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2401 MOUNTAIN VIEW DR; ; CB982220; Permit
Enter #Units & Code_Pothble't INCORPORATED ø' l k Enter "Y" for Plumbing Each Plumbing Fixture or T2aPThJ V > 7,,6/0 Each Building Sewer 5 .00 Each Install/Repair Water 7.00 1. 1. Each Water Heater and/or Vent 7.00 Gas Piping System > 1 7.00 Each Vacuum Breaker > 4 7.00 Enter "Y e for Electric Issue Fee ) Single Phase Per AMP > 200 ..25 Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts/Heat Pumps > 2 .9.00 Each Install Fireplace > 1 6.50 Each Exhaust Fan > 2 6.50 PLDA A > .47 Fee description Number ------------ Number of Bathrooms Building Permit Plan Check ((TPF Strong Motion Fee Enter Y" to Au•tocal.F.F. (PFF C .F.D. (TIF CFQ Appl/Ownr : SUKUP, BOB 4322 SEABRIGHT PLACE CARLSBAD CA 92008 *** Fees Required FeesGg. 7e Fees: 21,246.09" Adjustments: •/00 5tacjr Total Fees: 21,2400 0 Total Pa IA Ba3ianc 0 CB982220 A9502249 VN ISSUED 07/13/98 10/05/98 JM 1ected&i 19(8 14 C1'/ Z f(R s. 0001 01 2 7 C_-1W ---- 20.3-78- 00 ts: .00 918.00 20,328.00 Ext fee Data --------------- 2.00 4.00 1353.00 879.00 31.00 5606.00 Y 5175.00 818.00 922.00 5400.00 Dl 20.00 Y 119.00 15.00, 7.00 7.00 7.00 28.00 10.00 Y 50.00 15.00 1 18.00 6.50 13.00 746.00 L BUILDING PERMIT Permit No: 10/05/98 16:07 Project No: Page 1 of 1 . Development No: Job Address: 2401 MOUNTAIN VIEW DR Suite: 11 1 Permit Type: SFD WI SECOND DWELLING UNIT Parcel No: 155-101-65-00 Lot#: Valuation: 308,035 Construction Type: Occupancy Group: Reference#: Status: Description: SFD 2713 SF,GAR 1633 SF Applied: 2DU 577 SF,DECKS 58 SF- NEW SFD2DU Apr/Issue: Entered By: 619 720-0098 FI,AEAPPROVALI INS) DATE L2 c/ CLEARANCE_.. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 BUILDING PERMIT Permit No: CB982220 10/28/98 17:13 - Project No: A9502249 Page 1 of I . Development No: Job Address: 2401 MOUNTAIN VIEW DR Suite: Permit Type: SFD W/ SECOND DWELLING UNIT Parcel No: 155-101-65-00 Lot#: Valuation: 308,035 Construction Type: VN Occupancy Group: Reference#: Status: ISSUED Description: SFD 2713SF,GAR'1633 SF Applied: 07/13/98 2DIJ 577 SF,DECKS 58 SF- NEW SFD2DU Apr/Issue: 10/05/98 Entered By: JM Appl/Ownr : SUKUP, BOB 619 720-0098 4322 SEABRIGHT PLACE CARLSBAD CA 92008 *** Fees Required *** Fees Collected & Credits Fees: 21, 573. 00 2809 10/28/98 0001 01 02 Adjustments: .00 Total Credits: C-PRMT.00 327.00 Total Fees: 21,573.00 Total Payments: 21,246.00 Balance Due: 327.00 Fee description Units Fee/Unit Ext fee Data --------------------------------------------------------------------------- Number of Bedrooms .......> 2 2.00 Number of Bathrooms .......> 4.00 4.00 Building Permit 1353.00 Plan Check 879.00 Strong Motion Fee . 31.00 Enter lYsi to Autocalc P.F.F.> 5606.00 Y (PFF) C.F.D.5175.00 (TIF Fund) 818.00 (TIF CFD Fund) 922.00 Other > 327.00 327.00 REV FEE Enter #Units .& Code-Potable Water > 1 5400.00 Dl Enter 'Y" for Plumbing Issue Fee > 20.00 Y Each Plumbing Fixture or Trap > 17 7.00 119.00 Each Building Sewer > • 1 15.00 15.00 Each Install/Repair Water Line > 1 7.00 7.00 Each Water Heater and/or Vent > 1 7.00 7.00 Gas Piping System - > 1 7.00 7.00 Each Vacuum Breaker > 4 7.00 28.00 Enter N Y" for Electric Issue Fee ) 10.00 Y Single Phase Per AMP ) 200 .25 50.00 Enter '1' for Mechanical Issue Fee> 15.00 1 Install Furn/Ducts/Heat Pumps > 2 9.00 18.00 Each Install Fireplace > 1 6.50 6.50 Each Exhaust Fan -> 2 6.50 13.00 PLDA A > .47 746.00 L OVAL IN DATE CLEARANCE____________________ - -__ its i rii t 00 '-Tota1C•r - Total Pay. Balanc' .00 .00 6,208.00 Ext fee . Data --------------- 2.00 2.00 3648.00 00 2500.00 1 60.00 6208.00 SEWER PERMIT 10/05/98 16:03 Page 1 of 1 Job Address: 2401 MOUNTIN VIEW DR Permit Type: SEWER - RESIDENTIAL Parcel No: 155-101-65-00 Description: BUENA VISTA LAGOON LOTS 1 SF HOME & I SDU Petmitee: SUKUP, BOB 4322 SEABRIGHT PLACE CARLSBAD CA 92008 Permit No: 5E980200 Bldg PlanCk#: Suite: 1908 10/05/98 0001 01 02 C—PRMT 6208-00 Status: ISSUED Applied: 10/02/98 Apr/Issue: 10/05/98 619 720-0098 Expired: Prepared By: KC lected & Credits ------------------------- *** Fees Required *** Fees: 6,208.09/ Adjustments: .,GO Total Fees: 6,208'00 Fee description / Enter Number of Unit 'l (' Total EDUs Sewer Fee 1? Enter Sewer EDUs and Be1ef4t Enter "f" for Lateral. Fee Other * SEWER TOTAL F% )PROVAL DATE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICAYION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161,_0-11 ,—.., ,—. CAtS 0' FOR OFFICE USE ONAY PLAN CHECK NO. 7S EST. VAL.-306035- Plan Ck. Deposit I75 1X) Validated By TTfl1, - Date Address (include Bldg(Suite #) - - -. - Business Name (at this address) -. ot No. Subdivision Na a/Number Unit No. Phase 90- I VAr.,A IJT L47 N7 MAIM — Existing Use 012 Proposed JJse US I1IUfl UT VVOIK - ou. r I. HOT OLUFIUS fT or cearooms 1 if OT 71 roo G2bLO4flr 22i3Sç3J5f . CONTACT PERSON (if different from a t)______________________ 1 '7 Name 5 77 Address City State/Zip Telephfie # Fax # [3APPLICANT 0 Contractor 0 Agent for Contractor 0 Owne SEA IGKT r Agent for Owner .. Name Address City State/Zip Telephone It PROPER Y OWNER__ A ______ _____ äw Lw cARctb Name Address City State/Zip Telephone # 1010 o*AOAINAMEr - (Sec. 70315Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Name Address City ' State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # ~IWO-RKERS' Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: '0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: - Insurance Company Policy No. Expiration Date - (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) - CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one' hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE I hereby affirm that am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section - Business and Professions Code for this reason: - I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to prvide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone- number / contractors license number): - I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number I type of work): PROPERTY OWNER Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES - 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - [äONSTRtiTIO1LENDINGAGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS_______________________________________________________ APPLiCAIT.CERrIFICATION .• I I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the 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 au horize by such permit is suspended ::LICANT'S:;:::ft rt; SIS carnanencad,~eri 0 .4.4 Uniform Building Code)./_1 WHITE: File YELLOW: A licant PINK: Finance Inspection List Permit#: CB982220 Type: SFD2DU SF0 2713 SF,GAR 1633 SF 2DU 577 SF,DECKS 58 SF- NEW SFD2DU Date Inspection Item Inspector Act Comments 12/14/1999 89 Final Combo PD AP 11/16/1999 89 Final Combo PD CO 11/9/1999 89 Final Combo PD CA 8/16/1999 34 Rough Electric PD PA 8/4/199929 Final Plumbing PD NR 7/26/1999 23 Gas/Test/Repairs PD AP 7/22/1999 16 Insulation PD AP ROOF/MAIN HOUSE 7/13/1999 13 Shear Panels/HD's DH WC 7/13/1999 14 Frame/Steel/Bolting/Weldin DH AP ROOF FRAMING & FREE STANDING WALLS 7/1/199923 Gas/Test/Repairs PD NR 6/25/1999 34 Rough Electric PY PA EMR 6/21/1999 32 Const. Service/Agricultural RB NR FOR T.S.P.B. 6/21/1999 34 Rough Electric RB WC 6/11/199984 Rough Combo PD AP FLR OF MAIN HOUSE 5/28/1999 14 Frame/Steel/Bolting/Weldin PD PA 5/28/1999 84 Rough Combo PD PA 5121/1999 14 Frame/Steel/Bolting/Weldin PD CO SEE NOTICE ATTACHED 5/19/199917 Interior Lath/Drywall PD AP GARAGE/S.D.O. 5/17/1999 17 Interior Lath/Drywall PD PA 5/6/199984 Rough Combo PD AP GARAGE/2ND D.U. 5/4/199984 Rough Combo PD CO 4/16/1999 18 Exterior Lath/Drywall PD PA 3/22/1999 14 Frame/Steel/Bolting/Weldin PD PA 3/22/1999 18 Exterior Lath/Drywall PD PA 3/3/1999 18 Exterior Lath/Drywall PD AP EAVES 3/3/199966 Grout PD AP 3/21199918 Exterior Lath/Drywall PD NS 3/2/199966 Grout PD NS 2/26/1999 68 Fireplace/Tie Straps DH AP REBAR LAST LIFT (6 COURSE) OK TO GROUT FIREPLACE 2/25/1999 66 Grout PD AP 2/22/1999 22 Sewer/Water Service PD AP 2/17/1999 47 Fireplace/Chimney PD AP GROUT 2/5/199915 Roof/Reroof PD AP 2/4/1999 15 Roof/Reroof PD CA 1/29/1999 63 Walls PD AP 1ST LIFT F.P. 1/15/1999 66 Grout PD AP 1/14/1999 63 Walls PD NS 1/8/199963 Walls PD AP 1/8/199966 Grout PD AP 1/7/199963 Walls PD CA 1/5/199966 Grout PD AP 12/29/1998 62 Steel/Bond Beam PD AP 12/17/1998 63 Walls PY AP 3RD LIFT Tuesday, December 14, 1999 Page 1 of 2 12/16/1998 63 Walls PY NS 12/10/1998 65 Retaining Walls PD WC 12/10/1998 66 Grout PD AP 12/3/1998 14 Frame/Steel/Bolting/Weldin PD WC 12/3/1998 66 Grout PD PA 11/30/1998 66 Grout PD AP 11/25/1998 66 Grout PD NS 11/20/1998 66 Grout PD AP 11/20/1998 66 Grout PD WC 11/5/1998 21 Underground/Under Floor PD AP 11/5/1998 24 Rough/Topout PD WC 11/3/1998 11 Ftg/Foundation/Piers PY AP 10/30/1998 11 Ftg/Foundation/Piers PD AP 2ND LIFT HOUSE 1ST LIFT HOUSE 2ND LIFT GARAGE 1ST LIFT GARAGE MAIN LINES GRADE BEAMS N & E DECK C I Tuesday, December 14,1999 Page 2 of 2 UNSCHEDULED BUILDING INSPECTION DATE 1 (( ql/ INSPECTOR___________ PERMIT#_______ PLAN CHECK #__________ JOB ADDRESS _29'O( lf —rlls DESCRIPTION CODE DESCRIPTION ACT COMMENTS CARL SCHMIDT REGISTERED SPECIAL INSPECTOR 3880 Adams Street Carlsbad, CA 92008 Phone (619)729-9618 SPECIAL INSPECTION REPORT PROJECT: FILE: ADDRESS: REPORT DATE: PERMIT NUMBER: 8' Zi 0 '' PLAN FILE NUMBER: MATERIAL TYPE, GRADE. SOURCE: o Inspection Date Report Building Number. Performed ç r 1 ' ,01<,,,.)nspection. Location and extent of work inspedled include: i ,' r T'J 0 CO O-1 -e. s a-- 7, 720 0 '00w . //r a 1V- r14 rb,, e vA-e ci cJ- rh —i- c4.rgrrf? ;lr WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNL E S S O T H E R W I S E N O T E D Inspection performed by: Carl Schmidt Signature of Special Inspector cc: S 642 Certification # 810 W. Los Vallecitos, Ste A • San Marcos CA-92069 (760) 752-7010-Fax (760) 752-7092 t FOOTING/CAISSON OBSERVATION SUMMARY t Date: NOVEMBER 3, 1998 Project Name: LEVY RESIDENCE Location: BUENA VISTA LAGOON LOTS TO BE LOCATED N.W. OF CARLSBAD BLVD, AND MOUNTAIN VIEW, CARLSBAD, CA Permit No: Referenced Report(s): "Geotechnical Investigation and Foundation Recommendations, Proposed (2) New Residential Dwellings, APN's 155-101-65 and 155-190-13, Carlsbad, California", Job No 971611-1, dated December, 17, 1997, prepared by Engineering Design Group. Code: 1994 U.B.C. 1. Observation of Summary: :Initials A representative of E.D.G. observed on-site soil conditions. Soil conditions at the site are substantially in conformance with those assumed in the referenced report. :Initials A representative of E.D.G. observed and measured footing excavation depth/width. Footing excavations extend to proper depth and bearing strata, and are in general conformance with recommendations of the referenced report. :Initials A representative of E.D.G. measured footing setback from slope face. The setback was in general accordance with the recommendations of the referenced report. )<':lnitials A representative of E.D.G. observed the main footing excavations for the proposed residence. Notes to Sunerintefldent/Foreman Footing/caisson excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Remove all standing water. In the event of a site change subsequent to our footing/caisson observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations. Notes to Building Inspector 1. Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the completion of grading (IF APPLICABLE). - 1 - - ci Represen 57/IJGINEERING DESIGN GROUP • • Date - Job No. 971611-1 SandyflIeForms4 FRM971611-1. SUKUP, LEVY RESIDENCE, BUENA VISTA LAGOON. CARLSBAD, FTG INSP SUMMARY.wpd ,..óthe Sea Bright 1 com p an y October 31, 1998 City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 - 1576 Att: Pete Dreibelbis Ref: Building Permit #98-2220 2401 Mountain View Drive Dear Pete, This is to certify that the house and detached garage for the above permit were located by actual surveyed corners. Both structures are located per the approved plans and do not encroach into any required Building setbacks. Sincerely, FES 0. Robert 0. Sukup No. c028302 RCE 28302 Exp. 3-31-02 OF bvlcertf Engineering • Management • General Contracting • Development 4322 Sea Bright Place • Carlsbad, CA 92008 • Telephone/FAX 760-720-0098 LiLy of Carlsbad r rhjg Final BuiliOng Inspection Dept: Bull n Engeering anning CMWD St Lite Fire Plan Check #: Date: 10/5/99 1:22:08 Permit #: CB982220 Permit Type: SFD2DU Project Name: SFD 2713 SF,GAR 1633 SF Sub Type: Address: 2401 MOUNTAIN VIEW DR Lot: Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected Date By: AAWA _ Inspected:(() &, 9 C1 Approved: ______ Disapproved: i Inspected Date By: ,91q,,jb ro Inspected: /1 q. qq Approved: 'sapproved: Inspected Date By: Inspected: Approved: ______ Disapproved: Comments: A-c. 1?k.44 Aegbs Rcsu-,?IrI.E. e- 'F &R3. fb P, Ft4Tc.E S i.PE - L14J< i9L L. ZTJ'tI . Li .c rt t/ ,9R6 A 101IL b t4vur -p-o P LoA1. t1t 1 ST 2 EE1 crny4 I)61 ,1S uIEL.L s CIA FA GTE i r1F4tJE. ir -s ,S 7o S# Ioecz-2 r1 Mee- ZThb41 -'2cposr (.4k'S. FOR F-14.%,iE1c %c.1-,qLL. IkLL UFL.)E Thc 74FE LL uit. 141n W tb c? owP Le TO. ii- - ;Ii;i iIaibad :IiOng Inspection OC IWIAT1111 U15111-11J.- - --------- Dept: Building Engineering PIanninqcCIiNDTt Lite Fire Plan Check #: Date: 10/5/99 1:22:08 Permit #: CB982220 Permit Type: SFD2DU Project Name: SFD 2713 SFGAR 1633 SF Sub Type: Address: 2401 MOUNTAIN VIEW DR Lot: Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected at By:.;ct:' Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: 1111 of éarlsbad Final Building Inspection Dept: Building Engineering Planning C D St Fire Plan Check #: Date: 10/5/991:22:08 Permit #: CB982220 Permit Type: SFD2DU Project Name: SFD 2713 SF,GAR 1633 SF Sub Type: Address: 2401 MOUNTAIN VIEW DR Lot: Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected Date By: _____________ Inspected: 3- \Z_Approved: )t..,. Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: Plaid Welding [J High Strength Bolting O Expansion/Epoxy Anchors O Sprayed-On Fireproofing In Other P_ILE tNIJ / FROM : THE SEA BRIGHT Co FHONE NO. 619 720 0998 Oct. 06 1999 0:20M P2 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION.. i4O i Mouo'vAiio bRN PLAN CHECK NUMBER: ZZO OWNER'S NAME: 13 L\i / I, as the owner, or agent of the owner (contractors may j employ the special Inspector), certify that i, or the archlt.ct/.nglno.r of record, will be responsible for employing the special Inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. USC Section 106.3.5. Signed_'C)kC (2). i - I--no 0 C) ) I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by ut Section 108.3.5 for the construction project located it the site listed sbme. / Signed 1. List of work requiring i0schl Inspection: Soils Compliance pii6i to Foundation inspection 0 Structural Concrete Over 2600 PSI O Prestressed Concrete . Structural Masonry U Designer Specified Name(s) of Individual(e) or firm(s) ruponsible for the special Inspections listed above: A. PILE G- -'70 81. 1k53P.3.'Y ILt (k)E.L1 - 760- 7?6- C. Duties of the special Inspectors for the work listed above:. A. Cow -r 100.) ThT ir3 c3 P. Tis LO(A) Coors 0 Pi L (d 0UT CF)JTT !Lo N#&Lbs 61 Ne.? A coEc-r C. .. sp.dBI !nap.ctovw i.1IcPiiok In with the City and pruwt V* eredw&A for appeoaI pjkM b.ghir*ç work on *ie job ei.t. SIP 4997 CARL SCHMIDT REGISTERED SPECIAL INSPECTOR 3880Adarns Street F-0 Carlsbad, CA 92008 Phone (619) 855-9252 SPECIAL INSPECTION REPORT STRUCTURAL MASONRY PROJECT: Levy Residence FILE: R81-04 ADDRESS: 2401 Mountain View Drive, Carlsbad REPORT DATE: 12/04/98 PERMIT NUMBER: 98-2220 MATERIAL TYPE, GRADE, SOURCE: C-90 Units; A-615 Steel; Type S Mortar. Inspeclion Date Report 11/18/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, first lift, on garage walls on north, east and west walls to 4'-8 above finished floor and 3-4" above finished floor on south wall. - Verified rebar placement, except vertical drops are not in place. 