 •1 • 1 11 CONSOLIDATION TEST RESULTS 0-W5MGEO"I PROJECT NO 605.1.4 / FIGURE NO c-11 3000 2500 2OOO ena. 2 15OO ct—eo C U) en 10OO 500 500 1OOO 1500 2000 NORMAL PRESSURE (PSF) 2500 3000 SYMBOL • SAMPLE LOCATION B-6 @ 8.0-9.0' (Terrace Deposits) COHESION (ptf) 410 FRICTION ANGLE (•) 32* REMARKS DIRECT SHEAR TEST RESULTS ECr NO 605.1.4 ?5 N C-12 3000 2600 2000 £_ I cr ui •T-w 1500 10OO 500 500 1000 1500 2000 NORMAL PRESSURE (PSFJ 2500 3000 SYMBOL • SAMPLE LOCATION TP-4 e 10-10.5.' (Bedrock) COHESION Ipsf) 600 FRICTION ANGLE H 11. 5« REMARKS DIRECT SHEAR TEST RESULTS CW5KGEOECHNICAL PROJECT NO 605.1.4 / FIGURE NO. C-13 SHEAR STRENGTH (PSF)«l O W 0 « U/ ^//"T" s /" / J / S S /" / r X* / / " s / / S \ ) 5OO 1000 1500 20OO 2500 3000 NORMAL PRESSURE (PSF) SYMBOL SAMPLE LOCATION • RW-2 @ 32" (Retaining Wall Backfill) COHESION (off) 140 FRICTION ANGLE (•) 33° REMARKS Remolded to 110.5 pcf dry @ 10% moisture DIRECT SHEAR TEST RESULTS 605.1.4 / f/GU/?5 NO C-14 SHEAR STRENGTH (PSF)X / s / / /*x > / / X X^x/ - ^/// / / s\s 1 600 1000 1500 2000 2500 3000 NORMAL PRESSURE (PSF) SYMBOL • SAMPLE LOCATION RW-3 @ 64" (Retaining Wall Backfill) COHESION IDS*) 140 FRICTION ANGLE (•) 34° REMARKS Remolded to 110.5 pcf at 10 percent moisture DIRECT SHEAR TEST RESULTS CT NC 605.1.4 ?£ wo. c-15 2385 ALTISMA WAY SCALE: 1"= 10' ALL DIMENSIONS AND LOCATIONS APPROXIMATE LEGEND RAISED-WOOD OVER PRECAST ELEVATED SLAB FLOOR PRECAST ELEVATED SLAB FLOOR SLAB-ON-GRADE FLOOR IIIIIIMI RETAINING WALL 1 1/2 -/ CONTOURS OF EQUAL ELEVATION (INCHES) DATE OF SURVEY: 2/29/88 FLOOR LEVEL SURVEY-FEBRUARY 1988 O^O^SEOECHNICAL eos.1.4 fIGURE NO A-6 DRYING cjr..^-." .::.: i_£Tr;~: Dr.:-:i:r PIG s:r-r YART BUCKET -AUGE? ^" >-:--££ BORING >AM"E- 24 INCHES OR v: W£i3"" :E: VAKIAELI DROP 12 INCHES ELECTION : 121'DEPTH (FEET)- 20 - 25 — -BAG SAMPtFX X X X X X u Cc X X X X X X X — —ntows/rooi3 3 »/..DRY ortisn Y(PCI)12S.2 108.7 116.9 10S.4 115.6 116.5 MOISTURECONTENT (%)15.7 16.7 16.3 11.4 — — 15.2 12.5 toto •":< w t/3 SC sc/ CL SC SH/ sc sc CL SC/CL TEST BORING NO. 6 SOIL DESCRIPTION FILL: Red-brown clayey sand, moist to wet, loose to moderately dense, less than 7 percent pebbles/ gravels _ € 1.5 ft. becomes predominantly brown tc red-brown clayey sand, moist to very wet, loose to moderately dense, less than ~ percent — pebbles/gravels, occasional cobbles to C inches & 4.0 ft. Grades from clayey sand to aandy clay - CCLL.UVIUK; Dark brown sandy clay, very moist tc very wet, soft to firm, contact is poorly delineated with no definitive orientation TERBACE DEPOSITS: Brown clayey sand, moist to very moist, medium cense to dense, mottled - 6 6.0 ft. Becomes light brown tc red-brown slightly clayey silty sand, moist, dense _ @ 9,0 ft.- Drive weight * 500 lb£. @ 9.5 ft. Becomes red-brown, slightly clayey silty sand, very moist, _ medium dense to dense gray, up to 10 percent pebbles/gravels and occasional 6-inch cobbles - @ 11.0 ft. Becomes medium- to coarse-grained, very moist to wet @ 12.0 ft. Approximately 10 to 15 percent pebbles/gravels and - occasional cobbles to 8 inches BEDROCK (Delmar Formation): Light olive-gray sandy claystone, ttcist to very moist, stiff, locally stained dark red-brown by iron oxides, - slightly jointed, contact is horizontal and well-defined @ 19.0 ft. Becomes clayey sandstone ~ Total Depth: 21.0 ft. No Water No Caving inclinometer casing installed to total depth and backfilled with slurry cement - - TEST BORING LOG PROJECT NO. 605.1.4 LA COSTfc CASA GRANDE CONDOMINIUMS FIGURE NO B-l BACKdOr COM-ANv KAKBAJ^./AZTEC bJO-'.i" '-> 2.1 K/A 1 ~~L. ---^-tt — >—d *-' - 5 10 15 20 25 DENSITY TESTS < k V; X x 13 18 52 > ?- W Z t- o ^^ ^\^ "\ "\ ^r •^ X X X > 111 r% 119.9 104.5 87.7 114.0 109.9 100.3 "iiiTe" 102. B 100.2 103.2 (/; 2 ^C C2 0 10.7 14.4 20.6 9.7 14.1 14.1 15~.6~ 20.0 22.4 22.9 lr. '~-< W ^ 0082tn sc ~sc~ sc m ^ML / 6-inch Sand-Cone ELEVATION j I3f J£$J p|J NO. 3 SOIL DESCRIPTION FILL: Ked-brown clayey sand, »o±st tc very ncist, moderaztly denst. with more tli&n 10 percent gravels _ @ 2.5 ft. feecontts loose to 4.0 ft., returns to moderately dense € 3.5 ft. More titan 7 parcent pebbles, less than 10 percent gravels 6 4.0 ft. 6-1/2 lb. cobble in 12-inch sand-cone test (corrected) - @ C.5 ft. L*BE than 7 percent pebbles/grave It 6 8.0 ft. Becomes darker brown sanay clay (rtworXed colluviusO , wet, - firm, mottled with olive-gray natuz&l deposits, more than 7 percent pebbles, less than 10 percent gravels - BEDROCK {Delmaj Formation): Olive-gray clayey silt, wet to very wet. stiff to hard, occasional caliche clasts, iron cou.de stains ~ Total Depth: 16.0 ft. No Water No Caving Hand-excavated to 9 ft. 4 inches by Rahb&r Excavation (3-1(3 t 3-11-86) - Kachine-auoered (4-inch beaver) by Aztec Services to total depth (3-12-88) Building Footing Qnbedment: 18 inches — Building Footing Width: 19 inches Steel reinforcement was detected in building footing - Patio Pier Embedment: 19 inches ~ Patio Pier Diameter: 12 inches \ \s\. 