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2701 CAZADERO DR; ; CB981669; Permit
04/05/1999 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: City of Carlsbad Building Permit Permit No:CB981669 Building Inspection Request Line {760)438-3101 2701 CAZADERO DR CBAD SFD Sub Type: 2154600400 Lot#: $365,976.00 Construction Type: Reference #: 738 VN SFD 4192 SF.GAR 784 SF BALCONY 350 SF-NEW SINGLE FAMILY RES. Status: Applied: Entered By: Appr/lssued: Inspect Area: ISSUED 06/01/1998 JM 04/05/1999 Applicant: WATSON RUSSELL 5865AVENIDAENCINAS#142A 92008 760 603-8459 Owner: ACTIVE DEVELOPMENT CORP INTERN 8230 04/05/99 OOOi 01 C-PRMT 02 22783-29 Total Fees: $23,792.29: * - -Totalfayments To Date; $1,009.00^ * , ». * * *~» ^ ' 'Balance Due: $22,783.29 Description Fee * ELECTRICAL TOTAL '/ , , * MECHANICAL TOTAL \\':}- * PLUMBING TOTAL BLDG PLAN CHECK [ ] \ BTD FEES BUILDING PMTS ** Enter Additional Reclaim' Enter Impact Fee PLDA C PUBLIC FACILITIE PUBLIC IMPROVE STRNG MOTION TRAFFIC IMPACT 60.00 78.50 189.00 1,008.85 530.00 1,552.08 3,420.00 2,925.00 23.10 12,809.16 310.00 36.60 850.00 Inspector: FINAL APPROVAL Date: k.-? A Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 N,:.' PROJECT INFORMATION ' '.- : ,\ :: = " ':' "'-iMfe 2701 Cazadero Drive FOR OFFICE USE ONLY PLAN CHECK NO . 10 (f^ EST. VAL. Plan Ck. Deposit Validated By Date Business Name (at this ,d*BP OS/01/ffi 0001 01Address (include Bldg/Suite #) Attached 738 La Costa Meadows One Legal Description 215-460-04 Assessor's Parcel # SFD Description of Work loyaSp- &*?• ' - %&$> <&2. CONTACT PERSON (if different from a Russell Watson 5865 Lot No. Subdivision Name/Number Vacant Lot Existing Use4192 Two SQ, FT. #of Stories P .^ffW- FMP ^ JTH ^-?'f€Af^0^ '" 1? Avenida Encinas, #142A Carlsbad Unit No. Phase No. Total # of units SFD Proposed Use Three # of Bedrooms CA 92008 Three One-Half # of Bathrooms 603-8456 603-8459 Name Address 3. APPLICANT D Contractor D Agent lO^Gontra K.F. Stephens. Inc. 1500 W. llth Avenue State/Zip Telephone # CA 92029 (760)740-0885 Fax Name 4. PROPERTY OWNER Sajpe as .._Applicant Address City State/Zip Telephone Name Address City State/Zip Telephone # 6.'/• :CONTRACTQR i COMPANYWAWfr "7 *;-;r"f:"!-''•:""'::" '1^-'/:'•'":''•';';• ;>r:-"}":'™l*-'::\i;r::::;7«^^X^^^^{™^yiM^4^^MS^^^-^^^^!!ffk (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code I 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 t$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Sprntte + Watson 5865 Avenida Encinas, #142A, Carlsbad, CA 92008 (760) 603-8456 Address City State/Zip Telephone C12359 Designer Name State License # 6: WORKERS^ COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: CD ' 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. (XI 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 WMC Insurance Services Policy No. 80587036 Expiration Date 1/19/99 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n 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 cos* "f r-,rf"ni>n«Htinn damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. SIGNATURE jg—-^^^-"'"''" DATE *~ "* "*" ^ 7. OWNjgtfJIWtGiR DECLARATION ~ I hereby affirm that I 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). [3C| 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). n I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. O YES C]NO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 6. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _-_____ ___—,"^1— DATEPROPERTY OWNER SIGNATURE 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? Q YES fj NO YES NOIs the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [J YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8.v CONSTRUCTION LENDING AGENCY i U ::^ ; S 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 Coda). LENDER'S NAME LENDER'S ADDRESS 9, APPLICANT CERTIFICATION 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 CitV 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 authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S "irili DATE WHITE: File YELLOW: Applicant PINK: Finance City tf Carlsbad Final Building Inspection 3 0 2Cno Dept: Building EngMiMng Planning CMWD St Plan Check #: PermitS: Project Name: Address: „ Contact Person: Sewer Dist: Inspected Bv: /nctf> Inspected Bv: Inspected Bv: CB981669 SFD 4192 SF.GAR 784 SF BALCONY 350 SF-NEW SINGLE FAMILY RES. 2701 CAZADERO DR Phone: LC Water Dist: CA , Date / rr Wy*W Inspected: fr-±Vft) Date Inspected: Date Inspected: Lite Fire ^ , Date: 5/26/2000 Permit Type: SFD /'^ Sub Type: /%#?