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Home My WebLink About2352 ALTISMA WAY; BLDG 1; 86-644; PermitDECLARATIONS LENDER WORKER'S COMPENSATION 71 I OWNEWBUILDER II 1 1 ! + I- t ! t t =L t i "t-t L 1 I L T 1 While - Inspector Green - (1) Finance Yellow - Assessnr Plnk - Appiicant Gold - v&nporary Fiie .. . r -r , T I D :: 1 ,1 i 0 I I t- i" i +A. Ii T i I- i c L 1 L i T- i 1_ ' LEGAL DESCRWTION PLAN ID'NO. .. MISCELLANEOUS FEE RECEIPT > 0 I I o I 0 1. 0 1 0 1 ! i 1 City of Carlsbad', -, . . i 'I MISCELLANEOUS I ' 1200 ELM CARLSBAD CA92008.TEL. 619 438-5525 ECEIPT ' , ~ I ~ I 1: i i ., I ,. 1- 1 i 1 White - Applicant Yellow --file , Pink - (1) Flnance (!+"pia Process , . Gold - Assessor ., ,:~ . ~, . , ,, '; .. I..; ., . r ,I,, . , ,, ,. ,... ."~*:,, ., , . p< , ,~ , ,, ,, ',,' , . , I I. n I' .. . n , 1 -* 0, 0. .. ,, APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE 'WIRNINO: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE FORFEITED TO THE CITY. I' COYYENTO: 1 DATE ENGR PROJECT . .' burkett 4% won9 e SHEET JOB NO 8 January 1987 Project: Majorca West Foundation Repair. I have inspected the excavation and the placement of the reinforcing steel for the construction at the concrete pi em. Both are in conformance with the structural requirements as set forth in the plans and specifications. Sincerely, BURKETT & WONG Mary 6. Batten C.E. NO. 040413 EXP. DATE 3/31/87 MBB:sh Received JAN 9 1987 CITY OF CARLSBAD DEVELOP, PROC. SERV. DIV. .. I " 7 e. 1' FIELD MEMORANDUM I I . I I I ESGIL CORPORATION 9330 CHES,\I'EAKE DR.. SClTE 308 SAX DIEGO. CA 92133 (6 IO) Si(> IJ(i8 DATE : DEC. 19 1'386 JURISDICTION: ctT9 OF. CARLSBAD PLAN CHECK NO: %b-644. IL PROJECT ADDRESS: '2352 ALTISMA V\IA'f m 17 0 0 0 n m 0 0 JURISDICTION OAPPLICANT 0 PLAN CHECKER FILE COPY DESIGNER 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 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 i.s the jurisdiction's copy 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: .. are resolved and .. 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: Telephone 3- REMARKS : BY: 42 ,hd .. ESGl'L CORPOR ENCL : ESGIL CORPORATION 9320 CHES,\PDAKE'DR.. SUITE 208 SAN DIECO. CA 92133 (6 19) 560- I4(i(l The plans transmitted herewith have been corrected where building codes. necessary and substantially comply with the jurisdiction's The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- - checked by building ( cies identified ~~~~~~ iepartment staff. are resolved and The plans tran,smitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The p:lans are being held at ESgil Corp. until corrected The'check list transmitted herewith is for your information. 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': i JACK ~ILLIAHS 7A.33 SOLAihlO ST CARLSWAD 92 00% 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: Telephone #- REMARKS : - BY HAL .. .. .. .. .. .. , , :.. .. .. . . CITY OF CARLSBAD PLAN CHECK NO. 86-644 DECEMBER 2, 1986 I ADDITIONAL CORRECTIONS REMAINING 1. Submit copy of soils report (Leighton & Associates. Project No. 4830072-04 dated December 12, 1985). 2. Submit 2 sets of plans. If sheets (E! x 11) 1 through 7 are plans, each sheet must bear the responsible engineer's seal and signature. 3. Note on plans that: "Prior to the contractor requesting a building department foundation inspection, the soils engineer shall advise the building official in writing that:.the: foundatfon.excavations;, forming and reinforcement complies with the soils report and * % the approved plans, and that the foundation materials do not deviate from the materials assumed to exist which constitute the basis upon which soil recommendations were made". If you have any questions, please contact Genei:Meier of Esgil Corporation at (619) 560-1468. Thank you. - .- .. .Prepared by 1 0 Bldg. Dept. c. c.