11/19/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, first lift, on garage walls on south wall to 41-811. - Installing all vertical rebar. 11/25/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, second lift, all garage walls. - Verified rebar placement. - Obtained one set of three mortar samples for conformance testing. 12/02/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, first lift, on house to 5'-4" above footings. - Verified rebar placement. WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICA11ONS Inspection performed by Coil Schmidt 642 Signature of Special Inspector Certification # cc: Cily of Carlsbad SeaBrlght Constr File CARL SCHMIDT REGISTERED SPECIAL INSPECTOR 3880 .Adams Sheet Cailad, CA 92008 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: Levy Residence FILE: R9A04 ADDRESS: 2401-Mountain View Drive, Carlsbad REPORT DATE: 01/04/99 PERMIT NUMBER: 8222ö MATERIAL TYPE, GRADE, SOURCE: C-90 Units; A-615 Steel; Type S Mortar. ' I;m:;- r Report 12/09/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, second lift, on house. - Verified rebar placement. - Lay-up of one set of three prisms for conformance testing. - Grouting of prisms will be completed 12/10/98/ 12/16/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, third lift, on house. - Verified rebar placement. - Ready for: grout. 12/29/98 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up to 19'-4" above foundation. - Verified rebar placement. - Ready for grout. WORK INSPECTED CONFORMS 'M1H APPROVED PLANS AND SPECIFICATIONS Inspection performed by: Carl Schmidt 642 Signature of Special Inspector Certification # cc: Cily or Carlsbad SeaBdght Constr File CARL SCHMIDT REGISTERED SPECIAL INSPECTOR 3880 Adams Street Carlsbad, CA 92008 Phone (619) 855-9252 SPECIAL INSPECTION REPORT STRUCTURAL MASONRY PROJECT: Levy Residence FILE: R9A1 6 ADDRESS: 2401 Mountain View Drive, Carlsbad REPORT DATE: 01/16/99 PERMIT NUMBER: 98-2220 MATERIAL TYPE, GRADE, SOURCE: C-90 Units; A-61 5 Steel; Type S Mortar. Inspeclion Date Report 01/04/99 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up at house 24' above footings. - Verified rebar placement in walls. - Vertical rebar drops will be installed tomorrow morning prior to grouting. 01/08/99 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up to 26' above footings at house walls. - lnstdlling reinforcing steel and beam seats. 01/14/99 Performed Structural Masonry Inspection. Location and-extent of work inspected include - Unit lay-up, two courses on east and west house walls to top-of-wall. - Unit lay-up of north and south radius walls on house to top-of-wall. - Verified rebar placement. WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS Inspection performed by:. Carl Schmidt 011 642 Signature of Special inspector Certification # cc: City of Carlsbad SeoBdght Constr File CARL SCHMIDT REGISTERED SPECIAL INSPECTOR 3880 Adams Street Cadsbad, CA 92008 Phone (619) 855-9252 SPECIAL INSPECTION, REPORT STRUCTURAL MASONRY PROJECT: Levy Residence FILE: R9A30 ADDRESS: 2401 Mountain View Drive, Carlsbad REPORT DATE: 01/30/99 PERMIT NUMBER: 98-2220 MATERIAL TYPE, GRADE, SOURCE: C-90 Units; A-615 Steel; Type S Mortar. Inspeclion Date - Report 01/29/99 Performed Structural Masonry Inspection. Location and extent of work inspected include: - Unit lay-up, first lift, at fireplace walls and unit lay-up to 3-4" at foyer and dining room pop out. - Verified rebar placement. WORK INSPECTED CONFORMS \MTH APPROVED PLANS AND SPECIFICATIONS inspection performed by: Carl Schmidt 642 Signature of Special Inspector Certification # cc: Clly of Carlsbad SeaBght Constr File CARL SCHMIDT REGIS1EREb SPECIAL INSPECTOR C) 3880 AdOrns Street Cadsbad, CA 92008 Phone (619) 855-9252 SPECIAL INSPECTION REPORT FIELD WELDING PROJECT: Levy Residence FILE: R913 12 ADDRESS: 2401 Mountain View Drive, Carlsbad REPORTDA1E: 02/12/99 PERMIT NUMBER: 98-2220. MATERIAL TYPE, GRADE, SOURCE: A-36 Steel; E7 1 1-8 & E7018'Electrodes. Inspeclbn Date Repeit 02/1 1(99 -Performed Field Welding Inspection. Locdtion and extent of work inspected include: - Visually inspected 191nt fit-up and welding of the following beam to column connections at second floor framing; eight top and bottom flanges of Wi 2x30 beams to W8x28 columns at master bedroom area, per detail 10/02. - Observed' certified welder for proper procedures and techniques. WORK INSPECTED CONFORMS WIN APPROVED PLANS AND SPECIFICATIONS Inspection performed by Car/ Schmidt 642 Signature of Special Inspector Certffiaflon # cc: City of Carlsbad SeaBdght Constr File COMPRESSION TEST REPORT \ KLEIN FELDER An ,mpIowe owned company Report To: Carl Schmidt President Carl Schmidt Inspection Services 3880 Adams St. Carlsbad, Ca 92008 File No: 51-4462-00-069 Project: Levy Residence &to1 M01An7LcLV , Isbo. MIX DATA Date: 03/02/99 Material : Grout Cement Factor, sk/cy Supplier : Palomar Transit Mix Max. Size Agg., in. Mix No : 342502 Admixtures: Spec. Strength, psi : 2,000 at 28 days .............. ....• ...... SAMPLE, DATA: Sampled From : Building 2401, Main House Lift Measured Specified Slump, in. : N/A N/A Air Temp.,F 2 : N/A N/A Mix Temp.,F N/A N/A Time : Air Content, % N/A N/A Set No : 1 Fresh Wt., pcf : N/A N/A 1-ASTMCI43 2-ASTMCI064 3-ASTMC23I 4-ASTMCI38 LABORATORY DATA ASTM C 39 4590B c*4cr, Revi w by: PlH s Lab ratory Manager KLEINFELDER 9555 Chesapeake Drive, Suite 101, San Diego, CA 92123-6300 619 541-1145 (619) 541-1645 fax Ticket/Load/Truck No : --/1/-- Sampled By : C. Schmidt Date Sampled : 12/10/98 Date Received : 01/06/99 Specimen (cylin) No Identification No Age, days Date Tested Dimensions, in Area, sq. in Ultimate Load, lbs Compressive Sir, psi Average Six, psi Remarks: . 28 28 01/07/99 01/07/99 6x12 6x12 28.27 28.27 150,000 154,500 5,310 5,470 5,390 4590A COMPRESSION TEST REPORT qKLENFELDER An employee owned company Report To: Carl Schmidt President Carl Schmidt Inspection Services 3880 Adams St. Carlsbad, Ca 92008 Material : Mortar Supplier : Job Mix Mix No : Type File No: 51-4462-00-069 Project: Levy Residence 21/01 t1pw1bsv... Ui'ec.) MIX DATA Cement Factor, sk/cy Max. Size Agg., in Admixtures: Date: 02/26/99 Spec. Strength, psi : 1,800 at 28 days .SAPLE DATA Sampled From : 2nd Lift Garage Specimen (cylin) No Identification No Age, days Date Tested Dimensions, in Area, sq. in Ultimate Load, lbs Compressive Str, psi Average Str, psi Remarks: cc e,,. da.*/sJ le I Measured Slump, in. I : N/A Air Temp.,F 2 : N/A Mix Temp.,F N/A Time : Air Content, % N/A Set No : 1 Fresh Wt., pcf : N/A 1-ASTMC143 2-ASTMCI064 3-ASTMC231 LABORATORY DAT*AsTM C-109 4517B 28 28 12/23/98 12/23/98 2 x 4 2x4 3.14 3.14 7,024 6,909 2,240 2,200 2,220 l Revi,eI by: atoMager Laboratory Specified N/A N/A N/A N/A N/A 4- ASTM C 138 Ticket/Load/Truck No : Sampled By : C. Schmidt Date Sampled 11/25/98 Date Received : 12/02/98 4517A KLEINFELDER 9555 Chesapeake Drive, Suite 101, San Diego, CA 92123-6300 (619) 541-1145 (619) 541-1645 fax COMPRESSION TEST REPORT k9 KLEIN F ELDER An employee owned company Report To: File No: 51-4462-00-069 Date: 07/08/99 Carl Schmidt President Project: Levy Residence Carl Schmidt Inspection Services 2401 f'QUJJTA'N V(LL. 3880 Adams St. Carlsbad, Ca 92008 -12.Zo Material : Concrete Cement Factor, sk/cy Supplier : Escondido Ready Mix Max. Size Agg., in. Mix No : 867p Admixtures: Spec. Strength, psi : 3,000 at 28 days Sampled From : Footing Measured Specified Slump, in.' : 4.00 4.00 TicketlLoadiTruckNo : 135882/1/383 Air Temp., F 2 : N/A N/A Sampled By : C. Reel Mix Temp., F : N/A N/A Date Sampled : 06/05/99 Time : 0750 Air Content, % N/A N/A Date Received :, 06/16/99 Set No : I Fresh Wt., pcf : 'N/A N/A 1 - ASTM C 143 2 - ASTM C 1064 3 - ASTM C 231 4- ASTM C 138 LABORATORY DATA ASTM C 39 Snecimen (cv[in) No : 5070A 5070B Identification No Age, days : 31 31 Date Tested : 07/06/99 07/06/99 Dimensions, in : 6 x 12 6 x 12 Area, sq. in : 28.27 28.27 Ultimate Load, lbs : 93,000 98,000 Compressive Str, psi : 3,290 3,470 Average Str, psi : 3,380 Remarks: cc: J by: Re Ph a is Laboratory Manager K 1. 1: 1N FE Li) ER 5015 Shoreham Place, San l)ieu, CA 92122 (619) 320-2000 (619) 320-2001 fax M E S SAG E REPLY IT- I IRA, gamrx'~*W1,* DIESEL PILE HAMMERS Technical data for Diesel hammer Model 06-32 08-22 -fl D19-32 025-32 03032 036-32 04632 062 -fl 080-23 0100-13 MaxImum batter 13 12 1012-n . . 12 1.2 J016 11:1 1:2 11:1 1:3 11:1 1:3 11:1 1:3 11:1 1 13 11:1 12 1:1 12 11:1 1:5 Piston weight lbs I= 1.762 2,820 3.528 . 4.100 5.513 5,615 7,938 10.143 14.600 19.500 23.612 Energy per blow: max/min (Adjustable) ft.lbs 10.50016.300 18.000/9.434 31,320/15.660' 40.200118.871 42.800/20.540 58.248129486 69.898/35.383 83.880/40.900 107,117/52260165.000178,960 325.0001126.192 300.000/157.743 Slows per minute: mm/max 39152 38152 36/52 36/52 37153 37/52 36/52 36/53 37/53 36/50 36145 34145 Consumption 13.04 Diesel fuel gal/hr 0.7 1.00 0.95 1.45 1.45 2.11 2.64 4.23 5.28 6.60 7.93 Lubrication oil gal/hr 0.16 0.26 0.26 .f 0.26 0.26 0.26 0.26. 0.61 0.61 0.84 0.17 0.77 Capacity Diesel fuel gal 5 5.28 6.34 8.45 8.45 17.70 17.70 23.51 23.51 25.86 95 40.95 Lubrication oil gal Ii 1.58 172 . 2.38 2.38 5.02 5.02 4.49 4.49 8.32 5 8.45 Operating weights - approx. I [36.085 Hammer lbs 3.570 4.000 5.130 . 1.156 17,483 1.65017.967 11J52112.370 12.855113,472 10.515117.375 18.72O19.580 26,113127.077 137.275 43.70.344.894 TrippIng device lbs 220 220 220 220 220 397 397 882 882 882 54 1.654 Tool box lbs 165 165 165 165 165 220 220 320 220 275 275 275 Dimensions a Length overall in 150.0 185.0 185.8 186.2 1862 207.1 207.1 208.1 208.1 232.6 244.1 244.1 ç a. Length over cylinder extension In - - - 219.3 219.3 246.0 246.4 247.4 247.4 272.0 283.5 283.5 b Impact block diameter In 13.8 13.8 15.1 ! 17.3 17.3 32.0 32.0 27.2 27.2 27.9 32.3 32.3 c Width over bolts in 22.1 fl0 22.0 32.0 22.0 30.1 30.7 34.6 34.6 32.6 43.7 43.7 - d Hammer width overall in 18.3 16.1 17.3 - 191 19.1 25.2 25.2 283 28.3 31.5 35.0 35.0 o Width for guiding-face to face in 12.1 12.6 12.1 12.6 12.6 21.2 21.2 25.2 25.2 22.0 31.5 31.5 Hammer center to pump guard in 122 IN 132 13.6 13.6 15.9 15.9 17.9 17.9 19.3 21.6 21.6 g Hammer center to bolt center in 9.6 9.6 9.6 1 11.0 11.0 9.2 9.2 10.8 10.8 15.0 13.8 13.8 h Hammer depth overall in 232 232 24.0 28.2 26.2 28.1 28.1 31.6 31.6 382 43.7 43.7 H Minimum clearance for leads - in 14.2 12.6 13.4 14.2 14.2 17.3 17.3 19.7 19.7 197 26.0 26.0 Pileco, Inc. PO. Box 16099 Houston, Texas 77222 USA Tel. (713) 691-3000 - Telex 762631 Call Toll Free 1-800-231-0421 (In Texas, Alaska, Hawaii and outside USA. 713/691-3000 collect.) I ( M. IMAC INC.1 DELM*O slRIc1 PIMC 91 4V UE AQ,U 1OfiE.CUFOA.Ø1q449 O 1 , 1(900) 745-36 March 19, 1990 Roy Myer Foundation P11; Inc. P.O. Box 1167 Fontana, CA 92335 RE: 33 Series pile driving hammers Dear Jerry: This letter is to inform you that the Debnag diesel hammer mode l ] 30-33has the same driving specifications as the Deisnag diesel hmrn model D30-32. Thp 33 model series hannners only deviation from the 32 model series baznmer is in the exhaust ports and will not effect the ener' level of the hammer. We are sorry for any misconceptions t h e c h a n g e i n s e r i e s n u m b e r s may have caused and we are always happy to provide you with any information you may need orgc W. Smith HOME OFFICE: P.O. BOX 19099. HOUrON. TEXAS 772 • (713) 91.3C -WATTS: 1-0421 or FAX- (713) 991 99 STROCTUR.AL & civu. CONSULTING STRUCTURAL CALCULATIONS ' PROJECT: LEA, Pt..Ar.J 4t An FL i t4 Fbiz4-,7A,-not4 ./oi- .SHCWF1 I?E 7b OJcj,L DESIGN ASSUMPTIONS: 7014.S .bA-TE. 7-/0- ? CONCRETE STRENGTH AT TWENTY EIGHT DAYS: ZC7 PSI MASONRY: GRADE "W CONCRIffE BLOCk 'M = /5L70 PSI MORTAR: TYPES 1800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: 95 AND LESS (U.O.N.) GRADE 60: 96 AND LARGER STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: fti4g 4 WIND FORCE: 70 FI1PI-, 60C, #2 #2 STUD OR BETTER REPORT BY: ir. 2)516,4 69Oc1P REPORT NO.: 971/el1-I SOIL PRESSURE: DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL & CLG. MISC. TOTAL ROOF LIVE LOAD SLOPING FLAT FLOOR DEAD LOAD WALL DEAD LOAD FLAT TNT. EXT. FLOORING INTERIOR 10 PSF PLYWOOD EXTERIOR 16 PSF JOISTS ENSUL. & CLG. MISC. TOTAL = 46 FLOOR LIVE LOAD INTERIOR 40 PSF BALCONY 60 PSF (U.O.N.) ZO EXIT WALKWAY 100 PSF These calculations are limited only to the items included hcrein, selected by the client and do not imply approval of any other portion of the Structure by this office. These calculations arc not valid if altered in any way, or not accompanied by a wet stamp and signature of IIW Engineer of Record. IS . • : . . ... ID 0 98J9c1 RW 9-7,*-9 3914 Murphy Canyon Rd. Suite MOO . San Diego. California 92123 . (619) 560.4383 . FAX (619) 5606842 EsGil Corporation 1n Partnership With government for Buifiing Safety DATE: October 22, 1998 - U APPI ICANT JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 98-2220 SET: II (REV) PROJECT ADDRESS: Mountain View Dr. PROJECT NAME: Levy Residence Trusses and Piles 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department sta f f . The plans transmitted herewith. have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. M The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. F-1 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: a l e ne Fax In Person ARKS II sheets of plans and the first sheet of calculations (including the plans and u ations for piles and trusses) shall be sealed and signed by the licensed engineer in the State of California, responsible for their preparation. Also the plans and calculations shall be reviewed (signed) by the Architect of record for compatibility with the building:design. By: Sergio Azuela Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 Pc 10/14 tmsmtidot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation 2n fL'artiiers/ip With government for !Bui(Iing Safety DOtober 13, 1998 JURISDICTION: Carlsbad PLAN CMCK NO.: 98-2220 '--PROJECT ADDRESS: Mountain View Drive SET:I PLAN REVIEWER I FILE PROJECT NAME: Levy Residence Trusses and Piles D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the.enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans areS being held at Esgil Corporation until corrected plans are submitted for recheck. F-1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has-been sent to: Bob Sukup 4322 Sea Bright Place, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation 0 GA Ej MB 0 EJ PC 10/1 trnsmtidot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 98-2220 October 13, 1998 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: Mountain View Drive DATE PLAN RECEIVED BY ESGIL CORPORATION: 10/1 REVIEWED BY: Sergio Azuela PLAN CHECK NO.: 98-2220 DATE REVIEW COMPLETED: October 13, 1998 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438- 1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Carlsbad 98-2220 October 13, 1998 3. Please indicate hers if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes ONO Provide a soils report which shall include all recommendations for the piles design as they are the recommended minimum depth, bearing value, etc. Provide a copy of the ICBO report NER-QA231. This report is in reference to the Quality Control Inspections required by the ICBO report FA-295 provided. 'Provide shop drawings for the piles, including, total length for each pile, connections between the piles and the grade beams, etc. Structural calculations for the piles shall include the forces imposed on the pile by the supported structure. I can't find where in the structural calculations provided are the vertical and lateral forces imposed by the supported structure. Additional corrections may follow. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. Carlsbad 98-2220 October 13, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2220 PREPARED BY: Sergio Azuela DATE: October 13, 1998 BUILDING ADDRESS: Mountain View Drive Levy SFD trusses and piles BUILDING OCCUPANCY: R-3 & U-i TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER ($3 Time 13 hrs. I $ 87.15/hr. 1 $261.45 I 1991 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 502.79 1991 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ 326.81 Type of Review: D Complete Review Z Structural Only Hourly 0 Repetitive Fee Applicable 0 Other: Esgil Plan Review Fee: $ 261.45 Comments: 3 hrs. @ $ 87.15/hr = $261.45 Sheet I of I macvatue.doc 5196 EsGil Corporation 1n Partnership with government for Bui(1ing Safety DATE: September 28, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2220 SET: II PROJECT ADDRESS: Mountain View Drive PROJECT NAME: Levy Residence SFD/Guest House/Garage & I jIcAT U PLAN REVIEWER U FILE LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in the attached list are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is, for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by:• ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation 0 GA 0 MB D EJ 0 PC LOG tmsmti.ot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 98-2220 II September 28, 1998 Applicant shall provide a "Special Inspection Program" to the Building Official. icant shaH clearly indicate on the plans EsGil Corporation 2n fPartners/iij, with government for BuiI1g Safety DATE: September 4, 1998 O APPLICANT JURISDICTION: Carlsbad O PLAN REVIEWER 0 FILE PLAN CHECK NO.: 98-2220 SET: II PROJECTADDRESS: Mountain View Drive PROJECT NAME: Levy Residence SFD/Guest House/Garage E The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. O The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. O The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Melving Dalto MacGee 1530W. Lewis St., San Diego, CA 92103 Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person 0 REMARKS: By: Sergio Azuela Esgil Corporation [:3 GA DCMDEJ DPC Telephone #: Fax #: Enclosures: 8/25 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 98-2220 II September 4, 1998 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: Mountain View Drive DATE PLAN RECEIVED BY ESGIL CORPORATION: 8/25 REVIEWED BY: Serio Azuela PLAN CHECK NO.: 98-2220 SET: II DATE RECHECK COMPLETED: September 4, 1998 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes L3 No Carlsbad 98-2220 II September 4, 1998 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS EXPANSION/EPDXY ANCHORS YES S-PLANS Please include the above special inspection if the bolts shown on detail 8/SD2A are epoxy bolts. Applicant shall provide a "Special Inspection Program" to the Building Official. This correction will be resolved by the Building Department. 16. Cable railing tension shall be specified on plans. Also structural calculations shall be provided to determine that the maximum actual deflection of the cables is "0" and clearly specify on plans how the applicant intends to maintained the cable tension. Carlsbad 98-2220 II September 4, 1998 17. Provide stairway and landing details. Sections 1006.3, 1006.15 and 1006.2. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. Clearly show it on plans for all stairways (interior and exterior). This was not shown on plans. 30. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report on page 11). No response was provided for this correction. 33. The correction response for this correction is adequate. However, I can't find the specifications for 2X6 @ 12" 0/c (as recommended in the structural calculations) on the plans. Please clarify and clearly show it on the plans. 35. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 52. The required note was not provided. Original correction is still applicable. See original correction list. 54. Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 4797. Please provide complete construction details, structural calculations, specifications and cross reference from details to plans for all piles. Please provide structural calculations for all steel beam to column connections, as well as for beam to CMU wall connections (see detail 8/SD2A). Structural calculations shall be signed by the structural engineer. If you have any questions, please contact Sergio Azuela of Esgil Corporation at (619) 560-1468. Thank you. City of Carlsbad THE INFORMATION LISTED BELOW MUST BE SHOWN ON THE TITLE SHEET OF THE PLANS SITE ADDRESS LEGAL DESCRIPTION ASSESSOR'S PARCEL NUMBER . PROPERTY OWNER . DETAILED DESCRIPTION OF WORK QUANTITY OF GRADING IN CUBIC YARDS CONTACT PERSON - NAME AND DAYTIME PHONE NUMBER BELOW, PLEASE CIRCLE ANY PLANNING COMMISSION OR CITY COUNCIL ACTION ON THIS PROPERTY: VARIANCE CONDITIONAL USE PERMIT TRACT OR PARCEL MAP PLANNED DEVELOPMENT REDEVELOPMENT PERMIT. SITE DEVELOPMENT PLAN SPECIFIC PLAN PLAN CHECK NUMBER 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 (619) 438-1161 • FAX (619) 4380894 4797 EsGil Corporation 1n fPartnersscir with government for Building Safety DATE: July 27, 1998 0 APP ICANT JURIS JURISDICTION: Carlsbad LAN REVIEWER 0 FILE PLAN CHECK NO.: 98-2220 SET: I PROJECT ADDRESS: Mountain View Drive PROJECT NAME: Levy Residence SFD/ Guest House/Garage LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes: LI The plans transmitted herewith will substantially. comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Melvin Dalto MacGe.e 1530W. Lewis St., San Diego, CA 92103 Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation 0 GA 0 CM 0 EJ 0 PC 7/16 trnsmtl.dot I 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 98-2220 July 27, 1998 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 98-2220 JURISDICTION: Carlsbad PROJECT ADDRESS: Mountain View Drive FLOOR AREA: Dwelling 2,713 SF Garage 1,633 SF Guest House 577 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 7/13/98 DATE INITIAL PLAN REVIEW COMPLETED: July 27, 1998 FOREWORD (PLEASE READ); STORIES: 2 & 3 @ Guest House HEIGHT: 24' & 30' @ G. H. DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/16 PLAN REVIEWER: Sergio Azuela This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the p!ans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3lorw.dot Carlsbad 98-2220 July 27, 1998 . PLANS Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building. Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1994 UBC, UMC and UPC and the 1993 NEC. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION .FIELD WELDING EXPANSION/EPDXY ANCHORS STRUCTURAL MASONRY PILES/CAISSONS REQUIRED? REMARKS YES SOILS REPORT YES S-PLANS YES S-PLANS YES S-PLANS YES S-PLANS 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 98-2220 July 27, 1998 . FIRE PROTECTION 5. Show locations of permanently wired smoke detectors with battery backup: Inside each bedroom. Centrally located in corridor or area giving access to sleeping rooms. On each story. When sleeping rooms are upstairs, at the upper level in close proximity to the stair. In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. . GENERAL RESIDENTIAL REQUIREMENTS Please identify the windows on the Floor Plan according to the window schedule identification symbol and letter. Additional corrections may follow. 6. Sleeping rooms shall have a window or exterior door for emergency escape. Sill • height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. Please clearly show on plans the window size and type at the Guest House Bedroom. 7. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. Please clearly show the size of the openable panels for the doors and windows with multiple panels shown on the window schedule as: E, D, G, H, etc. 8. Provide mechanical ventilation capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if required openable windows are not provided. Section 1203.3. Clearly show it at the Garage Bathroom, or show the window on the East side elevation to have an adequate openable area. 9. Note that the discharge point for exhaust air will be at least 3 feet from any opening which allows air entry into occupied portions of the building. Section 1203.3. 10. Ductless fans cannot be used in bathrooms if a tub or shower is present. Section 1203.3. Carlsbad 98-2220 July 27, 1998 11. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for. hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walkihg surface. d) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: Exposed area of an individual pane is greater than 9 square feet, and: Exposed bottom edge is less than 18 inches above the floor, and: Exposed top edge is greater than 36 inches above the floor, and: One or more walking surfaces are within 36 inches horizontally of the plane of the glazing. e) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. Please clearly indicate on the plans which are the particular windows and doors that shall have safety glass. 12. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." 13. A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor area in the room below. The mezzanine floor must have a clear height of"7 feet, above and below, and must have the long side open to the room below except for posts and protective walls or railings not exceeding 44" in height. Section 507. 14. The loft you show does not comply as a mezzanine floor and is, by Uniform Building Code definition, a story. Section 507. Carlsbad 98-2220 July 27, 1998 EXITS, STAIRWAYS, AND RAILINGS 15. Required exit doorways shall be not less than 36" in width and not less than 68" in height. Section 1004.6. Clearly show it on plans for door 12 at Living of Guest House. 16. Guardrails (Section 509.1): Shall have a height of 36". Shall be detailed showing adequacy-of connections to resist the horizontal force prescribed in Table 16-B. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Provide construction details, specifications and cross reference from details to plans for each guardrail (interior and exterior). 17. Provide stairway and landing details. Sections 1006.3, 1006.15 and 1006.2. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. Clearly show it on plans for all stairways (interior-and exterior. 18. Handrails: Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. All stairs shall have handrails terminating in a newel or safety post. Section 1006.9. Provide construction details, specifications and cross reference from details to plans for each handrail (interior and exterior). 19. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 1006.9. 20. Every stairway landing shall have a dimehsion, measured in the direction of travel, at least equal to the stairway width. If a dOor occurs at the landing, such dimension need not exceed 36 inches. Sections 1006.7 and 1004.10. Please clearly show it at the intermediate landing of the exterior stairway on the North side of the Guest House (see sheet A - 7). Carlsbad 98-2220 July 27, 1998 . ROOFING Specify roof material and application. Chapter 15. Please clearly Show on plans the minimum underlayment for the Comp. Shingles. Show attic ventilation Minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. Please show it at the Garage (if the Garage is provided with an attic space). Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. Please show it at the Garage (if the Garage is provided with an attic space). . MASONRY Provide fireplace construction details or note construction to be per attached fireplace standard drawing. Chapter 31. Show height and construction details of all masonry or concrete walls. Chapters 21 and 19. Please provide a complete section view of the CMU walls from foundation to roof sheating including the lateral supports and connections provided at the floor levels. Show floor and roof connections to masonry and concrete walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 1611. Where flexible diaphragms provide lateral support for walls, the value of Cp for anchorage from UBC Table 16-0 shall be increased 50% for the center one-half of the diaphragm span. See footnote 3 in Table 16-0. GARAGE AND CARPORTS 28. Garage requires one-hour fire protection on the garage side of walls and ceiling com1non to the dwelling. Table 3-13, Section 302.4. Carlsbad 98-2220 July 27, 1998 . FOUNDATION REQUIREMENTS 29. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 30. Provide a letter from the soils engineer confirming that the-foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report on page 11). 31. Show minimum underfloor access of 18" x 24". Section 2317.3. 32. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close tocorners as practical and shall provide cross ventilation on at least two approximately opposite sides. Section 2317.7. . FRAMING 33. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 10'; Non-bearing: 2 x 4 max. 14', 2 x 6 max. 20'. Table 23-1-R-3. Exterior walls of the stairway well of the Guest House @ the 2nd to 3rd. floors. 34. Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2324. Connections for all W8X28's are missing on plans for the column-to-footing and column-to-beam at the first floor level. 35. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 36. Per UBC Section 2343.6, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within .2 feet of the center of the span on the face of the bottom chord: Identity of the company manufacturing the truss. The design load. The spacing of the trusses." Carlsbad 98-2220 July 27, 1998 . MECHANICAL (UNIFORM MECHANICAL CODE) Show the size, location and type of all heating and cooling appliances or systems. Additional corrections may follow. Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 31 02.3.8. Note on plan: Gas vents and noncombustible piping in walls, passing through three floors or less, shall be effectively draft stopped at each floor or ceiling. UBC, Section 711.3. . ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Note on the plans that receptacle outlet locations will comply with 1993 NEC Art. 210-52(a). Show on the plan that ground-fault circuit-interrupter protection complies with 1993 NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors and within '6 feet of a kitchen sink. . PLUMBING (UNIFORM PLUMBING CODE) Show water heater size, type and location on plans. UPC, Section 501.0. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Uniform Plumbing Code". Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. Show that water heater is adequately, braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.0 . ENERGY CONSERVATION The regulations require a properly completed and properly signed Form CF-IR to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. Carlsbad 98-2220 July 27, 1998 All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR. Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". Show the make, model, type and efficiency of the space heating (or cooling) system. . CARLSBAD S.F.D. & DUPLEX SUPPLEMENT New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note that two 3/4" copper pipes must be installed tothe most convenient future solar panel location when the water heater is not in a one story garage and is not directly below themost south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 4797. . MISCELLANEOUS Provide approved decking material (include the ICBO # or UL #) for the deck on the South side of Master Bedroom. Please clearly show on plans the continuous and spread footings under the deck areas on sheet S4. Please clearly show the spread footing construction detail, size, specifications and cross reference from detail to plans for the spread footing under the W8X28 column. Also show it for the spread footings at the Garage. Please provide complete construction details, structural calculations, specifications and cross reference from details to plans for all piles. Please provide, structural calculations for all steel beam to column connections, as well as for beam to CMU wall connections (see detail 8/SD2A). Additional corrections may follow. Carlsbad 98-2220 July 27, 1998 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: . Yes L3 No, L3 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. Carlsbad. 