12-inch Sand-Cone 52 ,*. Drive Sample (w/Elows/Foot } TEST PIT LOG PROJECT NO. 605.1.4 LA COSTA CASA GRANDE CONDOMINIUMS FIGURE MO E~2 BAGKHO= COMPANY RAHEAW AZ7EC aJCKE" S.ZE K/A :,;." j-Ii-fct fc HC £: 5 10 15 20 25 — 1 ^ w X e 15 24 25/9" 42 > t« f: LJ" ^^ '^-v^ ^^ ^ -^-*" X v X* X. X > ^S":b 2,3 o 107.3 104.5 9S.7 106.8 107.4 107.3 106.1 103.6 96.4 104.0 109.8 MOisimrCON1FN1t%)20.2 11.9 12.0 11.5 13.6 17.8 16.5 20.1 27.7 23.7 IS. 4 tC *"•- < LQ ^ Q" "? os cr sc sc sc sc SC/CL •HL DENSITY / , . . „ J „TESTS / &-inch Sand-Cone ELEVATION ± is?- JEST PIT NO. 4 SOIL DESCRIPTION FILL: Red-brown clayey sand, v*ry wet, looee, core thar, 7 percent pebbles, lese tlian 10 percent yravele € 5.0 ft. More than 7 percent pebbles, less than 10 percent gravels ~ 6 6.5 ft. Less than 7 percent pebbles/gravels @ 7.5 ft. Become* darker brown Bandy clay (reworked colluvium) , wet. BEDROCK (Delnar Formation): Olive-gray clayey eilt, wet to very wet, Total Depth: 14.5 ft. No Water No Caving Hand-excavated to 8 ft. 4 inches by Rahbar Excavation (3-10 c 3-11-68) Machine-angered (4-inch'beavez) by Aztec Services to - total depth £3-12-88) Building Footing Embedment; 18 inches Building Footing Width: 13 inches - Steel reinforcement was detected in building footing Patio Pier Embedment; IS and 22 inches "~ Patio Pier Diameters: 12 inches ^^ 12-inch Sand-Cone 52 \S Drive Sample (W/Blows/Foot) TEST PIT LOG PROJECT NO- 605.1.4 LA COSTA CASA GRAHDE CONDOKIKIUMS FIGURE NO B-3 BA>'HO= COMPAMV R?.KLAF/FFj:rEK:cy Buc^r" S:ZE : ;* ^--= -_.-_tc t H LJ —D = 5 ~" "™" 10 LJ 0 ^< *?<=< C/3 XX<>£. X > V- 1/5Z ULU I- ^^ ^--*" ><;"x^ > C^ uD|3 9E.5 100.7 — — £ z *-*-{£E z £-0 05 0 15. C 12.4 16.6 12. S 11.5 t". < c-j dP . « 6 = CO =%L ^KL "sc~\ ELEVATION s 105* JEST PIT NO. 5 SOIL DESCRIPTION FILL: Brown clayey silt, very mo i fit, soft to iirt, J-t& 5-incli voic bentatJ] part of patic clab _ ^ 1.5 ft. Mottled olive-pray clayey silt/silty clay, very moist, soft @ 4.5 ft. Light brown clayey sand, moist, moderately der.se to dense, lese than 7 percent pebbles/ cobbles anc occasional 4-inch ~ cobble, chunks of gray silty cleyetone e 4.5 ft. Drive sarople disturbed ~ € £.0 ft. Drive sample disturbed Total Depth: £.5 ft. Refusal of fcampl«r on cobbles Mo Water Mo Caving ~ Patio Column Footing Embedment; 19 inches Patio Column Footing Width: Mot Determined ELEVATION ±94' TEST PIT NO. RW-1 SOIL DESCRIPTION 10 X 13.7 SK / 6-inch Sand-Cone BEDROCK (Delmar Formation): Light olive-gray, slightly silty sandstone. moist, very dense and massive, fine- to medium-grained, some iron axide — staining Total Depth: 3.0 ft. No Water Mo Caving _ Reinforcement detection in exposed toe and key of footing was inconclusive _ ^C Drive Sample TEST PIT LOGS PROJECT NO. 605.1.4 IA COSTA CASA GRANDE CONDOMINIUMS FIGURE NO B~4 FREDERICK fc-fcfc 111^ i^ —a c o5 o ELEVATION TEST PIT NO. RW-2 SOIL DESCRIPTION 8.9 11.4 14.6 sc SM SC ££. RETfelKIKG MALL BACKJ'lLLi Light gray, slightly sandy sllty ciay, very "moist, scft to linr € 2.0 ft. Bfeconme r«a-bzown eilty sand, very tuoiet, moderately dense, 3.0 ft. Eecoraec light to nediuni gray clayey sand, very moiet, moderately dense, fine- to nediuiD-grained , iron oxide staining 5.0 ft. Alternate layering of light gray sandy clays and clayey sande containing small chunks of sandstone, moist, medium dense/finn fine- to tt*civsn-grained 7.5 ft. Coarse gravels, (wall drain material) 10- Totil Depth; 8.0 ft. No Hater No Caving No waterproofing on masonry wall Heel of retaining wall footing was not exposed IS- ELEVATION ± 93'TEST PIT NO. RW-3 SOIL DESCRIPTION 12.6 11.7 3.0 SC ~SM" EACU'ILL; iiottl«c light and gray sandy clay, sioist tc wet, soft to fire, fine- to medium-grained 1.0 ft. Medium red-brown eilty sand, very moist to wet, loose