(€lErL VALUATTON AND PLAN CHECK FEE 0 Esgil PLAN CHECK NO. 86-b44 BUILDING ADDRESS 2352 ALTlst+. WAY APPLICANT/CONTACT JACK \~)ILLIA~-~S PHONE NO. BUILDING OCCUPANCY DESIGNER PHONE TYPE OF CONSTRUCTION UUDERP~L> CONTRACTOR PHONE BUILDING PORTION 'VALUATION BUILDING ARE4 VALUE ~~ MULTIPLIER UtJDEsLPIU 7000 .. .. .. .. I. .. .. Air Conditioning Commercial . @ Residential @ Res. or Comm. Fire Sprinklers Total Value ~ @ - 7000 Fee Adjusted To Reflect OEriergy Regulations (Fee x 1.1) UHandicapped Regulations (Fee X 1.065) Building Permit Fee. $ J ,', LZ. 50 Plan, Check Fee $ $ &..G*' . .. COMMENTSi .'FOUNDATION SUPPORT FOR: MAJ.ORCA WEST CONDOMINIUMS '2352 .ALTISMA WAY CARLSBAD, CA BY DiC 2 5 1986 crtv of CARLSBAD BUILDING DEPT- 'FOUNDA.TION SUPPORT FOR: MAJORCA WEST CONDOMINIUMS 2352 .AL'TISMA WAY CARLSBAD, CA . .# : :r NOTES : GENERAL 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK, AND NOTIFY THE ... ENGINEER OF ANY DISCREPANCIES FOUND. 2. SPECIFIC NOTES AND DETAILS ON THESE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE NOTES IN CASE OF CONFLICT. 3. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK, THE DETAILS USED SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 4. WHEN A DETAIL IS IDENTIFIED AS TYPICAL, THE CONTRACTOR IS TO APPLY THIS DETAIL IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE rs REPEATED IN EVERY INSTANCE. CONCRETE 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS OF 2000 PSI. 2.. REINFORCING SHALL BE SECURELY SUPPORTED IN POSITION PRIOR TO PLACING CONCRETE. 3. SPLICE CONTINUOUS REINFORCING WITH 30 DIA. OR l"6 "IN. LAP U.O.N. 4. TYPICAL CONCRETE COVERAGE OF REINFORCING: CONCRETE CAST AGAINST EARTH - 3" EXPOSED TO EARTH OR WEATHER - LARGER THAN #5 - 2" EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER - 1Y 5. REINFORCING SHALL COMPLY WITH ASTM A615 GRADE 60. FOUNDATION 1. CHARACTER OF FOUNDATION SOIL: SEE GEOTECHNICAL INVESTIGATION BY LEIGHTON & ASSOCIATES, INC. PROJECT NO. 4830072-04, DATED DECEMBER 12, 1985. 2. DIMENSIONS NOTED THUS (-O"0) DENOTE DEPTH OF PIER REQUIRED BELOW ADJACENT GRADE. DEPTH TO BE VERIFIED BY REPRESENTATIVE OF SOILS CONSULTANT. 3. REMOVE ROOF & FLOOR LIVE LOADS PRIOR TO & THROUGHOUT CONSTRUCTION. 4. EXISTING FOUNDATIONS ARE NOT REQUIRED TO BE RELEVELED. NEW GRADE BEAM & PIER SYSTEM WILL RESTRICT FURTHER SETTLEMENT. 5. "Prior to the contractor requesting a building department foundation inspection, the soils engineer shall advise the building official in writing that the foundation excavations, forming and reinforcement complies with the soils report and the approved plans, and that the foundation -materials do not deviate from the materials assumed to exist which constitute the basis . upon which'soil recommendations were made". ~ ~ ~.. - . c .. .. . \ .. .. . . + .. .. .. . (- , : . i IHI 1 .. . ! L 1 L LEIGHTON and ASSOCIATES m"g I SOIL ENGINEERING GEOLOGY GEOPHYSICS GROUND WATER HAZARDOUS WASTES December 12. 1985 Project No. 4830072-04 TO : Duke, Gerstel, Shearer and Brigante 101 West Broadway, Suite 400 San Diego, California 92101 ATTENTION: Mr. David Vargas SUBJECT: Preliminary Foundation Recommendations for Pier and Grade Beam Design, Northeast Corner of Unit 22, 2352 Altisma Way, Carlsbad. California Introduction In accordance with your request, we have performed additional analyses of subsurface conditions at the subject site in order to provide preliminary foundation design recommendations for a proposed pier and grade-beam system at the northeast corner of Unit 22. The purpose of the pier and grade beam system is to provide support at the building footing. The recommendations of this report are to be incorporated into building corner where excessive sloughing of soils has caused exposure of the the structural design of the pier and grade beam system by Burkett and Wong (structural engineers). Subsurface Investigation and Laboratory Testing Our subsurface investigation consisted of hand excavation of two exploratory trenches at the northeast corner of the unit. Trenches were logged by a staff geologist who obtained typical samples for laboratory testing. Locations of trenches are indicated on Figure 1. Trench logs are provided in Appendix A. One direct shear test and one expansion test was performed on samples obtained from our trenches. The results of these tests are provided in Appendix 8. . 