98-2220 July 27, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-2220 PREPARED BY: Sergio Azuela DATE: July 27, 1998 BUILDING ADDRESS: Mountain View Drive Levy SFD/ Garage/ Guest House BUILDING OCCUPANCY: R-3 & U-i TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION VALUE (ft.2) MULTIPLIER (s) Dwelling Main House 2,713 Garage 1,633 Guest House 577 308,035.00 (City valuation) Air Conditioning Fire Sprinklers TOTAL VALUE 308,035.00 1991 UBC Building Permit Fee L1 Bldg. Permit Fee by ordinance: $ 1,932.25 1991 UBC Plan Check Fee IJ Plan Check Fee by ordinance: $ 1,352.58 Type of Review: Complete Review E1 Structural Only 0 Hourly M Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 703.34 Comments: Sheet I of I macvalue.doc 5196 2075 LAS PALMAS DR Ph, (760)438-1161 ext 4503 FAX(760)438-0894 Fax To: Bob Sukup From: Patrick Kelley Fax: 720-0098 Pages: 1 Phone:same Date: September 15, 1998 Re: Levy Res. Handrails CC: 0 Urgent x For Review 0 Please Comment 0 Please Reply 0 Please Recycle Comments: Bob - Turnbuckle type tensioner looks fine. Calc's should not be necessary. Please give plan checker a copy of this memo. FROM : THE SEA BRIGHT CO PHONE NO. : 619 720 8898 the Sea Brisht a m p a n y Sep. 15 1998 86:15AM P1 Facsimile Transmittal Letter Please deliver the following pages to: NAME: We are transmitting a total of pages (in addition to this transmittal letter). FROM: DATE: 9J TIME: REF: kM (LdL* ',S z ZO ILL Pat icL) pJjL pJ 1LJ SG L For your future reference, our facsimile telephone number is (léO )t2OOO98. (If you do not receive a 'r =,, when you dial this number please call O)72O-OO98.) AJ 4AA4 via oX 1" 0. C TL au4i A•• ~Vr 1 4 ' A aJL '2&&QA t) OL 1JAAJ f\ QVt4JLUY & Engineering • Management Gener2! cornracing • Development 4322 Sea Bright Place 9 Carlsbad, CA 92008 • Telephone/FAX 760-720-0098 FROM THE SEA BRIGHT CO PHONE NO. 619 720 099 Sep. 15 1998 0616AM P2 9-9--1998 3: 3PM FROM MEN ARCHITECT 6192601 112 P.4. Carlsbad 98-2220 U September 4, 1998 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS EXPANSION/EPDXY ANCHORS YES S-PLANS Please include the above special inspection if the bolts shown on detail 8/SD2A are eoxv bolts. 4. Applicant shall provide a "Special Inspection Program to the Building Official. This correction will be resolved by the Building Department. S. Cable railing tension shall be specified on plans. Also structural calculations shall be provided to determine that the maximum actual deflection of the cables is UOW and clearly specify on plans how the applicant intends to maintained the cable tension. PHONE NO. : 619 720 0098 Sep. 15 1998 06:1 '4 FROM : THE SEA BRIGHT CO IN SAM P3 - I .. ..... .... .o.....ft9.:... :. kI-JIci . ...... 4c I NA ..'•!.•... a ILI City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: /0- J PLANCHECK NO.: CB' P O BUILDING ADDRESS:Ad- &gaeh~- PROJECT DESCRIPTION: F.D ASSESSOR'S PARCEL NUMBER: EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. DENIAL Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: A Right-of-Way permit is required prior to construction of the following improvements: By: Date: - By: Date: FOR OFFICIAL USE ONLY B7 '7. 777&X#1k,D ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT' oe Date: ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: Michele Masteràon City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161, ext. 4315 CFD INFORMATION Parcel Map No: Lots: Recordation: Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet Sewer Fee Information Sheet A-4 Plancliack Cklsl BP000I Fan,, MM.doc Ray.O9IO3I075 Las Palmas Dr. • Carlsbad, CA 920091576. (619) 438-1161 • FAX (619) 438-0894 19 BUILDING PLANCHECK CHECKLIST 71 2N01 3RDI SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow . D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements i,- F. Right-of-Way Width & Adjacent Streets G. Driveway widths L-- 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 11 U 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE U U 4a. Project does not co Project No.0 fl with the jqllowing Engineering Conditions of approval for U U 4b. All conditions are in compliance. Date: P Ptantheck CkIst BP000I Form MM.doc Rev. 09103197 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 1ST" 2ND/ 3RDI El 5. Dedication for all Street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 0 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the - construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: - Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 0 0 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: Plantheck Cklst BP000I Foam MMdoc Rev. 09103197 BUILDING PLANCHECK CHECKLIST 15t/ 2nd/ 3rd/ U U U 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: U U U 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occuøancv. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. U U U 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). U U U 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: - Date: U U U 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) U U 7d.No Grading Permit required. U U U 7e.lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS U U 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: Q4t.c1 V 61 H:WORODOCSCHKLSTWuIIing Plandieck dust BP000I Fann MM4cc 4 Rev. 09103t97 BUILDING PLANCHECK CHECKLIST I st/ ,ind/ 3' çV U U 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. U U U 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: U U U 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. U 12. U11equired fees are attached U No fees required U U U 13. Additional Comments: lip Planchecic CktsI 9P0001 Form MM.doc Rev. 09103197 LAvj Rrsde&,cr ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: mon-Im& (Ci t'LtJ Bldg. Permit No.c ? Prepared by: frT)r4Vl'-._ Date: /_/5 Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: .S FID Sq. Ft./Units: Types of Use: 3f _c..( Sq. Ft./Units:I ADTCALCULATIONS: List types and square footages for all uses. Typeso f Use: S F D Sq. Ft./Units: I ADTs: I, Types of Use: S B Sq. Ft./Uñits: 1 ADT's: / FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District1, reduced Traffic Impact Fee) 1r1'ARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X. NO. UNITS:______ IJ34RAFFIC IMPACT FEE ADTs/UNITS: X FEE/ADT: 70 =s 17 40 P&.—B--RIDGE AND THOROUGHFARE FEE (DIST. #1 DIST.. #2 DIST: #3 ADTs/UNITS: X FEE/ADT:________ f9CILITIES MANAGEMENT FEE ZONE:_________ UNITISQ.FT.: X FEE/SQ.FT.IUNIT:_________ th-'5. SEWER FEE PERMIT NoSLi 3709 BENEFIT AREA: X../IfröRAINAGE BASIN:______ EDU's: X FEE/EDU:________ V'T SEWER LATERAL ($2,500) DRAINAGE FEES PLDA________ _______ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. EDU's: EDU's: I ACRES: 4..7 x =5Oc HIGH _ FEE/AC:_147 - 45'7 - TOTAL OF ABOVE FEES*: P:DOCSMISFORMSFEE CALCULATION WORKSHEET REV 7/13/98 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 9 6 Z2 Address Roun4col \J .&j Planner ____ Phone (619) 438-1161, extension 4325 Type of Project and Use: Project Density:____________________ Zoning: General Plan: Facilities Management Zone: CFD (in/nitfi #Date of participation: Remaining net dev acres:______ Circle One (For non-residential development: Type of land used created by thispermit:_______________________________________________ Legend: Z Item Complete 0 Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: ZrJ/ Compliance with conditions q approval? If not, statepnditi9çs which rpque action. Conditions of Approval: rC-ZcO '-I3) w ecu veec ci'..- #Yt we I1 r)() cMt* c1d c-e (P en" Action Required: YES NO Fit TYPE D __ APPROVAL/RESO. NO. 433 2 DATE((44f(hg Wecz4l~ PROJECT NO. q-7-5-5, /'7)u '-O OTHER RELATED CASES: Compliance with conditions or app oval? If n?t. Xate conditions which require action Conditions of Approval: _4t N8. 1c 17 L( (i E Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES_ NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES - NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO____ (Enter CB #;.UACT; NEXT 1 2; Construct housing YIN; Enter Fee Amount (See fee schedule for amount); Return) —p . Site Plan: E 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. E E E 2. Provide .legal description of property and assessor's parcel number. Zoning: E EF1 Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required . Shown Rear: Required Shown Aócessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown E 3. Lot Coverage: Required Shown L1 77 4. Height: Required Shown . U U •. I I. - -I - I. - •-e -. I NO ff # OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE_________ ROOF DEAD LOAD FLOOR DEAD LOAD SLOPING EI ROOFING Ivm 2o FLOORn4G36f 37.5 PLYWOOD Ift' 1.5- PLYWOOD 34' JOISTS Z,e24 1-:5r JOISTS 77'7Zl Z.5 p,t p INSUL. & CLG. 5 ,a INSLJL & CLO. 1. 5 MISC. z.o MISC.. 210 TOTAL 1Z.0 12.0 TOTAL 46-0 ROOF LIVE LOAD FLOOR LIVE LOAD WALL DEAD LOAD INTERIOR 10 PSF EXTERIOR 16 PSF b.L I'i'Pl4 :3.1 3/'i'LY 2r nhI 2 EXT. Uoo.W ~TZ.TA..RBNGINBERiNG. STRUCTURAL C. CIVIL COFISULTING STRUCTURAL CALCULATIONS r'.' PRojEcr Levy R4c. DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 15co 'i'I z MASONRY: GRADE "N CONCRETE 13LOCk F' M = 1500 pSI . OFESS MORTAR: TYPE S 1800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: 95 AND LESS (U.O.N.)-- GRADE 60: 46 AND LARGER .1' lu 3/3 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: 2Z4 4 WIND FORCE: 7o r'ip - DESIGN LOADS: it j #2 jf STUD OR BETTER REPORT BY: 1I-4RH6 bs1c,t4 (Ra - REPORTNO.: 71tp1!-i SOIL PRESSURE: SLOPING I o .o INTERIOR 40 PSF FLAT ,zb.o BALCONY 60 PSF (U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and Signature of tlu Engineer of Record. 3914 Murphy Canyon Rd. Suite MOO - San Diego. CaliFornia 92123 • (619) 560.4383 - FAX (619) 560.8842 I LI VE-12,71C AL AAL'.I'5I ois-r D3k4 J= V = 3ZO# i ,,- Co (MM4 DEG) 4. ?7A11) E6-J I. JL1 4o8 fo(JO) 32+33s pj: • i.-.zcoc(O'I) 05o • - 9 & 141 W &t •t - -:44<, LI r1A,J',JE- F-1 I DI5r Dvr-4 .A b' ) t4O(z47 /3qzI IoO '/.P = /. 5(/co - 4 z ,• : Sr 23. A?•11 bsI&s4@ I III t3T- 1 " r z4' ((1IN 5(p1(p Z. (A?-(AJ, 9s .71' £57c&Af J1 : .5II: 45J) J4, 4j:f LA-TEIL A4kt , c. er-i f7741& 3 \// 764bo= 5139~t S139/'(, 907 57Q4Ae, A-XIS OL.U-M,J 2EfrSJ F- FLooR.. Atiiu-4C F_ot w1- (44 .f-4o7. 33W') 111.4 jL - (4° •)/.3) 7f5$ 7ic P1 5EAr iDsir-\ j c.44 Ap-= Z3. ( ni 5L 4n- .3 -4tz 15o,,qu-A - -avrw4. (B-4 1I'/rji /ft Ism c &)- )U.)*2 P- tw'(' 570c:1 N.) t 73O tt'z. 37M1 S12,7 S7 : +7 I.SL c$- 54 x14 PL '107-+- Ao77 C+'-Ec4c 11 2-k,0t o' 3C3'(i4 Zo3 PSI Z%II.3?5 A- _9 z&3-3 AM Dc 3' 1 lot , 53? 17'? /0035 "- 'i372 CP 4 Fo-rior- j2 ck4 (TPAL) Rx- p ) t z%) + 3? 30% Igi I cJZ9 53s,2.953w ____ t1lZ446,' /.71,4 4r (d-f) - z4 c(33 44O ,44 T t 67, 7-67. 2' / A 1)3tP PT. = co. O tk,4,'4P4 $tfAt Fir4f. vs. . 3 Ite 77S N1Aso ,4( 1Jsk-4 g-,E-mgS: thJIkL.L tIT. + J4U 5.oL-ib T p 70r4cw, LAP. 3E1st4 V R ' 0. i3 14 727,4L- & 4C,.7c)L ALc4 S7s PSI j,5!Q pS - ooPS, fc- oI 4 _: __ Z. 76 y7 7:;q7Fr bLAt LoAt>= iz I_I v SO TSF Rc& 4&rs 15L co L.L. r71E.- P.L. Il rd LL.. s 4o HO fr-iSP. (p QALI- rmc-t Ario = Z6. 3O I10 $LjJbR 4cLL ?kci4 33 30 SLE,JbiP- JU pc&> L ;a DL 1/7 (,4L LJ1, - •• t1c,t z-6(8.3-) - 1&97" hILL. - 3o (s.3-,>) rk z)J -36-?S JeJ toA )>wS L im L-O/b &WP of WtL = (006 /c?7-f- 3/- o59 DCAD s 56rM1r, LoA , - = J2O5. M .s(l97)*z-.5--= Z451+ -fr 515t41 . kl(LL 6üvF9J. Of T-y Mu4IMQt/? Ai-,iou,- oF IiJ/. A .?,OXII43 As . bR . 076 -zf.3) O.Q?bYp-7 f1,.",. Ci ,4 &z33.,/fr 4 Z+"o.c. £fr A-se0.10 9. 33.3 .,,j7 -y- > 0.279 i P4i,osJ 7Le 43 I= /FA/L tH B4#'4 S-TS$ tO 7b APPLI-1 ro,,iE,41S (&. ,3)(as 9): &0 j -c 4ol PSI: I 233 /- - .,- 40 I )1014 II co- C) $ck.LL Vertical Loads Uniform Dead Load = 96.0 plf Uniform Live Load = 128.0 plf Ecc. = 0.00 in (Roof Load) Concentric Dead Load = 0.0pLf Cuncentric Live Load = 0.0 p11 (Roof Load) Lateral Loads Point Lateral Load = 0.0 il .Height from Base = 0.00 It (this is a Seismic Load) Uniform Lateral Load = 36.0 plf Distance to Bottom = 0.00 It Distance to Top = 25.30 It (this is a Seismic Load) HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON RD. 0100 SAN DIEGO, CA 92123 (619) 560-4383 FAX (619) 560-8842 SLENDER MASONRY WALL DESIGN Description Title: Scope: Job #: Designer: Misc: Date: 07/08/98 MAIH 1'ADENC. Wall Data Wall Height = 25.50 It Thickness = 12.00 in Rebar Size N 5 Rebar Spacing = 16.00 in Place Rebar a Edge of Wall Seismic Factor:ZICp = 0.300 Wind Load = 0.00 psi Use Medium Weight Block Material Data Va = 1500 psi Fy = 60000 psi Wall Must Be Solid Grouted No Special Inspection Wall Wt. Factor = 1.000 Phi = 0.80. Depth To Steel = 9.00 in Wall Weight = 124.00 psi Summary Seismic Wind Fy fl-n * Phi : Moment Capacity = 106665.0 in-il 106665.0 in# M-u: (.90+1.43E),(0.9D+1.3W) 104616.9 in-il 0.0 in-il (1.05D+1.275L)+[1.403E or. 1.275W]= 103069.7 in-N 0.0 in-il Max. Overstress . = 0.000 OK 0.000 ALlow Deflection: 0.007 * Ht. = 2.14 in 2.14 in Max. Iterated Service Load Defl. = 1.12 in OK 0.00 in ActuaL Height/Deflection Ratio = 272.77 . 0.00 ActuaL Reinforcing : As / (b*d) = 0.0022 0.0022 Allowable Max. = 0.5 * Rho:Bal = 0.0053 0.0053 Actual Axial Stress: (Pw + Po) / Ag= 11.65 psi 11.65 psi - . Allowable Axial Stress: .04 * Va = 60.00 psi . 60.00 psi Factored Load Stresses Service Load Deflections Basic Mu w/o P-Delta 102013 in# 0 in# Basic Moment w/o P-Delta = 71338 in-il 0 in-N Basic Dell. w/o P-Delta = 2 in 0 in Basic Deft. w/o P-Delta = 1.084 in 0.000 in Moment in Excess of Ncr = 75843 in-il 0 in-il Moment in Excess of Mcr = 45168 in-il 0 in-il Max. Iterated Deflection = 1.78 in 0.00 in . Max. Iterated Deflection = 1.12 in 0.00 in Max. Iterated Moment = 104617 in-il 0 in-il Max. Iterated Moment = 73165 in-il 0 in-il - Vertical Load Summary - Analysis Values Dead Load 0 Mid Ht. = 1677.0# Equiv Solid Thick. = 11.60 in Mn=Phi*Aseff*Fy*(d-a/2).... Live Load 0 Mid Ht. = 0.0il Gross Area = Thk*12in = 144.00 in' Wind = 106665 in-il 0.9 * Dead Load = 1509.3 il Asteel = 0.233 in Seismic . . = 106665 in-il 1.05 * Dead Load = 1760.9# Asteel/02 * d) = 0.0022 Em : 750 * fm = 1125000 psi 1.275 * Live Load = 0.0# As-eff = (Pu+As*Fy)/Fy.... n: 29006 / Em 25.78 - Lateral Load Summary Wind . = 0.262 in. Fr : 2.5 *1m.5 = 96.82 psi 1.3 * Wind = 0.00psf Seismic = 0.262 in' (Use 2.5:Partial. 4.0:Full.Grout) 1.7 * Wind = 0.00 psf a : wind = 1.027 in. S-gross . = 270.3 in3 Seismic * WalL Wt. = 37.20 psf 'a : seismic = 1.027 in S * Fr (cracking) . 