to medium dense, fine- to medium-grained 8.5 ft. Coarse gravel (vail drain material) 10-Total Depth: 9.0 ft. Slight seepage reported at bottom of pit 12-inch sewer line 1 ft. away from wall at 4.5 ft. depth Thin waterproofing on wall 15- TEST PIT LOGS PROJECT NO. 605.1.4 LA COSTA CASA GRANDE CONDOJ-UNIUMS FIGURE NO. B-5 CWWGEDECHNCAL CORING CO'."r'~'Jv RAKEAF EXCAVATION DiA'/rT" K ;::CEE£ D-T^ 3-11-EE , DEPTH(INCHES)15 30 BAG 1SAMPLC 153 ^&x > 5: co §" _ > O 2 o.LJ "— ' O — 3E|H002 0 18.5 14.7 16.5 16.9 iJ~. "~. < U! 0°- ^6o 3 LO UKIT 2372-D ' CORE HOLE NO. 1 SOIL DESCRIPTION PORTLAND CEMEKT CONCRETE LIVING AREA FLOOR SLAB: 4 inches thick, with wire nesh 3-3/4 inches deep, over 1 inch of sand, over viequeen moisture - barrier FILL: fcrown silty clay, very moist to wet, soft to fine ~ BEDROCK (Delaar Formetion) s Light brown clayey sandstone to olive-gray clayey silts-tone, moiet to verj- moist, dense to very dense Total Depth: 28 inches No Water Mo Caving CORE HOLE NO. SOIL DESCRIPTION ' CORE HOLE LOGS PROJECT NO. 605.1.4 LA COSTA CASA GRANDE CONDOMINIUMS FIGURE NO. B-6 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS TEST LOCATION BORING 6 2.0 - 3.0' 4.0 - 5.0' 6.0 - 7.0' 8.0 - 9.0' 15.0 - 16.0' 20.0 - 21. O1 TEST PIT 3 1.5 - 2.01 2.5 - 3.0' 3.5 - 4.0' 4.0 - 5.0' 5.0 - 6.0' 6,5 - 7.01 8.0 - 8.5' 10.0 - 10.5' 12.3 - 12.8' 15.0 - 15. 51 FIELD DRY DENSfTY locf) 129.2 108.7 116.9 109.4 115.6 116.5 119.9 104.5 87.7 114.0 109.9 100.3 112.8 102.8 100.2 103.2 FIELD MOISTURE CONTENT (*) 15.7 16.7 16.3 11.4 15.2 12.5 10.7 14.4 20.8 9.7 14.1 14.1 15.6 20.0 22.4 22.9 MAX MUM DRY DENSfTY (DCf) 122.5 132.0 132.0 127.5 127.5 127.5 122.5 127.5 122.0 — — OPTIMUM MOISTURE CONTENT <%) 10.5 9.5 9.5 10.0 10.0 10.5 10.5 10.0 11.0 — -— DEGREE OF SATURATION (%) 100 82 100 57 90 76 71 64 61 55 71 56 85 85 89 98 RELATIVE COMPACTION (*,) 105 DS * DS * DE ** DS *** DS *** DS 91 S 79 E 69 L 89 L 86 L 82 L 88 L 84 DS *** DS *** DS * Test in Colluvium ** Test in Terrace Deposits *** Test in Bedrock All Other Tests in Fill DS = Drive Sample L * Large tl2-inch) Sand-Cone Test £ *= Small (6-inch) Sand-Cone Test Assumed Specific Gravity = 2.70 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS ECT NO 605.1.4 ^ SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS TEST LOCATION TEST PIT 4 1.0 - 1.5' 2.0 - 3.0' 3.0 - 3.5' 4.0 - 5.0' 5.0 - 6.01 6.5 - 7.0' 8.0 - 8.5' 9.0 - S.51 10.0 - 10.5' 11.0 - 11.5' 14.0 - 14.5* TEST PIT 5 2.0 - 2.5' 2.5 - 3.0* FIELD DRY DENSITY iDCf) 107.3 104.5 99.7 106.8 107.4 107.3 108.1 103.8 96.4 104.0 109.8 98.5 100.7 FIELD MOISTURE CONTENT (%) 20.2 11.9 12.0 11.5 13.6 17.8 16.5 20.1 27.7 23.7 18.4 15.0 12.4 MAXMUM DRY DENSfTY tocO 127.5 132.0 132.0 132.0 127.5 122.5 122.5 122.0 117.0 117.0 OPTIMUM MOISTURE CONTENT <*>> 10.0 9.5 9.5 9.5 10.0 10.5 10.5 11.0 13.0 13.0 DEGREE OF SATURATION (*) 96 53 47 54 65 84 80 87 100 100 93 57 50 RELATIVE COMPACTION <*) 84 S 79 L 75 E 81 L 84 L 88 L 88 S 85 DE *** DS *** DS *** DS 84 £ 86 E *** Test in Bedrock All Other Tests in Fill DE = Drive Sample L = Large (12-inch) Sand-Cone Test £ = Sme.ll (6-inch) Sane-Cone Test Assumed. Specific Gravity *= 2.70 SUMMARY OF MOISTURE/DENSITY RELATIONSHIPS P/?CU£C"605.1.4 F/SL/fff C-2 MAXIMUM DENSITY SAMPLE LOCATION TP-3 £ 4.0 - 5.01 TP---4 6 2.0 - 5.0' TP-4 @ 6»5 - 7.01 TP-5 @ 2.5 - 3.5' B-6 @ 4.0 - 5.01 SOIL DESCRIPTION ]>7% pebbles Red-brown clayey sand <[10% gravels Red-brown clayey sand ]>10% gravels <C?% pebbles Red-brown clayey sand ^ gravals Olive-gray clayey silt (Reworked Dark brown sandy clay .Colluvium) MAXIMUM DRY DENSITY (pcf) 127.5 132.0 . 122.5 117.0 122.0 OPTIMUM MOISTURE CONTENT (%) 10.0 9.5 10.5 13.0 11.0 EXPANSION INDEX SAMPLE LOCATION B-6 @ 4.0 - 5.01 TP-3 e 1.5 - 2.51 TP-3 e 5.0 - 6.01 TP-4 6 2.0 - 3.01 TP-4 @ 6.5 - 7.0' TP-5 @ 2.5 - 3.5' CH-1 6 2.0 - 2.5' RW-2 @ 5.5' RW-3 @ 2.5' INITIAL MOISTURE (X) 11.7 10.5 10.7 10.2 10.7 12.8 14.2 11.6 9.8 COMPACTED DRY DENSITY fpcf) 103.9 107.4 107.6 108.5 106.1 99.5 95.9 104.4 109.9 FINAL MOISTURE (%) 25.8 23.0 20.1 22.9 23.9 28.2 29.3 23.0 20.8 VOLUMETRIC SWELL (%) 4.8 1.1 2.4 1.5 4.4 5.6 5.8 3.4 0.5 EXPANSION INDEX 42 8 21 11 41 53 58 29 5 EXPANSIVE CLASS. LOW Very Low Low Very Low Low Medium Medium Low Very Low MAXIMUM DENSITY & EXPANSION INDEX TEST RESULTS 0^5ly3dO~ECHN!CAL /PROJECT NO. 605.1.4 /FIGURE NO. c-3 C<nouioY INDEX (o *o oAStoo—oCH MH&OH