4393 VIEWRIDGE AVENUE, SUITE D. SAN DIEGO. CALIFORNIA 92123 (619) 292-8030 (800) 253-4587 lRVlNE WCSTLAICIVENTURA DlfiMONO BARlWAtNlJT SAN RFnNARDlNOlRlVERSlDE SIN OlEOO CALM OReCRT 0 .ANTA GLAIITAIVALCNCIA 4830072-04 Subsurface Conditions The foundation soils encountered during our subsurface investigation consisted of 3 to 4 feet of fill soils underlain, in turn, by approximately 5 feet of topsoil/colluvium and the Delmar Formation. Fill soils consist of sandy and silty clays. Topsoillcolluvium consists of slightly sandy clays. Field observations and testing tndicate that fill and colluvial soils are highly expansive. The Delmar Formation, as encountered, consists of stiff silty clay. This material is considered to have very good bearing characteristics. Foundation Design Recommendations Based on our subsurface investigation and testing, the proposed repair is grade beam system will require the use of limited-access drilling equipment or feasible from a geotechnical standpoint. Installation of the proposed pier and hand excavation of piers. We can provide the names of contractors specializing in this type of work upon your request. Cast-in-place concrete piers should be founded at least 3 feet into competent Delmar Formation soils as determined by a representative of this office during construction. For preliminary design purposes, a minimum pier depth of 10 feet below the existing footing may be assumed. At this depth, allowable axial capacities of various-sized piers are as follows: Pier Diameter (Inches) 24 18 30 36 Allowable Axial Capacity (kips1 6.7 13.4 9.9 17.4 Pier spacing should not be less than three pier diameters. An allowable design passive resistance of 2OO.psf per foot of depth below 5 feet from lowest adjacent finished grade may be assumed. Pier excavations should be inspected by a representative of this office prior to concrete placement. Anticipated settlement for piers designed in accordance with the above recommen- dations is expected to be on the order of 1/4 inch. -2- LEIOHTON and ASSOCIATES INCOICOIATCD 4830072-04 Construction Observation The recommendations provided in this report are based on subsurface conditions disclosed by a limited investigation. Subsurface conditions should be checked in the field during construction. Final project drawings should be reviewed by this office prior to construction. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Stan Helenschmidt. RCE 36570 Project Engineer &+@ Avram Ninvo. RCE 29538 ManagerIChief Geotechnical Engineer ~~~~~ SRHfANIrew Attachments: Figure 1 - Trench Location flap Appendix A - Trench Logs Appendix B - Laboratory Test Results Distribution: (3) Addressee -3- LEIOWTON and ASSOCIATES INCOMPOMATLD VW6111V I I I I I I I I I I I I I I I I I I I Density (PC0 Moisture (01 .. z c n. U p: V v) W E n U . . a c c c E d N rn h N m m 0 2 -I V V -1 -1 u V LL 4 L I h m E c, .C 7 m a a 2 .. V 1- w mz .r w E c,c -0c' 30 E v +I .. 0 mc, r ao 7 m E c, 0 -0 L .r m m m V .. T LOG OF TRENCH NO:.& 501-A - (7/77) Leighton 6 Associates 'c Y- Leighton 8 Associates I DEScR1PTmN 1 I NUMBER I NUMBER I BoRING SAMPLE DEPTH (FEET) (PsF, I COHESION Undisturbec 330 8.28-8.5' 1 T-1 FRICTION ANGLE so11 DIRECT SHEAR TEST RESULTS I SAMPLE LOCATION 6.3 99 29.1 ' I 10.8 144 Majorca West Unit 22 I EXPANSION TEST RESUL