26170 in-il 1.43 * Seismic = 53.20 PSI igross = 1571.0 in-4 1.87 * Seismic = 5.80psf . Icracked : Wind = 416.9 in4 Icracked : Seismic = 0.0 in-4 :.t?1L) SOLID 600TE1,) sc! Ic tto.c. Lv) ,44 c qA Software (c) 1983-94 ENERCALC Engineering Software Licensed to: SRN: HOROWITZ TAYLOR ENGINEERING Title: 3914 MURPHY CANYON RD. #A100 Scope: SAN DIEGO, CA 92123 Job #: (619) 560-4383 Designer: FAX (619) 560-8842 1Misc: IDate: 07/08/98 MASONRY WALL DESIGN &1- i Description Design Data Wall Data Va = 1500 psi Clear Span Ht. = 9.00 ft Wall Thickness (nominal) = 8.00 in Fs = 20000 psi Parapet Height 0.00 ft Rebar Size N 5 For calc of Em = f'm * 750 Uniform Dead Load 180.00 plf Rebar Spacing = 16.00 in Em = Mult. & f'm = 1125000 psi Uniform Live Load 300.00 plf Place Rebar @ Center of Wall n : Es/Em = 25.78 Uniform Load Ecc. = 0.00 in Use Normal Weight Block No Special Inspection --- Roof Load Wall Wt. Multiplier = 1.000 WaLL Must Be Solid Grouted Axial DL @ Top of WaLL 0.00 pLf Rebar Area . = 0.233 in' Seismic Factor = 0.300 Axial LL @ lop of WaLl 0.00 pIf Wall Weight = 84.00 psf Wind Load = 12.00 psf ---' Roof Load Equiv SoLid Thickness 7.60 in Load Duration Faccor = 1.330 Bar Depth 'd' = 3.75 in Summary Stresses (psi) Bending Stresses Axial fb/Fb + Top of WaLl: Moment Axial Steel Masonry Stress fa/Fa Dead + Live = 0 in-N 680.0 N 0 psi 0.0 psi 5.3 psi 0036 ' 1.00 OK Dead+Live+Wind = 0 in-fl 180.0# Opsi 0.0 psi 2.0 psi 0.014 ' 1.000K Dead+Live+Eq. = 0in-# 180.0# Opsi 0.0 psi 2.0 psi 0.014 <= 1.000K Btwn. Base & Top of Wall: Dead + Live = 0 in-N 858.0N Opsi 0.0 psi 9.4 psi 0.065 ' 1.000K Dead+Live+Wind = 1458 in-N 558.0# 1929 psi 49.9 psi 6.1 psi 0.244 < 1.000K Dead+Live+Eq. = 3062 in-N 558.0 N 4052 psi 104.7 psi 6.1 psi 0.465 < 1.00 OK (Note!... Floor LL onLy incLuded w/Earthpuake/Wind Allowable Stresses Allow Axial = .2*f'm*C1_(h/42t)3]*(0.5 if w/o SpeciaL Insp.) = Allow Bending Masonry : .333*f'm*(.5 if w/o insp) 2,000 = Steel = Maximum Allowable Moment w/o Axial Load = Maximum Allowable Axial Load w/o Moment = np = 0.1332 j = k:(np2+2np).5-np = 0.3998 2 / k j = Loads & Moments 145.02 psi Axial + Uniform D.L. = 180.0# @ uiid-ht 247.5 psi Axial + Uniform L.L. = 300.Q# mid-ht 20000 psi WaLl Weight = 378.0U# @ mio-ht 7237 in-N Ecc. D.L. Moments = 0.00 in-N @ top 13226 N = 0.00 in-N & mid-b 0.8667 Ecc. L.L. Moments = 0.00 in-N @ top 5.771 = 0.00 in-N @ mid-b Wind Mom. @ Mid-Ht = 1457.9 in-N Seismic Mom. @ Mid-Ht 3061.8in-N ,j 5044i> 6ACUT&j> .Ls-f1 2 c. Lv) .5oftr 0 1983-94 ENERCALC Enginserir.g Seftware Licensed t: SR. Li-- Dic z_(,= %, I; 4: Ic'cWt' VEP4AtL 1I,JE.L DE-?TH A . - o3 4 - k O 3 MA-A. A.AC-rr/ tE.,JS,E.. PE/4t. - Z+8&7'' ok. t'l,1AJr Wr( OF rA, c's (2-st(. 33X ei2)'7 'Z7 - 2c • !( ,ç4I)< ______ ic''-J 57PEs 7? - .. P5I U r 21 4; V ________ 3c (2 ) . (,'Sf-PAIIJ. 27 S-5- S#.- gai6n /0 cc (FL OS 14 -4t a 4, &" O /•: 94L PL..L.3939# /3)(,)(Z3.) Icoz' 9 B93 ôrir) 4cxrnL 4: P 5*339 I2.35P5l t. ,4t.j //L TP..551 Fat 4s_ f= •5o7 / IZ-P1 File- fis'c, r6 )/ act3I. Fe (,) z&, 27. <Ji 0007 - 45= 000?(M)(?). O.30kJ ? -. 6crrnc HT.)t713 148s- x 47 94/'/&' 9x!.x 3 J03,0'' = Z54--I- 3I(3)(qz) /0003 " -A= Pf J79sj • -fL 3I 3-' Ole- HOROWITZ TAYLOR ENGINEERING Title: 3914 MURPHY CANYON RD. #AlOO Scope: SAN DIEGO, CA 92123 Job #: (619) 560-4383 Designer: FAX (619)-560-8842 Misc: Date 07/06/98 MASONRY FLUSH WALL COLUMN. DESIGN Description Material Data Column Data Vertical Loads fm = 1500 psi Clear Span = 23.50 ft Uniform Dead Load = 36 plf Fs = 24000 psi WalL Thickness = 12.00 in Uniform Live Load = 60.0 plf For calc of Em f'm * 750 Rebar Size 11 5 Load Ecc. = 0.00 in Use Normal Weight Block Rebar Spacing = 16.00 in ---'> Roof Load Wall Wt Mult. = 1.00 Place Rebar 0 Edge of Wall Girder Dead Load = 2954.011 Em = Mult * f'm = 1125000 psi Wall Must Be Solid Grouted Girder Live Load = 3939.011 Special Inspection Required 'di: Depth To Steel = 9.00 in Girder Load Ecc. = 0.00 in Seismic Factor = 0.30 WallWeight = 133.0 psI --- >> Roof Load Wind Load = 18.0 psf Load Duration Factor = 1.33 Aplate < (.33*Atot) Yes n : Es/Em = 25.78 Summary Stresses (psi) Bending Stresses Axial fb/Fb + Top of Wall: Moment Axial Steel Masonry Stress fa/Fa Dead + Live = oft-# 7296.311 - Opsi 0.0 psi 12.5 psi 0.047 1.00 01< Btwn. Base & lop of Wall: Dead+Live+Wind = 5217ft-# 9671.211 7861 psi 119.9 psi 16.5 psi Dead+Live+Eq. = 11572 ft-# 9671.211 17436 psi 266.0 psi 16.5 psi Bearing Calcs Allowable Stresses Bearing PL Width = 5.00 in Bearing : (.26 or .38]*f'm*(.5 if w/o insp) Reqd Area (D+L)/Allow = 12.09 in' Axial: Reduction is [1-0/42t)3]. ...Min Brg P1 Length = 2.42 in Fa: E0.20*Vm*Aeff*(0.5 w/o sp.insp.)*(.5 thk <121 ) Bearing PL Length = 50.42 in +0.65*As*Fs3 * Reduction / Aeff np . = 0.0555 Masonry Bending: .333 * f'm * (.5 if w/o insp) k:(np+2np).5-np = 0.2822 Maximum Allowable Mment w/o Axial Loads 09059 0 top Maximum Allowable Axial.oad w/o Moments 2 / k j 4!.822 a mid-ht Vertical Loads & Moments 0.328 c= 1.00 01< 0.726 <= 1.33 OK = 570.0 psi = 0.807 = 263.2 psi = 499.5 psi = 15929 ft-# 153954 11 Girder Dead Load + Uniform Dead Load . = 3105 11 Girder -Live Load + Uniform Live Load = 4191 11 Wall Weight 0 mid-height . = 656611 Girder DL moment . . .0 ft-# 0 Top of Wall, Girder LL moment . . = 0ft-# 8.Top of Wall, Unform DL Moment 8 mid-height 0 ft-# Uniform LL Moment 0 mid-height . = 0 tt# Wind Moment 0 Mid-height . . 5217 ft-# Seismic Moment 8 Mid-height = 11572.ft-# 0 ft-# 0 MidHt 0 ft-# 0 MidHt 2 -4 PA CE. 12 Software (c) 1983-94 ENERCALC Engineering Software . 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P,,i&''i V94-McAL A,'e'-u,sis /Ooj r le5ki f71 w £iti 7.5h.) vm z) 4y(z_ (4 0z+o(' (9 l 5'/, >47 oIc- /IThf/FP?- !-I(,c. 3I,4t L4p' 61 Ap- (717(,o4' (J% I 114y- 266 F 14 z48? I&43 p Fr ffA -i j,JC Jo1 ,- bs I j4,5 I 4 CA) '3I 37 (7. / 917! ! -2-3_ e.upLl&r C. * IZA?71 DFFS)c; t4 fI/(po i64 F -ia:4 efØ 7440 t71 SK:1 20 £&7t- 9V4xI& PSL CA 5 LA-rEg4t.. AJkL'(SI 4UJb fcE- P= /9.5psP 5€istiisc- V ./&3 Li - .l?-+ • io5o . 03 os J?2Z. psF b-~1 L-EvL i-I- -. Z,$534 32 23 3 18 . 8 71 141_ 4(2 )7o8.. Au.- (-#-Es. P€CE.VE- LttJ. cc F', •73(7oq) 011 Llt~s Q' 14.60 F= /zi-143M 140T (P . .4 ? IALZ B tiJc9* !7S)S4Ofrj t1 Lt7 cL 14G/ j4/, 3/'Lya c/ g~fd,6104,w - IF51 Z" > 8 -5 /Jo i4&s F'sM ? '.. F 6aft> OZ- iJ-i4o4 -36$Y, ci 3o>•__ 1(O7 (4OC' .t4L 3c' 7?-57tc9 (v LfJ® -n-f -t-• O 3(z0)(YS ,e1 e9CG'J [i-1 .v. .zz_s- /1/Or ( (E& Oe) - SC/s' 'c') SO& rik . ILk (55 '' 2 6344 f::j çy q44 t719r9CV) Lw ® &(-4& [i] t7'1or ZñoC1..5 (3(40* 19 ('IL (4)) X. I- (- •'3 4- ib L, in tz (itt O)i&ft z(k5 Z(0t4 2-7 Zo 1-i;-] fJo H • • ri1• •. t4'r zzo() t71e- ôs4 ' ,415T4&CV Z FLcop— Ib L, j 4-i l 2L7 f 4 3g4 U3S4l//o c3oi '4' 3O J- O/(. Men- 34 a,7 CS 7Z6 A-a Ln (J f= 3&f1- . . LØ . .. . . Z324- . ( Ec i,A. i,qt. Clk) &4u— - --. nz . Is JcFt-.D ftt. 1/(F. 4#4Zfrci " () 9"-— C( 7765. 67 I STONE TRUSS COMPANY STONE TRUSS CO. __ CERTIFIED INSPECTION S Rj ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC 2343 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 13 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6178 CJ2 0 1 AG I> = _ 16'lO" I 1 AG __________ 28'4" I- -D 0) L o DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: mm u z STONE TRUSS CO LEVY RESIDENCE MOUNTAIN VIEW 0 Pjjtt__ 1X3* Max. WelL!n.cj__ 2-0-0 2X4* 8-1-0 3X4* 13-6-0 rfl inn 'ryp. NOTCh 24" O.C. 3.5" Max. I <N Strongback iiall to ledger .12" O.C.) \ -) OUTI.00KKII Ledger R'' CRITERIA (liii LI 1 vert —•-hI4 (K W/2-10d nails) —Gable OETAIL 'A ' \ (T) ç Detail liflfl Roo Material, Otillooker 11 (C) Gable 011(1 1.. Ind CLJlIUl NAILS in IIAILS EACII [111 DETAIL 0' I_ i 2X4 F1.112 I)eLall "A" ( 1 ,/\r better 2X Ledger I - Strongback _\ - braced at 60" D.C. TRUSSES BRACING DETAIL SYM ,s- (G) Gable end design based on 80 MPH End wind load,X)OSU!C "C" at 0-20 Ft. ABOUT / mean height. - I N ! 241' (C) 1X4 continuous lateral bracing for 12" Max. • 0ut]ooker.i brace (stroncjback) member longer than (P1) 72". Attach at midpoint of each brace rJ 24" Max ' W/2-od common nails. (Si) (0) Option to web plating: -use (3)-2" 1 2X4 F.L. 112 or BTR wire staples (0.072 Dia./15 GA. ) toe- (N) (G) Strongback brace nailed thru chord into web & thru web Into chord on one face for a total of 6 staples. (P1) , (Si), & (Ill) must .11'].Varies be plated. I j Refer to Simpson Calalog C-9211-1 for ] TfflJ' H LE - III product attachment specification (at h 1ac A35 In FI direction) _•_•_\••••\ COtITINUOLIS sLll'L'ORT (P1) Peak plate to match common trusses. NOTE: 'thin detail may lie used for (Si) Splice plate to match common trusses. trusses with pitched B.C. also. (Iii) heel plate to match common trusses. " 2X4 SPF Max. Length Max. Length lumber without W/strongback grade bracing (N) brace (S) STAt1h)A14I) 4-2-0 0-8-0 .... — . -- Span to match common trusses .-•.-......-.- .-.-.--.- _.______-__......____,rJ MOTE: Chords to be 2X4 Fir-Larch 112 Minimum SEON--_50006 l 1=1 E C LI P(IUj l,I10llC1IlLIl I'IIIIISCIS. (IC PIN IMPORTANT hI hI s,.at,. is,, BE FIESPIPIS lilt c Poll Alit I,usscs IlAIJUIlIL L4,,ltat cut WARNING III ,iA,ul,r.. LICCI 1011 4110 W. r:3 1 (I/C•I CI llfvlallllll fIllS IIlS IIESICII 141 IIESE 5I'OCII lCAlllaF. Oil LII! UllAClll. SEC 11111-91 01 151. SEE (Ills Uf.5ICll cI Ii .ca'sit ID Dana I.E loans In cOt$ 011540CC $1111 041011 01 IN fOil AIUIIIOIIAL SPECIAL ptmlaltIll oiia,;Ha (It II I CZI ( ALPIIIE COiSCCIOQS alit HAVE or sooa G4LV, hEEL Mr(IIIiG £510 a.as CII £ (4Ccl'i as 110110. a.'i'i.t r.OIICCIUIIS in (LCII ral( (I? olllfltIIElIlS. atOSs 01(14mm IOlhICAlLll. 1(19 CM C,I000 SIIILL BE LAILIIAILI fl'IaCiIl Ill,,, l'lWltfl LPINE IlOISS LId) 411155 OlISlIdISE t(IC&IfO IUl I,,lS llI5ICI( POSItION LA LIIACICII PLYI101U) 511C1,Il'IIC. 10111114 CIOnO (1111 I'lIIll'tItf altaoto 01010 CEILIIE .. 5(5 E SSW Cl CIOSCCIUIIS l'(fl (914011115 1)0. I!,0 C 100*.,. (I(SICII 51*1(141515 , ct,tomI ,/anrucalu.( PnoVlslIiIs If IllS I Ill, a" tlllllEtllS £1111111 IECIUIICAL (4141*11 1111/911 1011 "1101111 TRUSS I _, Ii I—i I—, r—1 r1 r1 SEAL (SI 11111 (1ilLIIIlI5 aPPLIES to I'S C(141'lflI(,Il (51'ICl(I) Slit In tilE I. LIII SIlaLL 11111 01 I'lL lED 1191111 III Lii, Iltido ELI. (UYWLI,L £PPLICAI loll. r(4OIISII A COI'A 15 1111$ I 11(511.11 ID lIE IlIUSS ("(CI mliii Llltllflar.IUII. - 11EV 15.6.5 SCALE 0.5000 DESIGN CflIT: UDC REF R564 49442 * TC LL 30 . 0 PSF C DL 15 .0 PSF DL PSF IOT.LD.50 .0 PSF DATE 7/20/93 DING CD1OB CAENG' 0/A LEN. VARIES PITCH VARIES DLJfl.FAC. 1. 15 SPACING -----'- IYPE GABLE E LtVT KtIUtN(.L - 'I LUMMUi TOP CHORD 2x4 DF-L #1 BOT CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NOS-91 TABLE 7.3.3. T'rrn flu 1•flhlcr kim in to unm, rr.LrnnLi, I nur. kvruru.Ln SI' U! V '&! DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. * Truss Designs Prepared By: STONE TRUSS / 619-967-6171 * * 507 JONES ROAD / OCEANSIDE, CA 92054 * U W4X6 W3X7 (Al) = W2X4 III W2X4 III W3X7 (Al) LT°iJ OJ 14-2-0 14-2-0 28-4-0 Over 2 Supports R=1243 W=3.5 R=1243 W=3.5' PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD 18.2e8 CA/4/-/-/-/-/F Scale =.1875"/Ft. _____ ALP =Z4 Alpine Engineered Products , Inc. SacnimentoCA95828 *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND INSTITUTE. 5113 D'ONOFRIO DR.. SUITE ZOO. MADISON, WI 13719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACKED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT —FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AllY FAILURE TO BUILD THE TRUSSES IN CONF ORMANCEWITH TPI; OR FABRICATING. HANDLING. SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COHPOIIENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1'19N5 SECTION 2. BRACING. REFER TO HIS-NI (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE CONNECTORS ARE MADE OF 2OGA ASTA A653 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO ca IC LL IC DL BC DL BC LL TOT.LD. 20.0 14.0 5.0 0.0 39.0 PSF PSF PSF PSF PSF REF R090--77124 DATE 09/22/98 DRW CAUSR090 98265059 CA -ENG SAM/CWC SEQN - 22241 DUR.FAC. 1.25 FROM DPJ SPACING 24.0" * * * * * 4b-LLVT KtS1UENCE - 17'6' TOP CHORD 2x4 DF-L #1 BOT CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud :W2 2x4 DF-L Std/Stud: MATES DESIGNED FOR GREEN LUMBER PER NDS-91 TABLE 7.3.3. IHiS UWIi I'KLI'AKLU I-MUll CWIPUILK NFHI'UI (LUAUS B UIIlLFlUUFl) bU511111tu DI (A) 1X4 °L° BRACE. SAME GRADE AS WEB MEMBER OR BETTER, AND 80% LENGTH OF WEB MEMBER. ATTACH WITH 8d NAILS @ 4' OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. * Truss Designs Prepared By: STONE TRUSS / 619-967-6171 * * 507 JONES ROAD / OCEANSIDE, CA 92054 * *********************************************************** 'a W2X4 Ill 17-6-0 Over 2 Supports R=843 W=3.5" R'=660 W=3.5° '4, PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD) 18.2e8 CA/4/-/-/-/-/F Scale =.375"/Ft. *WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO NIB-NI (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 PSF REF R090--77125 LJ ALPINE INSTITUTE. 563 DONDFRID DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN COUFORHAIICE WITH TPI; OR FABRICATI1IG. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AHERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF ZOGA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO IC DL BC DL BC LL TOT.LD. 14.0 5 39.0 0.0 .0 PSF PSF PSF PSF DATE 09/22/98 DRW CAUSRO9O 98265060 CA-ENG SAM/CWC SEON - 22248 Alpine Engineered Products, Inc. Sacrmncnto,CA95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS CDNPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. k-Zt'd, DUR.FAC. 1.25 FROM DPJ SPACING 24.0" * * * * * u,44I1 Ub:42 9098227543 UTILITY VAULT CO. i-'i. w. UTIL1TY VAULT COMPANY DIVISION OF CONCRETE CONDUIT COMPANY P.O. Box 1390 • 10650 Hemlock Ave. Fontana, California 92335 • (714) 350.2675 TRANSMITTAL NOTICE DATE TO: 1JAIPii.3 Ptqe , Il1AdI. J08 NO. PROJECT y 4d1DS..%cm_ AUENTION: R.1 "r GENTLEMEN: WE ARE SENDING YOU 19 Attached 0 Under separate cover via _____________________the following items: Shop drawings ci Prints 0 Copy of letter 0 Change order PAGE NCLI DRAWING NO. COPIES I k THESE ARE TRANSMITTED as checked below: For approval o Revised 0 For Information Return 1 corrected prints 0 As requested 0 For review and comment 0 0 Please check above drawing and return one copy of each marked approved and/or with c o r r e c t i o n s n o t e d i n r e d . REMARKS UTILITY VAULT COMPANV OPY TO once. SIGNED: If enclosures are not as noted. Kindly notify us at PLANT LOCATIONS: Auburn, WA / Wilsonville, OR! Pleasanton. CA / Chandler. AR! Fnntns ra 1 r..... WA DESCRIPTION Plans 0 Samples 0 Specifications 0 09/24/1998 07:53 9098227543 UTILITY VAULT CO. PAGE 01 -- T LT REVISIONS DATE 7BY 9 L PLAN VIEW NOTES 'N IN PLAN VIEW. 6 - 7/I60 PRESTRESSING STRANDS EQUALLY SPACED. 3/4 CHAMFER ALL CORNERS TYPICAL. I. CONCRETE fc = 3500 PSI @ TRANSFER Fc = 6000 PSI e 28 DAYS I. TIME OF DRIVING MIX DESIGN - UV-119 REINFORCING PRESTRESSING STEEL SHALL CONFORM TO ASTM A-416 GRADE 270 SPIRALS ASTM A82 EFFECTIVE PRESTRESS INITIAL TRANSFER FORCE/STRAND = 21.7 KIPS EFFECTIVE PRESTRESS IN STRAND 163.8 KSI EFFECTIVE PRESTRESS IN CONCRETE - 785 PSI SECTION PROPERTIES 12 SQUARE PILE AREA = 144 SQ.IN. A = 6 STRAND X .115 SQ.IN. = 0.69 SO.IN. WEIGHT = ISO POUNDS PER FOOT PILE PICKUP POINTS La. SQUARE SECTION A—A SERVICE LOADS Dead + Live = 45K Uplift 17 K Moment .=- 0 .15LJ .35L .35L ii:Ti 3 POINT PICKUP NOTE: LAPPED SPLICES IN SPIRAL PILE REINFORCEMENT SHALL BE LAPPED 80 WIRE DIAMETERS MINIMUM. SPIRAL SPLICES AND ENDS SHALL BE TERMINATED BY A I35 I1C[IK WITH 6 TAIL HOOKED AROUND STRAND I IDRAWN CR0 IDATE 922/98 FI CA / StI CA / OR / ast CA, / WA APPROVED I O1dcaP0st Inc. CHECKED l 12" SQUARE PILE FOUNDATION PILE.. INC. LEVY RESIDFNCF. r.API RAfl rt DWG NO. REV. IA 15-619 1 09124/1998 06:42 9098227543 UTILITY VAULT CO. PAGE 03 tPrepared for: Page / of / By: Cliff Ohiwiler, P.E. Date:09-22-1.998 ---------------------------------------------------------------------- Project : Location: PJJ L9 PRECAST PRESTRESSED PILE DESIGN Pile =12= in. = == == = = == = == = == = = = = = = = = = = = = = = = = = = = = = = = = Type of Strand - 7/16 in. 270 K LOW-RELAXATION Area / Strand .115 sq.in. X 6 Strands = Concrete Area = 144 sq.in. Concrete Weight/LF = 150 lbs/if Initial Transfer force / Strand = 21735 lbs. Ultimate Concrete Strength - 6000 psi Concrete Transfer Strength - 4000 psi Average Humidity - 70 % Prestress Losses - per ACI 318-95 section 18.6 ES = 6.17 ksi CR = 10.07 ksi SH = 5.85 ksi RE = 3.09 ksi Total Losses = 25.17 ksi Effective Prestress = 163.8 ksi Effective Prestress Force = 113.0 kips Effective Prestress on Section = 785 psi .69 sq.in. X 6 Strands = 130410 lbs. Per 1.997 U.B.C. section 1808.5 - Precast Prestressed Concrete Piles (Based on ACI 318 losses shown above) Allowable Concrete Stress = 1768 psi Allowable Axial Load = 255 kips = 127 tons ui ., uo; C4 UTILITY VULI (.U. PAGE 04 0 01deas SerPrecast, Inc. UTILITY VAULT P.O. Box 1390 09/22/98 Fontana. CA92334-1390 (909) 428-3700 FOUNDATION PILE, INC . FAX: (909) 8234113 P.O. BOX 1167 FONTANA, CALIFORNIA ATTENTION: ROY MYTINGER PROJECT: LEVY RESIDENCE CARIJSBJ½D, CALIFORNIA MIX DESIGN - UV-119 Mix Use 3/4 PRESTRESS PSI @ Days 6000 @ 28 Cement-sks/yd - 7.50 Cement-lbs - 705. Pozzolan-ibs - 0. W.C. Sand-lbs - 1419 ( 45.91 %) 1/2 Rock-lbs - 0 ( 0.00 %) 3/4 Rock-lbs - 1672 ( 54.09 %) 1 1/2Rock-lbs - 0 ( 0.00 %) L.W. - 0. ( 0. cf] ( 0.00 90 water-lbs - 274 Total Weight - 4070 Plastic Unit Wt. - 150.7 pcf Air-b - 1.5 Design Water-gal - 33.0 Max Water-gals - 33.0 Admixtures WRDA-79 - 35.00 OZ/YD (5 OZ/CT DARACEM-19 - 71.00 OZ/YD (10 OZ/CT Slump - 4. inches $FESS/Qk 1/40,40 R. C2 23 in No. C046048 OF C Fine Agg. - LYTrJE CREEK 91360040 Cement - TYPE V-LA Coarse Agg. - LYTLE CREEK 91360040 Pozzolan - BORAL MATERIALS (F) 3500 PSI AT TRANSFER Submitted by A/ )URD uHLWILER UO4 d2fb4i UTILITY VULI CU. COMBINED AGGREGATE GRADATION Mix - UV-119 Date -09/22/98 The following are the average results of sieve analysis tests run on the aggregates used by Utility Vault Co. W.C. 1/2" 3/4" 1-1/2" Combined Sieve Sand Rock Rock Rock Gradation 1 1/2 100.0 100.0 100.0 100.0 1" 100.0 100.0 100.0 100.0 3/4" 100.0 100.0 85.0 91.9 1/2" 100.0 82.0 13.0 52.9 3/8" 100.0 7.0 3.0 47.5 NO. 4 99.0 2.0 2.0 46.5 NO. 8 91.0 1.0 1.0 42.3 NO. 16 68.0 31.2 NO. 30 40.0 18.4 NO. 50 17.0 7.8 NO. 100 7.0 3.2 NO. 200 3.0 1.4 Sp.Gr. 2.66 .2.65 2.66 2.65 Used 45.90 . 