• Lot: 738 Approved: ^^^ Disapproved: Approved: Disapproved: Approved: Disapproved: Comments: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit#: Project Name: Address: Contact Person: Sewer Dist: Inspected ~ Inspected Bv: Inspected Bv: Comments: CB981669 SFD 4192 SF.GAR 784 SF BALCONY 350 SF-NEW SINGLE FAMILY RES. 2701 CA2ADERO DR Jjc fffr* •& J$ff~~ b$^* Phone: LC Water Dist: CA Date i t l*\WiS Inspected: t)l30\CO Date Inspected: Date Inspected: Date: 5/26/2000 Permit Type: SFD Sub Type: Lot: 738 Approved: K Disapproved: Approved : Disapproved : Approved: Disapproved: JOB ADDRESS: OWNERS NAME: _ __ . USE/OCCUPANCY «tt<ko_CJ£ . £rfkw *1PU "fc*. City of Carlsbad 2075 las Palmas Drive, Carlsbad California 92009 INSPECTION RECORD £• INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL PRIOR TO^.DO P.M. FOR NEXT WORKDAY INSPECTION BUILDING INSPECTION: (760) 438-3101 \ LOT NO./SUITE: TYPE CONST.53SN DATE His \4A -PERMIT NO CONTRACTOR BUILDING OTHER APPROVED TO COVER Type of Inspection BUILDING FOUNDATION REINFORCED STEEL MASONRY D GROUT D WALL DRAINS TILT PANELS POUR STRIPS COLUMN FOOTINGS SUBFRAME D FLOOR D CEILING ROOF SHEATHING EXT. SHEAR PANELS FRAME INSULATION EXTERIOR LATH INTERIOR LATH &. DRYWALL FINAL PLUMBING a SEWER AND BL/CO D PL/CO UNDERGROUND D WASTE D WATER TOP OUT n WASTE O WATER TUB AND SHOWER PAN D GAS TEST D GAS PIPING D WATER HEATER CD SOLAR WATER FINAL ELECTRICAL D ELECTRIC UNDERGROUND D UFER ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING D ELECTRIC SERVICE D TEMPORARY a BONDING a POOL FINAL MECHANICAL UNDERGROUND DUCTS & PIPING D DUCT & PLEM.D REF. PIPING HEAT - AIR COND. SYSTEMS VENTILATING SYSTEMS FINAL Date 9^-n /H3r*f Inspector Notes "&y — TP/- CALL FOR FINAL INSPECTION WHEN ALLAPPROPRIAJE ITEMS ABOVE HAVE BEEN APPROVED FINAL Sign When Appropriate | ,t Building Dept. (Inspections) Fire Department Planning Department Engineering Dept. (Inspections) Building Inspectors (7am-4pm) CMWD Water Inspections 438-3,0, L^XHO 931-2,2, | 438-1161 438-3891 £. 5 . Q0 438-3550 4JS-2722 Ext 7153 <(?\ \*>\$\) 438-3891 k* 5*^i *P/^ j. -~ vs^ &*t\ REV 9/98 SEE BACK FOR SPECIAL NOTES City of Carlsbad 2075 Las Pal mas Drive, Carlsbad California 92009 INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS BE KEPT ON THE |OB JOB ADDRESS: OWNERS NAME: CALL PRIOR TO 2:00 P.M. FOR NEXT WORKDAY INSPECTION — BALDING INSPECTION: (760)438-3101 23£lL—£6Jtt-l*O./SUTTE:££ USE/OCCUPANCY TYPE CONST.OAT* PERMIT NO.CONTRACTOR BUILDING / OTHER APPROVED TO COVER Type of Inspection BUtLDINC FOUNDATION REINFORCED STEEL MASONRY I^CROUT D WALL DRAINS TILT PANELS POUR STRIPS COLUMN FOOTINGS SUBFRAME D FLOOR D CEILING ROOF SHEATHING EXT. SHEAR PANELS FRAME INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL FINAL PLUMBINC V SEWER AND BL/CO D PL/CO UNDERGROUND H WASTE D WATER TOP OUT D WASTE D WATER TUB AND SHOWER PAN fdjSAS TEST D GAS PIPING a WATER HEATER n SOLAR WATER FINAL ELECTRICAL D ELECTRIC UNDERGROUND D UFER ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING ^5t£LECTRIC SERVICE D TEMPORARY D BONDING D POOL FINAL MECHANICAL UNDERGROUND DUCTS & PIPING D DUCT & PLEM.D REF. PIPING HEAT - AIR COND. SYSTEMS VENTILATING SYSTEMS FINAL Date 1 J /&Q / *? i i /f/3/W 19^-|C^T lQc-rV?9 |9L-2\3c-rf i3-3Qr$? x-PCWTC^ . </ • • / iO_\t-071 ^-'V-if *\-S-0n (~~"?r>co v3_ *r'*^~* \^W zl'*^<4yC\ >7O-ry^ i*puJer /)(*f-^1 y4^ /tOO-no Inspector l^% I ' / ^r* 1?A ^? A. "CvVXM *c?A— - . c „ jAI^A- "Out- 1^\-4"*^ -r-'AI/ A" -• ^lt_. ^^ *C?V— *Pc\Jrr-\— T?^4^ Notes PGCrOdG- AA/A ^0^MAAT7cW ^TQE /v^Et-T7o»^ <?tCT& fouft-iy-afi1-* SP 1 rr S^rlATU /^-^U-OO DA-- <^C/ ^ ! '• "\ CALL FOR FINAL INSPECTION WHEN ALLAPPROPRIATE ITEMS ABOVE HAVf BEEN APPROVED FINAL Sign When Appropriate Building Dept. (Inspections) 438-3101 Fire Department 931-2121 Planning Department 438-1 1 61 Engineering Dept. (Inspections) 438-3891 Building Inspectors (7am-4pm) 43Br3550 CMWD 438-2722 Ext 71 5| Water Inspections 438O891 k-3D-nn ^'500 <^a (,.£.<**. ^ r mtmtANW ^C rfA*vM*^ /- M\Ke B^-^CK • 8i5*»"ifr8 £i^ip KofleeiA. n REV 9/98 SEE BACK FOR SPECIAL NOTES Inspection List Permit*: CB981669 Type: SFD Date Inspection Item 6/19/200089 6/19/200089 6/19/2000 89 6/15/2000 89 6/15/2000 89 5/8/2000 39 5/5/2000 39 4/5/2000 23 2/16/2000 17 2/10/2000 17 12/22/1999 17 12/22/1999 18 12/17/1999 16 12/16/1999 16 12/14/199984 12/9/1999 14 11/23/1999 14 11/23/1999 19 11/12/1999 18 11/8/1999 18 11/5/1999 18 10/6/1999 13 10/6/1999 14 9/3/1999 15 8/27/1999 15 6/11/1999 11 6/11/1999 11 5/25/1999 11 5/13/1999 21 5/13/1999 21 5/12/1999 11 5/12/1999 11 12/30/1998 11 Final Combo Final Combo Final Combo Final Combo Final Combo Final Electrical Final Electrical Gas/Test/Repairs Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Insulation Insulation Rough Combo Frame/Steel/Bolting/We I din F ra me/Steel/ Bo Iti ng A/Veldi n Final Structural Exterior Lath/Drywall Exterior Lath/Drywall Exterior Lath/Drywall Shear Panels/HD's Frame/Steel/Bo Iti ng/Weldin Roof/Reroof Roof/Reroof Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act DA DA - - JL DA PD DA, DA DA DA DA DA DA DA DA DA DA DA DA DA DA DA DA DA SP SP SP SP SP SP SP PY AP AP Rl Rl CO AP NS AP AP CO AP AP AP NR AP CO CO we AP NR CA NR we AP CO AP AP AP