S CL-ML ML&OL 10 20 30 40 50 60 LIQUID LIMIT (%} 70 80 90 100 SYMBOL © ® A © <§> SAMPLE LOCATION TP-3 @ 1.5-2.5' TP-3 @ 4.0-5.0' TP-4 @ 6.5-7.0f TP-5 § 2.5-3.5' B-6 @ 4.0-5.01 FIELD MOISTURE 1%) 10.7 9.7 17.8 12.4 11.5 LIQUID LIMIT m 36.9 36.5 34.2 38.6 34.9 PLASTIC LIMIT (%) 13.8 12.2 12.0 16 iO 11.6 PLASTICITY INDEX (%) 23.1 24.3 22.2 22.6 23.3 UNIFIED SOIL CLASS. EC SC SC SC SC ATTERBERG LIMITS TEST RESULTS MQJE CT wo eos .1.4 c-4 GEOTECHNICAL INVESTIGATION OF PAVEMENT DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA AND CARINGA WAYS CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION OF PAVEMENT DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA AND CARINGA WAYS CARLSBAD, CALIFORNIA Prepared For Epsten, Cornelius & Grinnell 2150 First Avenue San Diego, California 92101 July 20, 1988 Project No. 605.1.5 July 20, 1988 Project No. 605.1.5 Epsten, Cornelius & Grinnell 2150 First Avenue San Diego, California 92101 Attention: Mr. Douglas W. Grinnell, Esq. Subject:GEOTECHNICAL INVESTIGATION ' OF PAVEMENT DISTRESS LA COSTA CASA GRANDE CONDOMINIUMS ALTISMA AND CARINGA WAYS CARLSBAD, CALIFORNIA Reference:"Supplemental Geotechnical Investigation of Distress, La Costa Casa Grande Condo- miniums, Altisma Way and Caringa Way, Carlsbad, California," by Owen Geotech- nical, Project No. 605.1.4, dated May 16, 1988. Gentlemen: In accordance with your request, we have performed a geo- technical investigation of pavement distress at the subject property. Our investigation consisted of a detailed inspec- tion of pavement distress, subsurface exploration, labora- tory testing, geotechnical analysis of field and laboratory data, and the preparation of this report. SITK DESCRIPTION ANP HISTORY The subject site is an approximately 14-year-old condominium development with seven driveway/parking areas adjacent to the local surface streets. These areas are predominantly asphaltic concrete paved, with a few small islands of Portland cement concrete. The layout of the condominium complex and paved areas is shown on the attached Plate 1. The legal description of the property is Lot Nos. 242-244 of the La Costa Valley Unit No. 5 subdivision. The site is bounded by Altisma Way to the north and east, Caringa Way to the south, and a vacant lot to the west. Epsten, Cornelius & Grinnell Project No. 605.1.5 July 20, 1988 Page 2 The pavement at the subject site has undergone an unknown history of maintenance and rehabilitation in its lifetime. The homeowner association's records may be helpful in determining the maintenance history of the pavement. During our time of involvement at the site we have noticed that the pavement area north and northwest of 2383 and 2385 Altisma Way has been seal coated. Also, the driveway to the garage of 2352 Caringa Way has been repaved with portland cement concrete. Prior investigative work performed on buildings and slopes at the subject property by Owen Geotechnical is detailed in the above-referenced report. DESCRIPTION OF DISTRESS The pavement distress observed during our investigation is summarized on Plate 1 and consisted generally of the follow- ng: o Cracking (alligator and longitudinal) and general surface deterioration of the asphaltic concrete pavement surface in many locations throughout the site; o General cracking of the portland cement concrete pavement areas north of 2345 Altisma Way. o Rutting of the asphaltic concrete pavement section, likely due to wheel loading, at the driveway to the garage of 2376 Caringa Way. A pothole exists north of 2345 Altisma Way. o Many areas of asphaltic concrete pavement have been patched or replaced with port- land cement concrete pavement. Some of the patched areas are exhibiting signs of additional cracking and deterioration. Also, some of the patched areas are in the asphaltic cement drainage swale areas of the driveways. The patching process has apparently altered drainage through the swale areas. Epsten, Cornelius & Grinnell Project No. 605.1.5 July 20, 1988 Page 3 SUBSURFACE EXPLORATION The subsurface exploration consisted of machine-coring through the asphaltic concrete pavement surface in six locations, and hand-excavating to a maximum depth of 26 inches. The approximate locations of the pavement test ex- cavations are shown on Plate 1. The pavement was cored to determine asphalt and base thicknesses and characteristics