0. . 54.09 0. . 100.0 Submitted by -5 UILLLIY VAULI I.U. r'14 tJb ICBO Evaluation Service, Inc. 0 can 5360 WORKMAN MILL ROAD • WHrITIER. CALIFORNIA 90601-2299 A subsidiaiy corporation of the International Conference of Building Officials EVALUATION REPORT FA-295 Copyright C 1995 IC80 Evaiation Service, Inc. Reissued June 1, 1998 Filing Category: FABRICATORS OF PREFABRICATED BUILDINGS AND COMPONENTS (064) FABRICATION OF PRECAST AND PRESTRESSED CONCRETE PRODUCTS UTIUTY VAULT COJOL.DCASTLE PRECAST. INC. POST OFFICE BOX 1390 10650 HEMLOCK AVENUE FONTANA, CALIFORNIA 92334-1390 1.0 SUBJECT Fabrication of Precast and Prestressed Concrete Products. 2.0 DESCRIPTION 2.1 General: Precast and prestressed concrete products are produced wi- dora quality control program with monitoring inspections by Professional Service Industries, Inc., Pittsburgh Testing Lab-oratory Dlviolon (NER4A231). 2.2 Identification: All items are stenciled daily with the catalog name, date of manufacture, customer's name. 3.0 EVIDENCE SUBMITTED A report on personnel, equipment and quality control proce-dures are submitted. 4.0 FINDINGS That Utility Vault CoJOldcastle Precast, Inc., facilities lo-cated at 10650 Hemlock Avenue, Fontana California, be granted registration as a fabricator for precast and pre-stressed concrete products under the 1997 Uniform Building_Cod&w, provided quality control Inspections are performed by Professional Service Industries, Inc., Pittsburgh Testing Laboratory Division (NER.OA231). This report Is sublect to rs-examlnation in two years. CowbuNew v.e of IClO E'-, SoWc., lire., mv wind no14isprL4. dofono.Uno se Con A auu,b.n of IClO, iri5dag the cods .pon which the $Ip1 is MiiL Evfr'is- rqw is are nor o hecnosa'uedco rep'enring.fr. ornop .ihorihu,n nmspecificaily odeszgd nor as an 1mc o t o r r r e o e n -4am for ase ofth, bject Ivpoes. This rtpuwf Is Msdipu, lmdspesd.astsse ra'-' dreg i-'—"-'h,th,arp&n. The ICRO Enohinifon Ser.ce, lw., gechmicst gaff ha, ,,,*wsdtht haS ba, moi paseu s.sefmcilwte to mean Lidepem6ar venficesion. Tha's is no wavrA& by ICa0Ev.Js.0 SaWe. Inc., cop orisipU.i. as eg ea, F1nmg"oathorauorma ske rq .rso wj acorn vdby the .em'1. This disct.r'. h is aal Ua,isodt., entekamtá Page 1 - Oct" MWOS GA •92069 (619) 7527010-FAX (619) 752-7092 GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS, PROPOSED (2) NEW RESIDENTIAL DWELLINGS, APN's: 155-101-65 and 155-190-13, CITY OF CARLSBAD,. CALIFORNIA Project No. 971611-1 il December 17, 1997 PREPARED FOR: Bob Sukup THE SEA BRIGHT COMPANY 4322 Sea Bright Place Carlsbad, California 92008 I SCOPE 3 SITE AND PROJECT DESCRIPTION . ................................... 3 FIELD INVESTIGATION .................................................3 SUBSOIL CONDITIONS ................................................4 SEISMIC CONSIDERATIONS ...........................................5 GROUNDWATER .....................................................5 CONCLUSIONS AND RECOMMENDATIONS ...............................6 GENERAL..........................................................6 EARTHWORK ........................................................6 FOUNDATIONS ......................................................7 CONCRETE SLABS ON GRADE .........................................g RETAINING WALLS ..................................................10 PAVEMENT DESIGN .................................................10 SURFACE DRAINAGE ................................................11 CONSTRUCTION OBSERVATION AND TESTING ..........................11 MISCELLANEOUS ...................................................12 ATTACHMENTS Site Vicinity Map ..............................................Figure No. I Site Location Map ............................................Figure No. 2 Site Plan/Location of Exploratory Test Pits ........................Figure No. 3 Explanation of Geotechnical Boring Log ..........................Figure No. 4 Logs of Exploratory Borings .................................Figure No. 5-6 References .................................................Appendix A General Earthwork and Grading Specifications ......................Appendix B Laboratory Testing Procedures ..................................Appendix C Homeowners Maintenance Guidelines ............................Appendix D Page No.2 Job No. 971611-1 D:UOBSII J0BS9T971611-1 - SEA BRIGHT, BUENA VISTA LAGOON PROPER11ES.Wpd This report gives the results of a geotechnical. investigation and evaluation for the two (2) vacant parcels of land identified as APN'S 155-101-65 and 155-190-13, located in the City of Carlsbad, California. See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map". The scope of our work, conducted on-site to date, has included a visual reconnaissance of the property and neighboring properties, consultations with the project construction manager, a subsurface investigation of the property, laboratory testing, and preparation of this report presenting our findings, conclusions, and recommendations. SITE AND PROJECT DESCRIPTION The subject properties consist of two irregularly shaped adjoining parcels, located west of the Coast Highway, and north of Mountain View Drive in Carlsbad, California. The sites are bordered to the north and west by the Buena Vista Lagoon (hereafter "lagoon"), to the east by marshland and railroad tracks and to the south by open space and existing apartment buildings. Currently, the sites are unimproved with low lying grasses existing across the site. The topography of the site area and the lots is generally flat. The average elevation of the lots in the area of proposed improvement is approximately 12 feet above mean sea level. Based on our review of the preliminary project plans, we understand the two parcels will be developed with two new custom residential dwellings (1 per lot). Access to the new structures will be via Mountain View Drive. The construction of the new dwellings will consist of a standard wood framed superstructure, with a deepened foundation system, consisting of either driven concrete piles or drilled and poured concrete caissons. Additionally, based on the results of a drainage analysis of the lots, we understand the finish floor level may be raised or import fill soils brought onsite to raise the site grade. FIELD INVESTIGATION Our field investigation of the property, conducted September 18, 1997, consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites, and a subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of two exploratory borings, logging of soil types encountered, and sampling of soils for laboratory testing; logs of the two exploratory borings are presented in Figures 5 -6 of this report. The borings were excavated by Tri- County Drilling and were advanced utilizing a Simco 35 mobile drill rig. The locations of our exploratory borings are given in Figure No. 3, "Site Plan/Location of Exploratory Borings". Page No. 3 Job No. 971611-1 D:UOBStI JOBS91971611-1 SEA BRIGHT, BUENA VISTA LAGOON PROPERT1ES.Wpd - - - - - - RM!10) M Materials consisting of fill soils, alluvium, and formational sandstone were encountered during our subsurface investigation of the site. Soil types encountered in our exploratory borings are described as follows: Fill Soil: Fill soils ranging in depth from approximately 5 feet to 7 feet below the surface of the site were found during our subsurface investigation. Fill soils consisted of red brown and grey brown, damp to saturated, loose to medium dense, silty fine sand. In their present state, fill soils are not considered suitable for the support of structures or structural improvements, but are suitable for re-use as structural fill during grading provided they are cleared of debris and oversize materials. Fill soils classify as SM according to the Unified Classification System, and based on our experience with similar soil types, generally are non-expansive in nature. Alluvium: Alluvial soil deposits were found to underlie fill soils in all of our exploratory borings. Alluvial soil materials consisted of greyish brown, saturated, loose to medium dense, slightly silty fine sand with pockets of shell fragments and sub-rounded gravel. Alluvial materials are considered un-suitable for the vertical support of structures and considered susceptible to liquefaction in the event of strong vibratory motion from regional seismic activity. Alluvial materials classify as SP according to the Unified Classification System. Sandstone: Sandstone soil materials were encountered at a depth between 19 feet and 25 feet below existing site grade (12 feet above mean sea level). Along the contact between overlying alluvial materials and sandstone materials, we encountered scattered shell fragments and rounded gravel. Sandstone materials consist of brown, saturated, dense, fine to medium sand. For detailed logs of soil types encountered in our exploratory borings, as well as a depiction of boring locations, please see Figure No. 3, "Site Plan/Location of Exploratory Borings", and Figures No. 5 - 6, "Boring Logs". Page No.4 Job No. 971611-1 D:UOBSt1 J0BS9T971611.1 -SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES.wpd The site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the southern California region. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the loose to medium dense nature of alluvial materials underlying the site, the near surface groundwater, and the predominate grain size of between .1 and .5 mm, it is our opinion that the potential for liquefaction or seismically-induced dynamic settlement within the upper 25 feet of the site due to the design earthquake, is considered high. To minimize the effects of seismic shaking and potential liquefaction, special foundation design considerations have been incorporated into this report. Additionally, the risk of liquefaction can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. GROUND WATER Ground water was encountered at a depth of approximately 6 feet below site grade. Ground water is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. Page No.5 Job No. 971611-1 D:UOBS1 JOBS37'$71611.1 . SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES.wpd CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, it is our opinion that the proposed new residential* dwellings, as described herein, are feasible from a geotechnicalstandpoint, provided the recommendations of this report and generally accepted construction practices are followed. EARTHWORK Site earthwork and grading should be performed in accordance with the following recommendations, pertinent city standards, and grading specifications provided in Appendix B of this report. Site Preparation Prior to grading, areas of proposed improvement should be cleared of surface and subsurface debris. Cleared debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using on-site material or a non- expansive import material. Removals As noted above, alluvial soils lying below the groundwater table, to a depth of approximately 25 feet below site grade are susceptible to liquefaction, and are to be mitigated (relative to building support) by a deepened foundation system. However, surficial non-structural improvements (driveways and. flatwork) and any import fill soils will be supported at grade. Existing fill soils should be removed to a depth of 3 feet below existing site grade and recompacted to 95 percent relative compaction. Removals should extend a minimum of 5 feet beyond the limits of the improvement, including the footprint of the structure. Surficial non-structural improvements deriving support from the recompacted fill mat may be susceptible to localized areas of settlement due to the nature of on-site soils lying below the depth of re-mediation. The extent of settlement of improvements bearing on the fill mat may be further limited by adding a soil reinforcement material to the fill mat at the undercut depth. The effects of settlement may be reduced by utilizing a non-settlement sensitive designed scheme, such as smaller discontinuous sections of concrete, or semi-flexible materials such as asphalt. Page No.6 Job No. 971611-1 D?JOBS1 JOBSt973716111 - SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES.wpd Subgrade soils at the 3 feet removal depth shall be visually observed by a representative of our firm prior to the placement of fill. Areas to receive fill and/or structural improvements should be scarified to a minimum depth of 12 inches, brought to near optimum moisture content, and recompacted to at least 95 percent relative compaction (based on ASTM D1557-78). Compacted fills should be cleared of loose debris, oversize material in excess of 8 inches in diameter, brought to near optimum moisture content, and recompacted to at least 95 percent relative compaction (based on ASTM D1557-78). Surficial loose or soft soils exposed or encountered during grading (such as any loose fill materials) should be removed to competent formational material and properly compacted prior to additional fill placement. Fills should generally be placed in lifts not exceeding 8 inches in thickness. If the import of soil is planned, the soils should be non-expansive and free of debris and organic matter. Prior to importing, soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. FOUNDATIONS In deriving foundation recommendations for this site, the subsoil conditions, as well as the proposed construction, were evaluated. We anticipate that the proposed foundation system for the addition will utilize a system of continuous perimeter and interior grade beams supported by driven concrete piles and pile caps. Additionally, we anticipate the floor system will consist of a structural wood floor system. Foundation movement for this type of construction should remain within tolerable limits, 314 inch total and /2 inch differential,over a horizontal distance of 20 feet, if the following design and construction precautions are observed: Piles The selection of the pile type is expected to be mainly a matter of economics and availability. The most common type of driven pile in recent use in the San Diego area, appears to be precast prestressed concrete. The allowable single pile vertical loads for a 12 inch square driven pile are as follows: Fixity assumed at depth of 25 ft below existing site grade. Page No.7 Job No. 971611-1 D:UOBSt1 JOBS97%971611l . SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES.Wpd APPROXIMATE PILE TIP DEPTH BELOW DOWNWARD CAPACITY UPLIFT CAPACITY ELEVATION (FEET MEAN EXISTING GROUND (KIPS) (KIPS) SEA LEVEL) SURFACE (FEET) MIN DEPTH = 33 45 45 17 The pile capacities may be used for static dead and live loading, and increased by 1/3 when considering wind, seismic, or other short duration loadings. Uplift capacities