AP AP we we AP SFD 4192 SF.GAR 784 SF BALCONY 350 SF-NEW SINGLE FAMILY R Comments SEE NOTICE RESET FOR MONDAY 5/8 SEE FORMANS LIST FOR 2ND FLR SEE FORMANS LIST NEED READABLE PLANS BY FOREMAN SEE NOTICE ATTACHED CHK HISTORY ON 3-DIFF PERMITS REMOVE SHEETING THAT IS NOT STAGGERED GARAGE FOUNDATION GARAGE FOUNDATION Tuesday, June 20, 2000 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 6/15/2000 Permit# CB981669 Title: SFD 4192 SF.GAR 784 SF Description: BALCONY 350 SF-NEW SINGLE FAMILY RES. Inspector Assignment: DA 2701 CAZADERO DR Lot 738 Type: SFD Sub Type: Job Address: Suite: Location: APPLICANT WATSON RUSSELL Owner: STEPHENS KF Remarks: Phone: 7605196508 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RICHARD Entered By: ROBIN Act Comments Associated PCRs Inspection Historv Date 5/8/2000 5/5/2000 4/5/2000 2/16/2000 2/10/2000 12/22/1999 12/22/1999 12/17/1999 12/16/1999 12/14/1999 12/9/1999 11/23/1999 11/23/1999 11/12/1999 11/8/1999 11/5/1999 Description 39 Final Electrical 39 Final Electrical 23 Gas/Test/Repairs 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 16 Insulation 84 Rough Combo 14 Frame/Steel/Bolting/Welding 14 Frame/Steel/Bolting/Welding 19 Final Structural 18 Exterior La th/Drywal! 18 Exterior Lath/Drywall 18 Exterior Lath/Drywall Act AP NS AP AP CO AP AP AP NR AP CO CO we AP NR CA Insp DA PD DA DA DA DA DA DA DA DA DA DA DA DA DA DA Comments RESET FOR MONDAY 5/8 SEE FORMANS LIST FOR 2ND FLR SEE FORMANS LIST NEED READABLE PLANS BY FOREMAN NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE A~70 I C PERM,! NO. i/l/o FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? L _ i YES FOR FURTHER INFORMATION, CONTACT lJ^«i_£__ fHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Inspection Request For: 10/6/99 Permit# CB981669 Title: SFD4192SF,GAR784SF Description: BALCONY 350 SF-NEW SINGLE FAMILY RES. Inspector Assignment: Type:SFD Sub Type: Job Address: 2701 CAZADERODR Suite: Lot 738 Location: APPLICANT WATSON RUSSELL Owner: STEPHENS KF Remarks: Phone: 7607171200 Inspector: Total Time:Requested By: DOUG Entered By: CHRISTINE CD Description 14 Frame/Steel/Bolting/Welding J32_. Act Comments Inspection History Date Description m/^9 15Roof/Reroof 5/12/99 11 Ftg/Foundation/Piers 6/11/99 11 Ftg/Foundation/Piers 5/25/99 11 Ftg/Foundation/Piers 5/13/99 21 Underground/Under Floor 8/27/99 15Roof/Reroof Act Insp Comments AP DA CHK HISTORY ON 3-DIFF PERMITS WC SP AP SP GARAGE FOUNDATION AP SP AP SP CO DA REMOVE SHEETING THAT IS NOT STAGGERED CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 438-3550 2075 LAS PALMAS DRIVE FOR INSPECTION CALL (760) 438-3101. RE-INSPECTION FEE DUE? L_ YES FOR FURTHER INFORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER FIELD INSPECTION REPORT (Concrete / Masonry)Date /Q/29/f? L=^^^M| ANTHONY TAYLORVCOMPANIES, INC. San Diego County Orange County Bay Area Las Vegas Area . 2240 Vineyard Avenue - 1 4,42 E. Lincoln Avenue, #449 - ' •- 67,1 2 Preslon Ave., #H - 3275 AN Baba Lane, #505 '!Escorktido, CA 92029 - - • " Orange.'CA' 92665 '"' Livermore/CA 94550 ' ' La's Vegas, NV 891 18 ' (760) 738-8800 (714) 283-5470 (800) 56^-7645 .-- (702) 739-1 550 PRESTRESS CONCRETE REINFORCED CONCRETE REINFORCED MASONRY a REWORK A.T.C. JOB NUMBER CONSECUTIVE REPORT NUMBER PERMITljyMBER PLAN NUMBER PROJECT: GENERAL CONTRACTOR Kf $7< ENGINEER ARCHFTECT OWNER Location / Type of Work lnspected//d/0 OP****/ O CO OR PERFORMING WORK SUPPUER MIX DESIGN NUMBER DESIGN STRENGTH P.S.I. CUBIC YARDS PLACED PLACEMENT METHOD . QPump U-tfuck a Other MORTAR TYPE / STRENGTH • . M BLOCK SIZE 16" To the best of my knowledge, work inspected was in accordance with the building department approved design drawings, specifications and applicable workmanship provisions of the U.B.C. except as noted above.YES Q NO See DNR Dated INSRCCTOR INSPB EPRE HOURS START JOB ST fREI TOTAL HOURS REGULAR OVERTIME REWORK THIS REPqRT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES EsGil Corporation In Partnership with (government for Quifding Safety DATE: September 15, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-1669 PROJECT ADDRESS: 2701 Cazadero Drive PROJECT NAME: K.F. Stephens Residence- Q. APRJJCANT a PLAN REVIEWER Q FILE SET: III 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 & checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: $//f (byi^ ) Fax #: Mail Telephone Fax In Person Provii y^— REMARKS: By: Tony Embuido Esgil Corporation D GA D CM D EJ Scned Policy 91-46. See noTe^t-thre-3: Enclosures: PC 09/03/98 tmsmtl.dot 93 20 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (619)560-1468 + Fax (619) 560-1576 EsGil Corporation In fPartncrsfiip with (jovcrnmtnt for $ui&{ing Safety DATE: August 12, 1998 Q APPLICANT JURISDICTION: Carlsbad CTPCfflTREVlEWER Q FILE PLAN CHECK NO.: 98-1669 SET: II PROJECT ADDRESS: 2701 Cazadero Drive PROJECT NAME: K.F. Stephens Residence- The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Sprotte & Watson Architectural and Planning 5865 Avenida Encinas, Ste. #142A, 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 #: Mail Telephone Fax In Person REMARKS: By: Tony Embuido Enclosures: Esgil Corporation D GA D CM D EJ D PC 08/03/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (619)560-1468 + Fax (619) 560-1576 Carlsbad 98-1669 August 12, 1998 II RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2701 Cazadero Drive DATE PLAN RECEIVED BY ESGIL CORPORATION: 08/03/98 REVIEWED BY: Tony Embuido PLAN CHECK NO.: 98-1669 SET: II DATE RECHECK COMPLETED: August 12, 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. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. 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. C. 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. D. 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? Yes a NO Carlsbad 98-1669 II August 12, 1998 • FOUNDATION REQUIREMENTS 19. Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 1804.3. a) Per soils report is not acceptable. 21. Cut or fill slopes exist, show distance from foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 18 of the UBC. a) Indicate actual distance on site plan or civil/grading plan. • FRAMING/STRUCTURAL 25. Specify truss identification numbers on roof framing plans. a) Sequence number must be indicated/referenced on framing plans. 28. Provide drag straps/ties along outer ends of patio covered/deck balcony. 29. Show on the plans all structural requirements developed in the structural calculations. Section 106.3.3. (See comments below.) a) Submit calculations and details of girder trusses and show how they are supported. See roof framing plan and cross reference details. i) Include in the design calc's. the drag forces of shear walls to roof truss system. b) Clarify 2x8 rafters per design calc's. being overstressed. • CARLSBAD S.F.D. SUPPLEMENT 51. See the attached Policy 91-46 for special sleeve and clean-out requirements, a) Include no res specifying sleeves to be 40 ABS, etc... • MISCELLANEOUS 55. Specify slope for deck covering to be a minimum of 1/4" per foot. See keynote #16 on sheet A3. 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 Tony Embuido at Esgil Corporation. Thank you. POLICIES AND PROCEDURES NUMBER: 91-46 SUBJECT: Gas Piping - Island Kitchen Cooktop EFFECTIVE: 5/24/91 SECTION: BUILDING DEPARTMENT SUPERSEDES: PURPOSE: POLICY: To establish an approved method for gas piping to an island cooktop, The drawing shown below is approved for this use. NOTESrYfJ ALL SLEEVES TO BE SCH. 2) GAS PIPING BELOW SLAB TO BE FACTORY WRAPPED EXCEPT FITTINGS MAY BE PRIMED AND FIELD WRAPPED 7) ALL UNDERGROUND PIPING TO BE ^/INSTALLED AT THE TIME OF UNDERGROUND PIPING INSPECTION Initiated By;Approved By EsGil Corporation In ^Partnership with government for 'Building Safety DATE: June 15, 1998 Q APPLICANT JURISDICTION: Carlsbad CTPLANTSEVIEWER Q FILE PLAN CHECK NO.: 98-1669 SET: I PROJECT ADDRESS: 2701 Cazadero Drive PROJECT NAME: K.F. Stephens Residence- The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Sprotte & Watson Architectural and Planning 5865 Avenida Encinas, Ste. #142A, 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 #: REMARKS: By: Tony Embuido Enclosures: Esgil Corporation D GA D CM D EJ D PC 06/02/98 trnsmtl.dot 93 20 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 + Fax (619) 560-1576 Carlsbad 98-1669 June 15, 1998 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 98-1669 JURISDICTION: Carlsbad PROJECT ADDRESS: 2701 Cazadero Drive FLOOR AREA: 4192-R3 784-U1 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 06/01/98 DATE INITIAL PLAN REVIEW COMPLETED: June 15, 1998 STORIES: 2 HEIGHT: -29' DATE PLANS RECEIVED BY ESGIL CORPORATION: 06/02/98 PLAN REVIEWER: Tony Embuido FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with 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 plans does not permit the violation of any state, county or city law. To speed UP the recheck process, please note on this list for 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) rSforw.dot Carlsbad 98-1669 June 15, 1998 PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 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. 2. 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. Final set of plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 3. Specify on the Title Sheet of the plans the gross floor area of each element of this project, including patio (roof) cover and deck/balcony. Section 106.3.3. 4. Show on the title sheet all structures, pools, retaining walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included". Section 106.3.3. • FIRE PROTECTION 5. Show locations of permanently wired smoke detectors with battery backup: a) Centrally located in corridor or area giving access to sleeping rooms. See outside of office at ground floor. NOTE: Detectors shall sound an alarm audible in al| sleeping areas of the unit. Section 310.9.1. Carlsbad 98-1669 June 15, 1998 GENERAL RESIDENTIAL REQUIREMENTS 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. Note as part of the plans. 