of underlying soils. The subsurface investigation was supervised by our engineer- ing personnel who logged the soils and obtained bulk and relatively undisturbed soil samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on our logs, which are available in our files for review. FIELD AND LABORATORY TESTING The following field and laboratory tests were performed: * Dry Density and Moisture Content (ASTM: D 2216) * Particle Size Analysis of Soils (ASTM: D 422) * R-Value (ASTM: D 2844) The dry density, moisture content, and degree of saturation of each relatively undisturbed soil sample was also deter- mined. The dry densities of the subgrade materials were compared to the maximum laboratory densities of similar soils tested in our previous work in order to evaluate the relative compaction of the subgrade. Results of dry density tests, moisture content tests, degree of saturation and relative compaction determinations are tabulated on Table 1. Results of all laboratory tests are available in our files for review. Epsten, Cornelius & Grinnell Project No. 605.1.5 July 20, 1988 Page 4 FINDINGS Pavement components consist of asphaltic concrete, base material, and subgrade soils as follows (see also the attached Pavement Characteristics, Table 1): The asphaltic concrete encountered ranged between 2 and 6 inches thick. Distress features noted at the time of our invest- igation are illustrated on Plate 1. Material The base course beneath the asphaltic concrete was found to range between zero and 7 inches thick. Base materials consisted generally of moist to wet , medium dense to dense, coarse- to fine- grained sands. Base materials were determined by laboratory testing to have R -values (i.e. resistivity to penetra- tion, hence, strength) of 76 to 78. Soil a Subgrade materials beneath the base materials are fill soils to the depths explored along Altisma Way, and natural format ional soils along the areas ex- plored at Caringa Way. The fill soils consist generally of moist to saturated, loose to medium dense, clayey and silty sands. The natural soils consist gen- erally of moist, stiff to very dense, clayey siltstones and silty sandstones. Subgrade materials were determined by laboratory testing to have R-values of less than 5 to as much as 14 in fill soils, and from 14 to 51 in formational materials. Additionally, subgrade soils with clayey portions where found to be potentially medium expansive when tested during our previous referenced work. Epsten, Cornelius & Grinnell Project No. 605.1.5 July 20, 1988 Page 5 2. Groundwater/Seepage Although many of the soils in PH-1 through PH-4 were very wet to saturated, seepage or groundwater was not noticed during the short time the excava- tions were open. 3. Surface Drainage Overall, pavement surface drainage appears poor. There are numerous areas and depressions in the pavement where rain or irrigation water can pond. Roof drainage systems empty onto asphaltic con- crete paved areas, and the resulting hydraulic action of roofwaters has likely contributed to surface deterioration. Landscape areas requiring irrigation are located next to pavement areas and the resulting infiltration of water has likely contributed to the saturation and weakening of the subgrade materials. Adverse sloping of the parking areas has led to ponding of water and subsequent asphalt deterioration. DISCUSSION AND CONCLUSIONS It is our opinion that distress to the pavement areas at the subject site is due to structurally underdesigned and/or underconstrueted pavement sections, poorly compacted sub- grade materials, or a combination. Insufficient pavement maintenance may also be a factor in the observed distress. Surface deterioration is generally indicative of a thin base and/or weak subgrade. Also, surface deterioration can be accounted for by hydraulic action of runoff or insufficient maintenance. Cracking and rutting is generally indicative of a weak subgrade, lack of sufficient base material, or inadequate structural section for the actual wheel loading. A review of available construction documents did not provide the original pavement design section. Epsten, Cornelius & Grinnell Project No. 605.1.5 July 20, 1988 Page 6 RECOMMENDATIONS We recommend that all present asphaltic pavement areas, and the heavily cracked Portland cement concrete pavement area north of 2343 and 2345 Altisma