should be increased by 50 percent for pre-drilled piles. Spacing between pile centers should be greater than three times the pile diameter. Lateral loads may be resisted by the passive pressure of the pile cap/grade beam system. Thus, from a lateral standpoint, the building may be modeled as a standard shallow foundation provided the perimeter grade beam/pile cap system is embedded a minimum of 2 feet into the fill cap. If the constraints of the site require the pile cap system to be elevated, due to the flood hazard and the need to raise the floor level, which would subject the pile system to lateral loads from flowing water, the assumptions herein would not apply and alternative design parameters would be required. The system of grade beams for the structure should be designed in a grid type pattern through the interior of the building, with a maximum distance between any two beams of 25 feet. The design parameters herein are based on our field and laboratory testing. It is advised, in order to avoid unforseen occurrences during production driving, to conduct an indicator pile program. The indicator pile program should consist of a minimum of 5 piles that are driven across the site under the direction of the geotechnicai consultant. Tip depths may be adjusted in the field by the geotechnical consultant if conditions are encountered that differ substantially from those encountered in the borings. Driving resistence, load capacity and installation protocol shall be per the most recent version bf the Standard Specifications for Public Works Construction. During the driving process, it may become necessary to adjust the tip length to obtain proper bearing, thus the drawings should include the vertical design pile capacity for each pile. The possibility of having drive piles deeper than antiàipated exists on any pile driving job, thus the extras the contractor will charge for this service should be agreed upon prior to the commencement of work. Pile driving should be continuously inspected by the geotechnical consultant. The contractor shall establish and locate all lines and levels and be responsible for the correct location of all piles. Prior to driving, all piles shall be marked in 1 foot increments and the pile driving hammer specifications supplied to the geotechnical consultant. A record of each pile should be kept by the pile inspector and should include the diameter, length, location, type, calculated safe load and drives per foot versus stroke of hammer. The hammer should be selected so that damage does not occur to the pile. Page No.8 Job No. 971611-1 D:UOBS1 JOBS97971611.1 -SEA BRIGHT, BUENA VISTA LAGOON PROPERT1ES.WPd Observations and measurements shall be made in the field during the process of driving piles, by any suitable method satisfactory to both the contractor and the engineer, to determine whether a driven pile has been lifted from its original seat during the operation of driving adjacent piles. The contractor shall provide the necessary tools, such as telltale pipes and instruments, to make these measurements. Such measurements shall be properly corrected for any temperature variations that might exist in the pile shell or instrumentation. Where such observations or measurements indicate that a pile has been unseated, it shall be re-driven to the resistance specified. Tolerances Piles should not be more that 2 percent out of plumb and not more than 3 inches out of place. Any pile damaged by over driving or not conforming to the tolerances should be replaced at the contractor's expense unless, in the opinion of the engineer, the pile is out of place or plumb as the result of an underground obstruction. Rejected piles after driving should remain in the ground at the discretion of the engineer and, if applicable, should be filled with concrete and cut off as directed. Obstructions Where boulders or other obstructions make it impossible to drive certain piles in the location shown and to the proper bearing strata, the contractor should resort to all usual methods to install pipes as required, including spudding and jetting. If in the judgment of the engineer, the contractor is unable to properly complete any pile due to an obstruction, the engineer should contact the architect or structural engineer for pile cap details and new pile arrangements and may order an additional pile or piles driven. Settlement The estimated settlement of the piles is less than 1/2 inch. CONCRETE SLABS ON GRADE The use of concrete slabs on grade will be limited to non-structural concrete flatwork, the garage floor and possibly the driveway. Non-structural concrete slabs on grade shall be designed and constructed in accordance with the following minimum recommendations and design parameters: Page No.9 Job No. 971611-1 D:UOBS1 JOBS97',971611-1 - SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES.wpd Concrete slabs on grade should have a minimum thickness of 5 inches, and should be reinforced with #3 bars at 18 inches o.c. This is meant as a minimum requirement considering the soil conditions encountered at the site. All required fills used to support slabs, should be placed in accordance with the "Earthwork" section of this report and the attached Appendix B, and compacted to 95 percent Modified Proctor Density, ASTM D-1557. A uniform layer of 3 inches of clean sand is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. For slab in moisture sensitive areas, the concrete shall have a maximum water to cement ratio of .5 and be underlain by a 10 mil visqueen layer. Additionally, a moisture retarding concrete additive should be considered. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. Considering the site constraints, we recommend a control joist be installed no greater than 15 feet apart and sections of concrete be no greater than 225 square feet without the joints. RETAINING WALLS Retaining walls are not anticipated on this project. PAVEMENT DESIGN The appropriate pavement design section depends primarily on the soil shear strength, traffic load, and planned pavement life. Based on our field testing, we provide the following pavement designs. Recommended Pavement Design Traffic Index 5.0, 5.0 A.C. Thickness (inches) 3 4 Class 2 Base Thickness (inches) 6 4 Page No. 10 Job No. 971611-1 D:UOBS1 JOBS97%S71611-1 . SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES.wpd Prior to placing the pavement section, the subgrade soil should have a relative compaction of at least 95 percent (based on ASTM D1557-78) to a minimum depth of 12 inches. The base should be compacted to a 97 percent relative compaction (based on ASTM D1557- 78) prior to placement of A.C. If pavement areas.are planned adjacent to landscape areas, we recommend that the amount of irrigation be kept to a minimum to reduce the possible adverse effects of water on pavement subgrade. As an alternate, subdrains or deepened curb "cut-offs" may be designed to reduce the amount of water that is allowed to saturate the pavement subgrade. Concrete swales and gutters should be designed if the asphaltic concrete is utilized for drainage of surface waters. SURFACE DRAINAGE Adequate drainage precautions at this site are important Under no circumstances should water be allowed to pond against or adjacent to footings, foundation walls or retaining walls. The ground surface surrounding the building should be relatively impervious in nature, and slope to drain away from the building in all directions, with a minimum slope of 2 percent for a horizontal distance of 5 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Roof drainage systems should be designed to flow to suitable outlets away from the foundation. Surface and area drains should not be connected to any wall drainage or underdrain system. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the property and proposed construction. Interpolated subsurface conditions should be checked in the field during construction. To ensure that construction is performed in accordance with the recommendations of this report, the following services should be conducted by our office prior/during construction (as applicable). Review of final project plans prior to construction. Review of drainage analysis of flood plan line relative to present lot grade. Observation of removal/undercut bottom prior to fill placement. Observation and compaction testing of any fill placement. Page No. 11 Job No. 971611-1 O.1JOBS11 JOBS97l971611-1 SEA BRIGHT, BUENAVISTA LAGOON PROPERT1ES.wpd Observation of pile driving (both at indicator and production stages). Observation of surface and subsurface drainage systems. Observation of foundation excavations. The project soils engineer may at his/her own discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during the site observations. Engineering Design Group (or other qualified engineer), prior to the Building Department approval, shall issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this project. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle surfaces. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory borings. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure. However, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period of Page No. 12 Job No. 971611-1 D:UOBS1 JOBSt97071611-1 . SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES-WO time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with the necessary information to continue with the development of the project. Very truly yours, ESIG T1RI D TUP Ifr5( No.47572 rn Steven B. orris 12-99 ) California RCE #47672 /* clw- Page No. 13 Job No. 971611-1 D:UOBS1 JOBS$7'i371611-1 - SEA BRIGHT, BUENA VISTA LAGOON PROPERTIES-WO its TOS Pis ;499 t?i• Ii fl.., AINBOW )i4 I&?4 ' I r. Fazm? IRDO Li iiSSI' r I - I / ,1tci :1 . 1i . uj : L . - 'UO66i6'iO'&OE 101-j 0 ,MSEC4P IO ' N - 4' ' - . . . . . . . . . • . — . !I!i.L i VALLEY C /9.. 11315 • .. 'ST . W•j 'ot .O8.. 91 'cC ISI*. ma •ii IBEER PRUIGS IDE j RD + ..L.. _____ - • FJC ____ iE51ND . SOUT r No OCEAN 04 5tI; , : NE L 0 Ems-CVf/.HIL.S __ --'l I '-I . •. 1 ua' . -I _____ • ... - sJTE112 7'q 42- IN(04 -. .. HI 11N V O I •:--- 4 - I . LA PASM I • . ---j 4: /$9 - X f1w •' ./ NOT TO SCALE - THE ENGINEERING DESIGN GROUP NORTH SITE VICINITY MAP JOB NO. 971611-1 I BY: SN FIGURE NO.1 NOT TO SCALE THE ENGINEERING DESIGN GROUP SITE LOCATION MAP JOB NO. 971611-1 SN I FIGURE NO.2 t4J 0 29 N th __ ".2 - ;v. EXPLANATION OF GEOTECHNICAL BORING LOG Date Drill Hole No. Sheet—of_ Project _Job No.___________ Drilling Co. Type of Rig_ Hole Diameter Drive Weight Drop in. Elevation Top of Hole Ref. or Datum 5— a t .! CL IL bt h GEOTECHNICAL DESCRIPTION Logged By__________________ Sampled By - - 10 15- - - 20 25 - :.I I IJ:N10W/ 20E b: Hori— zontal iON ftN—S4 65 40W N30W1 20E .=_c:N80W/ .s:N5OE/ 0- T 1 j - 2 N. .- . - • SM ML Attitudes: Strike/Dip = Bedding = Contact j) = Joint If) = Fracture (F) = Fault cs) = Cloy Seam (s) = Shear -Relatively undistubed drive sample (Modified California Sampler) - Number to left represents Sample Number -Bulk Sample (with sampling. interval) Standard Penetration Test (Split—Spoon Sampler) Sample not recovered . Graphic Log: _--1 silt clay contact fracture shear/clay seam zone with calcareous cement roots seep j ground water table clost CL/sand _] d 14 - - 15 118 - -, - - - - 106.2 ___ 14.9 - 15.8 CL - SP '- CH 01 9 - j - Total Depth = 28' (depth of hole) 30-- _______ - - - ___ - FIGURE NO. 4_ RANGE OF GRAIN SIZES C.ASFICAB0N U.S. Standard Gross Size Sieve Size In Ulhin.ters BOULDERS Above 12 Above 305 COBBLES 12 to 3' 305 to 76.2 CRA'SEL 3' to No. 4 76.2 to 4.76 coarse 3' to 3/4' 76.2 to 19.1 fine 3/4' to No. 4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 coorse No. 4 to No. 10 4.76 to 2.00 medium No. 10 to No. 40 2.00 to 0.420 fine No. 40 to No. 2001 0.420 to 0.074 SILT & CLAY Below No. 200 Below 0.074 0 10 20 30 40 50 60 70 80 90 100 UQIID UIIIT PLASTICITY CHART 60 50 0 40 30 ..i 20 a. 10 MAJOR DIVISIONS SOIL ASS TYPICAL NAMES CW W1 Waded voIds or owl—pw ,tor^ little or no floes I GRAVELS GP Poo1y graded Vovd. or grovel—sand mixture& little or no finex (hicre than 1/2 of GM Stygravds, goo —sand—silt mkbjm N GC Clayey gravels. yavd—sond—doy, mixtures ZA Ift SW WdI 'oded esids or gravdiy sonds6 little or no fines 3> SANDS SP Posty coded sonds or gravelly sonds, little or no fkw3 (oro than 1/2 of SM sity sands ssi&-slt mixture' coors. fraction no. 4 sIeve size) SC Clayey sands. sand—day mixture SILTS & CLAYS NIL Inorganic slits and very fine sands. rock ficur. sity or daysy fine sands ar dam sits with slight plasticity 2 ''- Inorganic do), 01 low to medium plasticity. gravelly days. sandy days, lean sZty clays LL<50 OL Organic sits and organic sity, days of low plasticity 40 IA Inorganic slits. micoceous or diatamaceous fine sandy or SILTS & CLAYS sity ,ols. ciostic sits CH Inorganic days of high plasticity. tot days LL>50 OH Inorganic do), of medium to high plasticity, organic sIlty days. organic sits HIGHLY ORGANIC SOILS Pt Peat and other highly ago Ic 5013 CLASSIFICATION CHART (Unified Sol Qaseilicatlon System) GRAIN SIZE CHART FIGURE NO. GEOTECHNICAL BORING LOG Dote 9-15-97 Drill Hole No. B-1 Sheet lof 2 Project _LEVY\CARLSBAD Job'No._971611-1 Drilling Co.TRICOUNTY DRILLING Type of Rig35 SIMCO Hole Diameter8" Drive Weight Drop in. Elevation Top of Hole +\- 12' Ref. or 'Datum SEA LEVEL h o - " .' H GEOTECHNICAL DESCRIPTION KAR LoggedBy ________________ Sampled by H—I @0-4 PILL SLIH LI tLSAND: ar, ii urv, - - Dcmp to Moist. Loose -I _._ J -.-. .. - ................. .... :rcnc rccwcer JL - --TFi --. - - - I 15 si ©4-23 ALLUVUM SLIGHTLY SILTY SAND: Liaht t:. Medium - H Grey, Fine Groined, Scturoted, Medium Dense H - . I to Dense. H -.--1 : U ii 2 127 SP -1 -T 15: . 40 SP p H I scattered qrcvel and sre 20- - . - frogements I.f SP @23 - 60' SANDSTONE 25H -- T - ......... SLIGHTLY SILTY SAND: Light to Medium —I - • Grey, Medium to Coors Grained, Saturated,— - _..._..5 1 70 —...—.) H. SP Dense - 30 1 ....L ___E..._. _I _ see sheet 2 FIGURE NO. 5 GEOTECHNICAL BORING LOG Dote 9-18-97 Drill Hole No.—B-1 Sheet of..L Project LEVY\CARLSBAD _Job NQ. 971611-1 Drilling Co. TRI—COUNTY DRILLING -Type of Rig 35SIMCO GEOTECHNICAL DESCRIPTION 0 g L 13 : Logged .By KAR _____________________ . a 20 SO Sampled By @23 - EO SANDTC'N -. SLI GH L Y SI..T( C: L:ht .: - - -. Grey, Miium t: Ccrse Grire.. Scur:t:. - Dense. -- 67 - L - u Firm drilling to bottom of boring fl 5 54 Total Depth = 60' (depth of ho) 160 __ GEOTECHNICAL BORING LOG Dote 9-18-97 Drill Hole No.1-2 Sheet 1 o 2 ProjectLEVY\CARLSBAD Job No. 971611-1 Drilling Co._TRI—COUNTY DRILLING Type of Rig35 SIMCO Hole Diameter8" Drive Weight.. Drop in. Elevation Top of Hole •\- 2' Ref. or Datum SEA LEVEL GEOTECHNICAL DESCRIPTION 6 l = . L. 0 US Logged E:yKAR .Z ô a;E ,2 U01 0 ro a. 0 . 20 a . 'an Sampled By -- - tQ-5' flLL - fl SLIGHTLY SILTY SAND: Tar. Li:r. Grv. fl Damp t Molt, Locse h . - — ..................i4\— Stcrdiro - L H I H: A_LUVIUM SLIGHTL: SILTY SAND: Lt t tum 1 17 si I Grey, Fir. Grained, Sctr:tec. Mum Der:e to Dense. 15 L 2 36 SF Cli H @18-20 scattered grove" cr: sr. 2 tf.. .......... . I II r @21 - '-0' SANDSTONE H - ' - - SLIGHTLY SILTY SAND: Loht to Medium. U 2- . - - - . Grey, Medium to Coarse Grcind, Saturated, Dense. T4 SP 301 73 II :i_ - _1 _L.ee sheet 2 FIGURE NO. GEOTECHNICAL BORING LOG Dote 9-18-97 Drill Hole No.B-2 Sheet Of..L ProjectLEVY\CARLSBAD Job No. 971611-1 Drilling Co.TRI—COLJNTY DRILLING _Type of Rig35 SIMCO GEOTECHNICAL DESCRIPTION - o . c !— I,- Cm . Logged ByKAR 66 Ln A Sampled E t sq . 0 2 - —.