7. Note that the discharge point for exhaust air will be at least 3' from any opening which allows air entry into occupied portions of the building. Section 1203.3. 8. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Either specify tempered glass on floor plans or show on door and window schedule. a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) In any portion of a building wall enclosing bathtub and shower 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 walking surface. d) 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. • STAIRWAYS AND RAILINGS 9. Guardrails (Section 509.1): a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. c) 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". 10. Provide stairway dimensions and details. Sections 1006.3, 1006.15 and 1006.2. a) Minimum width is 36". Carlsbad 98-1669 June 15, 1998 b) Minimum headroom is 6'-8". c) 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. 11. Handrails: a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) All stairs shall have handrails terminating in a newel or safety post, Section 1006.9. 12. The handgrip portion of all handrails shall be not less than 1-1/4" nor more than 2" in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2" between the wall and the handrail. Section 1006.9. 13. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Sections 1006.7 and 1004.10. See intermediate landing and provide minimum 36" clear dimension. 14. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for 1-hour fire-resistive construction. Section 1006.12. • ROOFING 15. Specify roof slope on roof plan. 16. Specify roof material and application. Chapter 15. 17. Specify on the plans the following information for concrete roof materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. . c) ICBO approval number, or equal. 18. Show attic ventilation's. 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. • FOUNDATION REQUIREMENTS 19. Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 1804.3. 20. Show on the plans, details for stepped footings steeper than 1:10. Section 1806.3. Carlsbad 98-1669 June 15, 1998 21. Cut or fill slopes exist, show distance from foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 18 of the UBC. • FRAMING/STRUCTURAL 22. Show or note fire stops at the following locations per Section 708: a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. e) At openings between attic spaces and chimney chases for factory-built chimneys. 23. Note on the plans that an A.l.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2305. 24. Detail all post-to-beam connections and reference the detail to the plan. Section 2324. 25. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. a) Deferred submittal is not allowed in the City of Carlsbad. 26. Show clearance between top plate of interior partitions and bottom chord of trusses. (To ensure nonbearing condition between supports as designed). 27. Provide additional framing cross sections through aM directions and cross reference on floor, foundation and framing plans. Section 106.3.3. a) Provide foundation cross section at living room exterior wall thru exterior stairway. See foundation plan. 28. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 106.3.3. a) Provide lateral analysis for outer end of covered patio and deck/balcony. Carlsbad 98-1669 June 15, 1998 29. Show on the plans aH structural requirements developed in the structural calculations. Section 106.3.3. (See comments below.) a) Submit calculations and details of girder trusses and show how they are supported. See roof framing plan and cross reference details. b) Provide design calc's. for pad [d]. c) Specify location of symbols [RB-1] thru [RB-5] per design.on roof framing plans for clarity. d) Provide design calc's. for covered patio beams and specify sizes on roof framing plan. e) Clearly cross reference aH details on framing plans, sections, etc. or omit (cross-out). See sheets A-7 and A-7.1. 30. Specify aH header sizes for openings over 4' wide. Section 2326.11.6. 31. Show attic access with a minimum size of 22" x 30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. 32. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. 33. Individual concrete or masonry piers shall project at least 8" above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2317.5. See detail 11/A-7. • MECHANICAL (UNIFORM MECHANICAL CODE) 34. Show the size, location and type of all heating and cooling appliances or systems. 