Way be removed and replaced with a proper structural pavement section. The portland cement concrete driveway of 2352 Caringa Way was recently reconstructed. Therefore, we did not explore this area and offer no conclusions or recommendations as to its structural integrity. The new pavement section should consist of 3 inches of asphaltic concrete over 8 inches of 95 percent compact Class II base (minimum R-Value of 76). The subbase shall be either 6 inches of scarified fill recompacted to 95 percent of maximum dry deiSJy, or in-place formational bedrock material. The subgrade shall be 90 percent compacted fill or in-place formational bedrock material. Proper mainten- ance of the new pavement, consisting of a bituminous seal coat at least every three years, is essential to future performance. The existing asphaltic concrete should be removed from the site or recycled. The existing base material may be lifted and stockpiled for re-use. The formational subgrade mate- rial should be excavated to an elevation that will provide 1) future over-pavement drainage at a minimum 1 percent slope, and 2) adequate depth for replacement by the new pavement section. Compacted fill subgrade material, if determined by the geotechnical consultant to be too loose and/or wet for proper use as subgrade material, should be over-excavated, dried, and recompacted to 90 percent of maximum density. Estimated average depth of over-excavation in fill areas is expected to be no more than 2 feet. A site-wide check for utilities located beneath paved areas should be conducted prior to any excavation. If over-pavement drainage cannot be accommodated by the present topographic constraints, the existing storm sewer system should be modified by creating additional catch basins and storm sewer lines. All roof drainage systems presently discharging atop pavements should be tightlined to existing or new storm sewers before the new pavement section is constructed. A qualified civil engineer should be consulted. Epsten, Cornelius & Grinnell Project No. 605.1.5 July 20, 1988 Page 7 Plans and specifications for the proposed cepair methods should be prepared by a qualified engineer and ^reviewed by this office prior to construction. Improvements may require approval by controlling agencies. At such time as repairs may be initiated, this office should be retained to review plans, specifications, etc., and to perform field observation services. We accept no responsi- bility for work or services performed by others. This opportunity to be of service is appreciated have any questions, please call. Very truly yours, TEN GEOTECHNICAL If you fROME P. BREYERrroject Engineer RCE 41826 Expiration 3-31-92 7DANIEL K. STEUSSY Senior Project Engineer RCE 41140 Expiration 3-31-91 JPB/DKS:ssb Attachments Copies: (5) Addressee TABLE 1 LA COSTA CASA GRANDE PAVEMENT CHARACTERISTICS Pave- tent Bole PH-1 PH-2 PH-3 PH-4 Aspbaltic Concrete Thickness (inches) HinHUB Maxiiui TYPE OF DISTRESS A S E COURSE 2-3/4 2-1/4 H/2 2 PH-5 Patch H/4 Original 3-1/2 PH-6 3 3-1/2 3 6 2-1/2 1-1/4 3-3/4 3-1/2 Thickness (inches) Surface Deterioration Patched Area Surface Deterioration None Patched »/ Alligator Cracking Sone Soil Type R-Value Measured Assuied 7 Mediui Sand 78 3 Fine to Mediui Sand -- 76 Hone •1/2 Mediui Sand -- 78 3 Coarse to Hediui Sand ~ 76 4 fine to Kediui Sand 76 S U R A D Pave- lent Role PH-1 PH-2 PH-3 PH-4 PH-5 PH-6 Soil Type ?ine Sand (Fill] Fine Sand (Fill) Fine Sand (Fill) Very Fine Sand (Fill) Clay or Silt (Formation) Fine to Nediui Sand (Foriation) R-value Moisture Dry Content Density Measured Assuied t —14 —(5 14 51 14 -- 14 —-- -- 26.6 18.6 24.2 19.1 14.1 11.2 pcf 91.1 106.2 94.0 109.3 —102.4 Degree Of Assuied Max Relative Saturation Lab Density Coipaction \ 86 88 84 99 —4S pcf 122.5 122.5 132.5 122.5 ti tt \ 74 87 77 35 it tt ROTES 11 = Density Test in Foraational Materials All Density Tests are by the Drive Saiple Method 605.1.5 September 13, 1988 Project No. 605.1.4 Epsten, Cornelius & Grinnell, Attorneys at Law 2150 First Avenue San Diego, California 92101 Attention: Subject: Reference: Mr. Douglas W. Grinnell ADDENDUM TO THE RECOMMENDATIONS OF OUR SUPPLEMENTAL GEOTECHNICAL INVESTIGATION "Supplemental Geotechnical Investigation of Distress, La Costa Casa Grande Condo- miniums , Altisma Way and Car inga Way,miniums, Alt isma Way a*iu ^«j.