—I -, - I —J — -1 0 SLKHTL? S;LT: Gre,, Mdkin 55 Firm cril inc :. bottom of orir: H H 77 H Total Depth = 40' (depth of hole) 1 APPENDIX -A- REFERENCES Anderson, J.G., Rockwell, R.K. and Agnew, D.C., 1989, Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthauake Spectra. Volume 5, November 2, 1989. City of Carlsbad, Geologic and Seismic Safety Element, dated March 1975. City of Carlsbad, Orthophoto Map, Sheet 27, Drawing 246-5, September-October 1988. Hetherington Engineering, July 26, 1996, Geotechnical Feasibility Evaluation, Proposed Two Parcel Subdivision, "Upland Parcel", Carlsbad, CA. Jennings, C.W., 1992, Preliminary Fault Activity Map of California, California Division of Mines and Geology, Open File No. 92-3. Kennedy, M.P. and Peterson, G.L, 19751 Geology of the San Diego Metropolitan Area, California, California Division of Mines and Geology Bulletin 200. Kennedy, M.P. and others, 1975, Character and Recency of Faulting, San Diego Metropolitan Area, California, California Division of Mines and Geology Special Report 123. Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp. Mualchin, L. and Jones, A.L., 1992, Peak Acceleration from Maximum Credible Earthquakes in California (Rock and Stiff-Soil Sites) California Division of Mines and Geology Open-File Report 92-1. Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. Tan, S.S., 1995, Landslide Hazards in the Southern Part of the San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-03. Seed and ldress, 1982, Ground Motion and Soil Liquefaction During Earthquakes. Wesnousky, S.G., 1986, "Earthquakes, Quaternary Faults, and Seismic Hazards in California," in Journal of Geophysical Research. Vol. 91, No. B12, pp 12,587 to 12,631, November 1986. APPENDIX -B- GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. APPENDIX B (Conrd.) 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing:: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land. surveyor/civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recomoaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. APPENDIX B (Cont'd.) 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior too placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a madmum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be Such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. APPENDIX B (Cont'd.) 4.3 Import : If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Comoaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 5•3 Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in addition to normal compacting procedures, by backrouing of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face would be at least 90 percent. APPENDIX B (Cont'd.) 5.5 Comoaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor/civil engineer should be utilized. APPENDIX -C- 1.1I.JJMI.] 4 Direct Shear Tests: Direct shear tests are performed on remolded and/or relatively undisturbed samples which are soaked for a minimum of 24 hours prior to testing. After transferring the sample to the shearox, and reloading, pore pressures are allowed to dissipate for a period of approdmately 1 hour prior to application of shearing force. The samples are sheared in a motor- driven, strain controlled, direct- shear testing apparatus. After a travel of approximately 1/4 inch, the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where applicable, the "relaxed" and "peak' shear values are recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow disipation of pore pressures set up due to application of the shearing force. The relaxed values are therefore judged to be good estimations of effective strength parameters. Moisture and Density Tests: Moisture content determinations were performed on samples obtained from the borings. Density could not be determined due to the large cobble content of the onsite soils. Classification Tests: Typical materials were subjected to mechanical grain-size analysis by wet sieving from U.S. Standard brass screens (ASTM D422-65). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring logs. Consolidation Tests: Consolidation tests were performed on samples remolded to 95% relative compaction (based on ASTM D1557-78). Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented in the test data. APPENDIX -D- HOMEOWNERS MAINTENANCE GUIDELINES Residential hornesites require periodic maintenance of irrigation and drainage systems to insure proper performance and overall retention of property value. Often, homeowners are not aware of the importance of these systems and allow them to deteriorate. During the construction phase of development, governing agencies require property developers to utilize specific methods of engineering and construction to protect the public interest. For instance, the developer may be required to grade the property in such a manner that rainwater will be drained away from the building pad, install brow ditches & terrace drains, and to plant slopes to minimize erosion. However, once the lot is purchased, it becomes the buyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. Failure to make regular inspection and perform necessary maintenance of drainage devices and sloping areas may cause severe financial loss. In addition to his/her own property damage, the property owner may be subject to civil liability for damage occurring to neighboring properties as a result of negligence. The following maintenance guidelines are provided for the protection of the homeowner's investment All roof gutter and downspout systems, installed on the residence, should be tightlined to a suitable outlet away from the structure. Under no circumstances should water be allowed to pond onsite, particularly against the perimeter foundation system. Soils grades adjacent to the foundation of the structure should be sloped to direct water away from the foundation and into a collective drainage system. Soil grades should slope at a minimum of 2% for a horizontal distance of 5 feet away from the structure. The irrigation of planter systems located immediately adjacent to the foundation should be strictly controlled to avoid over watering. Saturation of soils in these planters may result in soil settlement/expansion and associated distress. Care should be taken to ensure that slopes, terraces, berm, and proper lot drainage are not disturbed. In general, roof and yard runoff should be directed to either the street or storm drain by non-erosive devices such as sidewalks, drainage pipes, ground gutters, and driveways. Drainage systems should not be altered without expert consultation. All drains should be kept clean and unclogged, including gutters and downspouts. Terrace drains or gunite ditches should be kept free of debris to allow proper drainage. During periods of heavy rain, the performance of the drainage systems should be inspected. Problems, such as gullying and ponding, if observed; should be corrected as soon as possible. Any leakage from pools, Waterlines, etc. or surface runoff bypassing drains should be repaired as soon as possible. Animal burrows should be eliminated since they may cause diversion of surface runoff, promote accelerated erosion, and even trigger shallow slope failures. Slopes should not be altered without expeit consultation. Whenever a homeowner plans a topographic modification of a lot or slope, a qualified geotechnical consultant should be contacted. If unusual cracking, settiing, or earth slippage occurs on the property, the owner should consult a qualified geotechnical consultant immediately. The most common causes of slope erosion and shallow slope failures are as follows: Gross neglect of the care and maintenance of onsite slopes and drainage devices Inadequate and/or improper planting. Barren areas should be replanted as soon as possible. Excessive or insufficient irrigation or diversion of runoff over the slope. Property owners should not let conditions on their property adversely impact their neighbors. Cooperation with neighbors could prevent problems and increase the aesthetic attractiveness of the community. City of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: zl £L/)( X2-La64e4-, Building Permit Plan Check Number: C6 7,' /-*'?7 912/ m001417/-/11 V/i L),P 1J'- ' I . ) Square Feet of Living Area in SDU -5-77 Net Square Feet New Area Floor Area Date: Project Address A.P.N.: Project Applicant (Owner'(s') Name(s) Project Description: Building Type: Residential: Second Dwelling Unit: Res. Additions: Comerc./ Ind.: City Certification: Carlsbad Unified School District San Mäfcos Unified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 92009 (434-0661 San Marcos, CA 92069 (736-2200) Encinitas Union School District San Dieguito Union High School District 101 South Ranch Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of Applicant /Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided is correct and true to the best of the Owner's knowledge and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of.dweliing units or square footage after the buildin ermit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Ov #Mr is t owned developer of the above described project(s), or that the person executing this declaration is aut6orized t behatfbfiHS)Owner. ignatur6. Date: O!L~/f 2075 La4'almas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 . '1 - YVt&A A SCHOOL DISTRICT DISTRICT SCHOOL FEE CERTIFICATION TS i90 i3 (To be completed by the school district(s)) \ SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one): Gov. Code Gov. Code Government Prior Existing Exempt from 53080/65995 65970 Code 53311 Mitigation Agreement fee (AB 181) (SB 201) (Mello - Roos) Note: requirements F(lndicate Date and Number or name of Agreement) I Total amount of (new) floor area within the building 3 ' 0 Fee Amount per Square Foot 3 Amount Collected -Or if subject to Prior Existing Mitigation Agreement: For Detached Residential Dwelling Units or Attached Dwelling Units> 1600 Square Feet Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected -and/or- For Attached and Detached Dwelling Units < 1600 square feet! per dwelling (If applicable) Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected SCHOOL DISTRICT: This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the information presented above and due to the School District. The City may issue building permits for this project. SIGNATURE OF SCHOOL DISTRICT OFFICIAL DATE I - so - - J. H. Blair TITLE .,1ssiantSuiL PHONE NUMBER NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES The Carlsbad Unified School District has elected to imposed the fees and/or amounts herein upon a finding that those facilities described in the School Impact Mitigation Fee Justification Study for Carlsbad Unified School District, prepared by David Taussig & Associates for the District. Section 66020 of the Government Code enacted as Assembly Bill 3081, set forth as Chapter 549, Statutes of the State of California, requires that all school districts, including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mitigation payments, or other exaction. This notice is to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other applicable law, commences with such payment or performance of any other requirement as described in Section 66020 of the Government Code. Additionally, this notice advises that the protest thereof must occur within 90 calendar days thereafter. FROM THE SEA BRIGHT CO PHONE NO. : 619 720 0098 Sep. 15 1998 06:22AM P2 ' II NTS OCEA1* %DE / CAkLSSAD SITE WJ'4ER ZORN C.. L.G'IY, . A)I UL P"AV,eb MAX .1 B26 ASTON A F3,'— '?'? MIS65512bAo ) C, 4)2008 - C. LFaV 3'. PA 16O-M-9OO (xi. IDS) L?c 2JtO( VICINITY MAP APPLICANT YOKN C. LEV) I8Z ASTON AVENUE - CARLSBAD, CA ZO08 ENGI'NF-F-R OFWO< THE SEA BRIGHT CO. 13Z1 SEA IIKIG14T PLAcE CARLSBAD1 CA. wooe PRONE '120-0098 1t 0. Lp ROBgT V)WPf E2B3O. EXP1E, 3131198 BASIS or BEARINGS LEGEND IPJDICATs FOUND Z" IRON PIPE 'U1T14 DISK MARKED C-S4539 -n A INDICATES FOUND cA(.IFORP.114 STATE LAI305 MONUMENT o tMDATES WILL SE W4 IRON PIP PIM tiAgg. L 111'l fl.1DICAT FOUND '1IOpI PIPE w/ DISK M4Rt'O Ls ?.793 cma 10)24)95 PATe ThE 8AS or SEARIMG5 FOR ThS DRAWD4(, IS THE NORT1ELY LI OF LOT 3 or MAT' NO. tIOO?, 1. E. N 89° Z4'02" W. LEGAL PE5CIPTI0M SHEET 3.3 PoR.-flOt4s orm LOTS 213 IM Sc.TIou I,T0WN5141P IC souTh, RAN& S WEST SAN tERNARDIWO MERIDIANAS MORE PAt1%CVLALY SI4OtQ1L iE'EOP4. ADiU5TMENT PLAT crr' O CARLSBAD mo. 4 71 APPLCANT 4OI%1 Ll1 . - 0. SUup I APPR0l€b WI I as 922 ,z.3l-97 . APpJ 155-101-165 .. . ...-. OIL ILCAL- IRCS Z830Z. - EXP. 3J3I J% .. . j. NO. .. -. a FROM : THE SEA BRIGHT Co PHONE NO. : 619 720 0098 Sep. 15 1998 06:23AM P3 ,;tcI SS1O t u_. c'T'l IOUMOAR'* 2 -'\\ s cs,4 e' 5i" ,' . 3-314 * U', S55°2.7'ISW 10 81, N33I'30 w OCE Ala w, vov. /cAs5\ \ 551°5& 3(.7W I ( pdi' 5,..—N 5(4 32 ;cs z 36' S36°45'Z? W ).5' \__—N.lt ° 3 '\ 1790 S3400(O')8W I N30,l7'3I flW\ MT V No se SbAl w ISIS'— 'çN 375 ' 12W 33.' S2S0IZ4W .31' I SZ241'3O' .38 vAc*T vAcA3c \i.r 9I'416 03,0-)"w ' U W z3.2 LAUD I I: 21 S'(5 05W 0 cEA'St 40 6 PARCE N L P -q5° o' 31 W 50.31 'CASIX .90 JACRES 7.01 58.03 St'O0'46'I,I_ *c5-i) IIOL LOT LLI. '' " S3054h' 41- AFIL I6 I 5-j01-(5 APPI- 155- lO- 13 . 0 •330 w LEVY LEVY ,..N4Z48 48.07 J 42. (MO.c:Ls) I, (o S*CcQ.(5)LOT UI3E.' V \ 20.11 - - vPC.AJT vAA)T \N 4b° 29'II'W 5234' - SAVA %Jt 5T4 LSc1.O iI 5i3z'17 'w zl.M' ' 45 W13' 31'56'W z444' S2''5I'* O."W ZOS 2Z.58' zo'i' 15"w 26.,' 30'0O 09 \ N35'07'2W 00 S36*13'llJ'W 35.81' 4?.0I' r .13..çP0B. 21'OZ9 4145 - 1 N890 fl51W(URlE1D VARJIJG) I 't.P.O. —.-_.....7 SEE DETAIL A I (5 W. P€j 5'I'AT ANo5) 'Bpsts oc) o?NoM.4 ZP LOT 3 PER MAP *11007 uK 80 P4:410,2312, Dcc. i5'1, 9 PJORT1 LIP.E-LOT3 .,• cc :..&........9.cs3 tI469-ZT-15"W (c,c.281Oov Dd) DETAIL tTAI L S 6E SI-IT 3 FOR. ACCESS LA MErrS io PARCEA.S A EESS11NRESS EsMr DATA L-% Z65'@ SP124'oe'E L-2: N4Z° 30'00" W L-3 35.I'@ 509'24'0ZE C1; I:4 A °4'JO" E1 c-Z' R4'3 Il°" :0,-15' tARJIJG gOXT1OM DETAIL PEED ANGLE. z34 10) 10j" - RotATE ALL DEED 'BARiM4S 0M TATt LAND'S cE.-v%cIcA'T. 'et3o4 i "O449"C,&-0C-kWiSV. A655S1Ma$' PLAT PIMPARF-5 8'I RoEQr o.SU%(UP - C.E Z330Z. E? 3131198 NO SHE ETZo3 Na 411 f55-Jof-5 15 %)O-1 . • CITY OF CARLSBAD APPROVED I'/ FROM : THE SEA BRIGHT CO PHONE NO. 619 720 0098 Sep. 15 1998 0624RM P4 H ( Na. 0020302 1 Ep. $-31.00 J PARCEL A PARCEL"\ SEE SWT 213 FOR Folt Acc..SS 4 C,TIUT'Y EMT F8 A Ll ltecaltbEb I. ) LOT 3 oF MAP*t 11007 \ I PRiVAT9 e.sEt4Eifl FOR EGgess,gGR.55, 5T *t M?OVEMET5,DRA)UAGIE UTIL.ITIE$ \ IM FAVWX- GROUP OP MAflVE SUN ,4'€sTMWV SHEET 3oP3 -. V. ADJUSTMENT PLAT - CI,', O CAS$AD NO. 471 PPACD BY: Il - APPROVD Y: AP Oft . ¶\)S - . . . V __ M• NO. V FROM : THE SEA BRIGHT Co PHONE NO. 619 720 0099 Sep. 30 1998 09:32GM P2 sE29-98 TUE 1136 CITY OF CARLSBAD COMM DE FAX NO. 4380894 P.02 City of Carlsbad Plumbing - Electrical - MechanicaL. WorksheeL Project Address _ZI Permit No 4- Questions below refer to work being done for this permit only. PlumbinR Number of new or relocated fixtures, traps, or floor drains? New building sewer line? Number of root drains? InstalI1alter water line? Number of water heaters9 Number of hose bibs? (2. .t&\ Gas piping system - . . Number of new or relocated gas outlets ;i7 Yes No .0. Yes No____ Install .! Repair New water meter - No. of - Size I if Potable - Irrigation El&'crrical Number of new panels or subpanels? Single Phase Three Phase 0 Three Phase -480 Remodel (relocate existing outlets/switches or add outlets/switches Mechimicai Size of New Service WQ 4wp Size . Number of amperes Number of amperes Number of amperes Yes -No Number of furnaces, A/C, or heat pumps? Number of fireplaces? Number of exhaust fans? w... Number of exhaust hoods? 'Zi4 Number of boilers or compressors? New or relocated duct work? J-46 -TO I --I-- _____ Number of HP? 4T]) iMOi Yes X_No BEFORE THE PERMIT CAN BE FEE'D OUT THIS FORM NEEDS TO BE RETURNED TO THE BUILDING DEPARTMENT - FAX NUMBER (760)438-0894 27 Vt j S6( CcA' Date / 7trilA.e (':L/y APPROVALS PlanningI &/' '/ 9i?'EngIneet1' Fire , Coastal Health Ilm A35o0. 4 1*/?oo7 77e1/1f4-,OILL L5 7 5('L ALl Le4TES HMMAYRM ow r PLANCOM rei I WCOMP I FINE PLANS g (ig ckSU (of(fr1 Lfrfl ~~ M