35. Furnace shall not be installed in any bedroom, bathroom or in a closet or confined space with access only through such room. Exceptions: a) Direct vent furnaces, enclosed furnaces and electric heat furnaces. b) Access to furnaces located in an attic or underfloor crawl space may be through a closet. Section 315.1, UMC. 36. Show source of combustion air to furnace, per Chapter 7, UMC. 37. Show access to the attic containing equipment to be minimum 30 inches by 30 inches. The opening may be 22 inches by 30 inches if the equipment can be removed through such opening. Section 319.3, UMC. Carlsbad 98-1669 June 15, 1998 38. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. Section 319.4, UMC. 39. Show permanent electrical outlet and lighting fixture controlled by a switch for furnace located in attic or underfloor space. Sections 319.6 and 320.1, UMC. 40. Show details to comply with UMC Section 321 for roof attic or outside furnace. 41. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 42. Show on the plan the amperage of the electrical service, the location of the service pane! and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 43. 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 and outdoors. • PLUMBING (UNIFORM PLUMBING CODE) 44. Show water heater size and type on floor plan. UPC, Section 501.0. 45. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Uniform Plumbing Code". 46. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 47. 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 48. Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 410.7. Carlsbad 98-1669 June 15, 1998 49. New water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). • ENERGY CONSERVATION 50. The regulations require a properly signed Form CF-IR. See sheet A-12. • CARLSBAD S.F.D. SUPPLEMENT 51. For gas piping under slabs that serve kitchen island cooktops, see the attached Policy 91-46 for special sleeve and clean-out requirements. 52. 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). • MISCELLANEOUS 53. Clearly cross reference all elevation keynotes on elevation plans. 54. Note on plans, the laundry chute to comply per section 711,6. of the UBC. 55. Provide approved I.C.B.O. # for deck covering. 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 a No Q 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 Tony Embuido at Esgil Corporation. Thank you. CITY OF CARLSBAD POLICIES AND PROCEDURES NUMBER: 91-46 EFFECTIVE: 5/24/91 SUPERSEDES: SUBJECT: Gas Piping - Island Kitchen Cooktop SECTION: BUILDING DEPARTMENT PURPOSE: POLICY: To establish an approved method for gas piping to an island cooktop. The drawing shown below is approved for this use. NOTES: 1. ALL SLEEVES TO BE SCH. 40 ABS 2. CAS PIPING BELOW SLAB TO BE FACTORY WRAPPED EXCEPT FITTINGS MAY BE PRIMED AND FIELD WRAPPED 3. ALL UNDERGROUND PIPING TO BE INSTALLED AT THE TIME OF UNDERGROUND PIPING INSPECTION SCREENED VENT OPENING en 3-XI. TEE % 3"CLEAN OUT GAS PIPING .APPROVED SEALANT 2" SAN. TEE 2" ABS RISER 3" ABS RISER t\ Wt rjf i 6",MIN. U 3" ABS SLOPE UP TO -' Initiated By:Approved By: Carlsbad 98-1669 June 15, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Tony Embuido BUILDING ADDRESS: 2701 Cazadero Drive BUILDING OCCUPANCY: R-3/U-1 PLAN CHECK NO.: 98-1669 DATE: June 15, 1998 TYPE OF CONSTRUCTION: V-N BUILDING PORTION I BUILDING AREA 1 (ft-2) Air Conditioning Fire Sprinklers TOTAL VALUE VALUATION MULTIPLIER VALUE ($) 365,976 (PER CITY) D 199 UBC Building Permit Fee Kl Bldg. Permit Fee by ordinance: $ 1552.08 D 199 UBC Plan Check Fee Kl Plan Check Fee by ordinance: $ Type of Review: Kl Complete Review Q Structural Only Q Hourly n Repetitive Fee Applicable O Other: Esgil Plan Review Fee: $ 807.08 Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad DATE: Engineering Department BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CBV & /(0 fe BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: 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. A Right-of-Way permit is required prior to construction of the following improvements: ESTVVALUE: DENIAL Please see ^ the^ attached report of deficiencies marked with Gk^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. 7- FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: T 111Date: ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Michele Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161, ext. 4315 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 ulkimg PUnchec* Cfclsl BPOQ01 formi^ooiau-iprtAKic»uiwuKumut.aii-.nn,LaiU3Uiiamg Kancnec* I;>BI BPIHUII i-om MM.OOC A ^075 Las Palmas Dr. - Carlsbad, CA 92O09-1576 • (619) 438-1161 • FAX (619) 438-O894 73?BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow"'^^ D. Property Lines ****"" B. Existing & Proposed Structures *** E. Easements ,^~- C. Existing Street Improvements ^ F. Right-of-Way Width & Adjacent Streets G. Driveway widths *_ Q Q 2. Show on site plan: ,/,. K A. Drainage Patterns 0 fl\P 1- Building pad surface drainage must maintain a