-m-yo. ««j-r Carlsbad, California," by Owen Geotech- nical , Project No. 605.1.4, dated May 16, 1 OOD nical, 1988. Dear Mr. Grinnell: In light of recent discussions with Mr. Fred Ner linger of Frederick Engineering concerning the soil parameters given in our referenced report, we issue this addendum to provide additional information for the evaluation of retaining walls by the structural engineer. On Page 19, the allowable dead-plus-live load skin friction value in competent bedrock of 1,000 psf should be revised to 400 psf. Retaining warlls beneath the six buildings along may be evaluated as cantilever ed walls* Way Epsten, Cornelius & Grinnell September 13, 1988 Project No. 605.1.4 Page 2 To obtain earth pressures for the at-rest state for walls with straight slope backfill and broken slope backfill (i.e./ garage retaining walls along Caringa Way), the values of active earth pressure from the NAVDOCKS charts (see attached Figures 1 and 2) should be modified to account for top restraint. The active values may be multiplied by a value of 50/35. Curves for soil type 2 on Figures 1 and 2 should be utilized. If you have any further questions, please call. Sincerely, IN CONSULTANTS JROME p. BREYER Project Engineer 'RCE 41826 Expiration 3-31-92 MARTIN R. OWEN President RCE 23155, GE 658 Expiration 12-31-89 JPB/MRO:jpb/ms Attachments Copies: (3) Addressee (1) Frederick Engineering 390 Oak Avenue, Suite N Carlsbad, California 92008 Attention: Mr. Fred Nerlinger FOUNDATIONS AND RETAINING WALLS 10-23 Appendix A: Active Components for Retaining Walls with Straight Slope Backfill oo> *-£ "o £ - SCD U. 80 60 = 40 20 10 20 30 '2:1 max 40 Oo.c *-•* teo g ^ 0)TO Q. 10 20 30 values of slope angle ft, degrees Circled numbers indicate the following soil types. 1. Clean sand and gravel: GW, GP, SW, SP. 2. Dirty sand and gravel of restricted permeability: GM, GM-GP, SM, SM-SP. 3. Stiff residual silts and clays, silty fine sands, and clayey sands and gravels: CL, ML, CH, MH, SM, SC, GC. 4. Very soft to soft clay, silty clay, organic silt and clay: CL, ML, OL, CH, MH, OH. 5. Medium to stiff clay deposited in chunks and protected from infiltration: CL, CH. For type 5 material, H is reduced by 4 feet. The resultant is assumed to act (H-4)/3 above the bottom of the base. PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199, San Carlos. CA 94070 T MO . POS.1 A WO 10-2-4 CIVIL ENGINEERING REFERENCE MANUAL Appendix B: Active Components for Retaining Walls with Broken Slope Backfill soil type 1 soil type 2 soil type 3 100 - "Z-4- 2:1 3:V 0.2 0.4 0.6 0.8 1.0 0 0.2 0.4 0.6 0.8 1.0 0 0.2 0.4 0.6 0.8 1.0 .,_ H-soil type 4 values of ratio _J_ soil type 5 H 160 140 120 o £ 100 c '— 80 <ua £ 60 40 20 maximum slope = 3:' 0 0.2 0.4 0.6 0.8 1.0 0 0.2 0.4 0.6 0.8 1.0 Hvalues of ratio 1 yi/Ak'H' H, =0 for type 5 material H is reduced by 4 feet, resultant acts at a height of ' ' ' above base O PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199, San Carlos, CA 94070 PROJECT NO. 605.1.4 NO BUILDING PERMIT 06/12/92 15:32 Page 1 of 1 Job Address: 2343 ALTISMA WY Suite: Permit Type: PLAN CHECK REVISION Parcel No: 215-240-29-46 Lot#: Valuation: - 0 Construction Type: VN Occupancy Group: Reference**: 91-1114 Description: BEAM CALCULATIONS : LA COSTA CASE GRANDE CONDOS PCR No: PCR92036 Project No: A9101390 Development No: 8055 06/12/92 0001 01 02 C-PRMT 163-00 Appl/Ownr : HAUGHEY, BILL 480 CAMINO DEL RIO S. #218 SAN DIEGO, AAA Fees Required Status: ISSUED Applied: 06/01/92 Apr/Issue: 06/12/92 Validated By: KZH 619-296-1735 Fees : Adjustments: Total Fees: Fee description Plan Check Revisio cted & Credits * * A .00 .00 163.00 Ext fee Data 163.00 FINAL APPROVAL INSP. DATE_ CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE:/ 9/ 92. JURISDICTION: PLAN CHECK NO S 91' \\V4- SET: PROJECT ADDRESS: PROJECT NAME; /V \ "V \ £> \Y\QL 3 PLAN CHECKER UFILE COPY QUPS [^DESIGNER 1. ^ Ux . ., _. 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 deficien- cies identified 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 Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted:_ ^^ Date contacted: REMARKS: Telephone By ESGIL CORPORATION DGA DCM Date . 6/9/92,Jurisdiction CAtti.sBAn Prepared bytcu VALUATION AMD PLAN CHECK FEE Q Bldg. Dept. Q Esgil PLAN CHECK NO. _9l"U\Af BUILDING ADDRESS S-'SA^ Arl"h;V-WCL APPLICANT/CONTACT fe'll( BUILDING OCCUPANCY PHONE NO. 2»9(p-. 