minimum slope of one ' percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography Q Q 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE Q Q Q 4a. Project does not comply with the following Engineering Conditions of approval for Project No. Q Q 4b. All conditions are in compliance. Date: VlASPALWAS\Sf S1USRARY£NG\WORD'OOCS\CHKLST«ulWirio Pttnch*ck CUM 8P0001 form MM.doc Rev. 09/03/97 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 4 STY 2ND/ 3RDv' Q Q Q 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 W x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS LI Q 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: Q Q Q 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: \MJVSPALMAS\SYS\LIBFWRYtNG\WORD\DOCS\CHKLST\Buikiing Planctack CUst BP0001 Form MM.doc Rev. 09/03/97 BUILDING PLANCHECK CHECKLIST 1^ 2nd' 3"" Q Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Q Q 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction x of the Citv Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Q Q Q 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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: Q Q J2\y 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) Q Q Q 7d.No Grading Permit required. Q Q Q 7e.lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: HAWORO\DOCS\CHKL5nBuil*ng Ptancheck CWst BP0001 Fonn MM.dOC BUILDING PLANCHECK CHECKLIST rd/ Q Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following Q Q Q 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: _ a Q Q 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. 12. a Required fees are attached Q No fees required 3. Additional Comments: ffi- 4b r a n a /?XV Me /Of rq r~ b) PUn flfln fc \\LASPALMAS\5YSU-IBRARY>eKGWVORD\DOCS\CHKLS'PBulUlng Ptanchack CkBI BP0001 Form MM.doc R«v. 09/03/97 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. "H^ Calculation based on building plancheck plan submittal. Address: £ ~7Q / Prepared by:)^. J\^K — Date: Bldg. Permit No.C.^ ^8 I &>& Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: S FD Sq. Ft./Units: EDU's: / APT CALCULATIONS: List types and square footages for all uses. Types of Use: S FQ Sq. FUUnits: I ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) PARK AREA:"PARK-IN-LIEU FEE FEE/UNIT: EO^TRAFFIC IMPACT FEE ADT's/UNITS: NO. UNITS:-e- X FEE/ADT: S'SO BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: / D 4. FACILITIES MANAGEMENT FEE UNIT/Sa.FT.: 1 i. SEWER FEE PERMIT No. EDU's: BENEFIT AREA: EDU's: X FEE/ADT: 5SO ZONE: JD X FEE/SQ.FT./UNIT:_3/O 8SO SdO 310 \P 6. DRAINAGE FEES PLDA_ ACRES: * &Q7. X FEE/EDU:. DRAINAGE BASIN: X FEE/EDU:. i ; HIGH __ X FEE/AC: 3 = S A- /LOW "CO ' . SEWER LATERAL ($2,500) TOTAL OF ABOVE FEES*: $1.1/3 *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. P:\DOCS\M1SFORMS\FEE CALCULATION WORKSHEET REV 01/28/97 PROJECT INSPECTOR: PROJECT ID CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE: LOTS REQUESTED FOR RELEASE: Lp N/A = NOT APPLICABLE V = COMPLETE 0 = Incomplete or unacceptable GRADING PERMIT NO. #>*/& 1st/s ,s s^v^ s s/ s L/ ^s 2nd. / - / _^ ^ - -^ / „• 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted 81/2" x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Fire hydrants within 500 feet of building combustibles and al! weather roads access to site. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: U \L1DRARY\KNG\WI'DATA\1NSI'ECAFORMS\PARTSITE.FRM PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Address 2?Q( Planner _Grea Fisher APN: Phone {619) 438-1161, extension 4328 Type of Project and Use: Zone: K"/ '*? Facilities Management Zone: CFD (in/out) # Circle One (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Legend Item Complete Item Incomplete - Needs your action YESEnvironmental Review Required: DATE OF COMPLETION: NO TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO 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: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" {at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. \p Nd) Inclusionary Housing Fee required: YES^L (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Date Entry Completed? YES y3 NO Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Int. Side: Street Side: Rear: Required Required Required Required 2. Accessory Structure Setbacks: Front: Int. Side>-- Required Side: Required Required Required 10 Shown Shown Shown Shown Shown Shown Shown Shown 3. Lot Coverage:O Shown 4. Height:Required Shown €?5. Parking: Spaces Required Guest Spaces Required Additional Comments Shown *> Shown "~ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER //7 NEIDER CONSTRUCTION COMPANY On-Site Specialist * * Lie. # B1-331616 Phone 619-276-0863 December 14, 1999 City of Carlsbad Building Department 2075 Las Palmas Drive Carlsbad, CA 92009 This letter is to confirm that the Trusses which we designed and built were designed to hold the 240 IK load for the heating unit setting on the bottom cord of the Trusses for the home at 2701 Cazadero Drive, Carlsbad, CA. We take full responsibility for the design as stated above. Should you have any questions, please call. Owner CompuTrus, Inc. 10370 Hemet St., Suite 200 Riverside, CA 92503 (909) 343-1302 Fax (909) 343-3180 TO: NIEDER TRUSS DATE: 12/10/99 ATT: JIM TC 1 EA. 1 834660 . 