113x5. DESIGNER PHONE TYPE 0? CONSTRUCTION CONTRACTOR PHONE SUITING PORTION H^c-.-Sf-ci^t &rafc Air Conditioning Commercial Residential Res. or Comm. Fire Sprinklers Total Value BUILDING AREA — • VALUATION MULTIPLIER r y UfexS?6 '§ <a @ • • E&LlL ISO.TX • -- • • *t-ree $ Plan Check Fee COM HENTSi SHEET OP (12/87 STRUCTURAL OALOULATIONS for Cfl<,TA (SfcAMPE CAL.CUL.AT IOM Architect Date 5- 15"- TRAVIS, VERDUGO, CURRY & ASSOC. STRUCTURAL CONSULTANTS 444 CAM1NO Da RIO SOUTH SUITE 110 SAN DIEGO, CALIFORNIA 92108 PHONE (619) 291-2800 FAX (619) 291-0613 TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS - SAN DIEGO, CA ._..,_ _,. L ._ _. , , _ ,__ M _ . r _._ ._ _ . - i -— - -- - . \ . _ _ ^ _ . ... .^ _,„_„! .._.. _. . . DATE •--g/ig/q& }- -- -—I-. [— JQBNO.--^1307—-1 --- BY- THH. . .. SUBJECT GTO)s>-TA~C>tA Grf^A^&g . .. i SHEET- OF 'TEJofS ! " '~7~ ~~^.~7 .......'. 7 .-CHECK, of?- .SrEec. BRACES .. - : .. _ )—. - A— -rvh^ k1r~ \ P^AMP AT P? i t </A£->/' r-j^-Cl TTS^^/^2e^^pt^^£P'n5f2>r 5:4*.s TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO, CA JF^^jl^jf#v&j\±^JiiSg^ v^s Unit BY 5 / 1 / 49- - TMH - -- : SUBJECT LA Cos-fl |• * CASA <;r*AuP£ - - ! -- j JUo NU. SHEET | 1 1 ^Lf\^]/^ i"f «L7( } f\. - OF Re, -OF STEE *: 104:5;. .1 ^ 45". * .72 ,-:!. TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS :.'. SAN DIEGO. CA 4 ^ DATE — Z2. |> - BY-- - TA&OE Of SuiLSIlOCr A % V . £ F i ^ / „/-i** i '**" TMH_ .... GRACES . - . (S^vD LHJ& " r "• A ~ ~ 5 ~ 1 6 10 12 13 15 1(0 10 11 2,1 24 2(p. 21 SUBJECT LA Cos- - - - - i B^ce S,2e fi T^ 4 ^ 4 x //ip , , sy ^/TS 4 x 4 x /lo? _ ^ . s/Ts 4 x_ 4* Tit, j--;TS-4"x4x /«* T^4x4x5/u, T^4x4x5/it, TS4x4x5/iu TS 4 x A x %? TS 4 x 4 x 5/W TS4*4*s/,u T5 4 5< 4 * %* , , T^C^x4x h TS>4 x 4 ^ /it> T^4 *4 x ^ifa TS 4 x 4 * 5/no TA CASA. <^rRAUD£ ; SHEET 2- OF ; . '"_!/!. " ii 1 •;. ..„ t ]•"' ._ . ... _ — .. ; . : i i ! ! ; • -•- - ;- --- - - - * - ^M0V£P S*A,S .._... '... — ... _. ...... *— - - - -------- — - - - - - • - — • - • « «; TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS SAN DIEGO. CA ^^wi^^r ^ UMIC -> ( \** ('If' BY. TMM _ ....- SUBJECT U Co i frTA C-AS^ C=rRAWJ>£ 1 JUD l.U. . - ! . . SHEET 2^ OF : C ^GLftTlVE '^T A ' . n-iPPfjeSS "2-- " _ i (MX,- /fry..& - &*. \ ^ - - - / ,«'- /i .V-«'" . ^. .. /) , \ \ \ . . ... & :_ •;::: : " . .V . . ......\ _._._ V= 3,(o = /-«: 5.61 SM 0 o ^<D.o> TOTAL. ;r;:-rrr: •5-4'ir; TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS _ SAN DIEGO, CA DATE - Z/nsfat - : -! 1 JOB NO.--^ 1^7 •- RY W SUBJECT.SHEET 4 OF C- - "ffi.T "2SP« M.Q Ur. OF F'.TS' X 2-x, ' 4(0. O * 46. ^-T . .- 4.03 . 75 SS.31 55.3 A.B: ^i/.Vfo1-1 > i/?t" CALCS^ fe r- TRAVIS, VERDUGO, CURRY & ASSOCIATES STRUCTURAL CONSULTANTS -1 ""SAN DIEGO, CA ^m\.<sp> •• ' * i - UAIt — ^(IL. f^f* , , ;•; . i RY TMH SUBJECT £-* Com ^M* 6 - -- • -- - 1 JUb NU. ••"( SQ / '--- y^WP^ SHEET 5 OF T^^lAr.. fcxce^ &.f*Vft^-f .261X^70]+ L/5'fcK4 /-ZCp(7.n')J" **, "7 IP : ADDITIOJJAI __- sg.S~g 44.1 ANJCMofts @> Ox."- - s &J.S . i-D * s.i:sv 1.3*, = 5.0 OF COMCRETE BEAM • ISrfc* SPAH ^t •J7 &-S" p \ t' ' A J 3'I 4V L _JI * •~-&H^ n 0-75^1.4 x 3.5*% (i-Vx .S S5-.4 Travis, Verdugo, Curry & Associates LA COSTA CASA GRANDE RISA-2D (R) Version 3.01 Job Page_ Date" [0 Load Combination is 1 : SHEAR Nodal Displacements Node Global X Global Y Rotation (in) ----------------- (in) ---------------- (rad) ------ 1 o.ooooo o.ooooo -o.ooooo 2 0.29347 0.03586 -0.003783 0.17837 -0.09290 0.00063 4 0.07139 -0.03417 -0.00053 5 0.00000 -0.00000 -0.00000 8 RISA-2D FliFull Pit F2:Options F5:Box Off F7:Animate F9:UnAnchor F10:Anchorx Mieu CtrlB'.Drift Esc:Return Loads: Ld Comb:l Solution: Ld Comb 1 U Travis, Verdugo, Curry & Associates LA COSTA CASA GRANDE FRAMES @ BLDG. C RISA-2D (R) Version 3.01 Job Page g> Date 5hz fat Load Combination is 1 Nodal Displacements SHEAR Node Global X — (in) 0.00000 0.27113 0.19189 0.08198 0.00000 Global Y (in) 0.00000 0.04630 -0.06308 -0.04513 -0.00000 Rotation —(rad) -0.00000 -0.00335 -0.00007 -0.00068 -0.00000 RISA-ZD Fl:Full Pit FZ:Options F5:Box Off F7:Animate F3:UnAnchor F10:Anchor/ View CtrlB:Drift Esc:Return Loads: Ld Comb:l Solution: Ld Conb 1 FRAVIS, VERDUGO, CURRY & ASSOCIATES^DATE- 5l\4lWBY THU '- SUBJECT LA CO<,TB C^A STRUCTURAL CONSULTANTSdUb NU. _(Sv^AiJO6 SHEET SAN DIEGO,--RI30-7-™10 OF------ - • • - • - •• — • - - - - •