2701 CAZADERO (FAU) By: SF" ,-.* " ™ w S SHia * 5 r ! ii -r? 10 if»« n 0-03-15 tL, O f-iOI-IIZ< > Z O O O Gl -i a a ain >-H 7; i ii • X X X X T3 (tillro nj ru ru ti)m o o CD — uio o o 01 01 >-. Ji O O O £l ZCOr-03 QJ oji OT m I H I H •uO-OT-15 Si !I!'! I1**'11Nhi1 ' 'Jin* P!!«!! ! llif L iprS-sfisJsIsihllsit'fhsi BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS ©TRUSS PLATE INSTITUTE, INC., 1976 INTRODUCTION In recognition of the inherent tifety of e properly braced roof lyitem, ihe apparent lick of knowledge of how. when, and where to innall adequate bracing, and in the interest of public talety. the Trun Plate Institute. Inc., in coniultalion with iti Component MenufecturersCouncil mambenhip, hat undertaken the preparation of thete recom- mendation*. Subttantial concentrated ttudy end deliberative review by the TPI Technical Advisory Committee (corner ii ing a membership of Ihe chief structural engineer! of member plate manufacturing companies, repre- sentative* of Ihe academic community, and independent consulting enginaen) have been devoted to thil effort. Conciliation with the TPI Component Manufacturer! Council has resulted in bringing practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on-iite handling and erection procedure* it one direct result ol the consultations. It it planned tottudy further end enlarge upon the» tentative recommendations. While the recommendation! lor bracing contained herein are technically tound. it ii not intended that they be considered the only method for bracing a roof tyitem. Neither thould then recommenda- tiom be interpreted at tuperior to or a standard that would necessarily be preferred in lieu of an architect'! or engineer') deiign lor bricing for • particular root syttem. These reeommendaiions for bracing wood trutaet originate from the collective experience ot leading technical personnel in the wood truss induttry, tut mun, due to the nature ol reiponsibilitiei involved, be «r**ented only at a guide for ihe use of • qualified building designer, builder, or erection contractor. Thut, the Trust Plata I nttituta expressly ditdaimi any responsibility for damage* arising from the ute, applica- tion, or reliance on the recommendation* end information contained herein by building designeri or by erection contractor j. However carefully wood truuei are deiigned and fabricated, all Ihii ii at itakt in the f irujl erection and bracing of a roof or floor tyttem. It a at thit critical Mage of conftruction that meny of the reelty aigntfieant deiign anumptioni ere either fulfilled or ignored. If ignored, the consequence! may reiult in a collapie of the ttructure, which It bnt ii a lubitantial lots ol lime and materiel), ind which at worn could mult in a loii of lile. The Trun Plate Inititute "Deiign Specificationi for Light Metal Plait Connected Wood Trus*et" are recommended for the deiign of individual wood trustet at structural componenu only. Lateral bracing, at may be required by deiign to reduce buckling length of individual Irun member), ii I part of the wood Uuu deiign and if the only bracing that will be tpecified on the trim deiign drawings Lateral bracing ii to be lupplied in the liia ipecified ind innallnd at the location specified on the truu deiign drawing) by the builder or erection contractor. The building deiigner or inspector mull •tearUrn that the ipecified l*ieral bracing it properly intuited and th*f thil bricing ii luf Iiciently anchored or restrained by diagonal bracing to prevent ill movement. Special deiign requirement*, tuch a* wind bcnana, portal bracing. leiimic bracing, diaphiagim, ihear walli, or other load tranifer etemenli and their connect>oni 10 the wood trunei mun be coniidered nparalely by the building designer. He thai I determine me, location, and method of connection! lor diagonal bracing a) needed to relirt these forces. Diigonal ot crosi bracing ii recommended >n the plane formed by the top chordi, in the plena formed by Ihe bottom chordi and perpendicular to Ihi trun web memben, » needed for the overall stability of the entire structure. Ttuti bracing and connection deuill thould be thown on the building designer'* framing plan at part ol the deiign drewingi. Bracing material! are not uually furnished ei pan of the wood truii package, and ihould be provided by the builder or erection contractor. The builder or erection connector is rasponiible for proper wood tnm hendling and for proper temporary bracing. He mutt aeture (hit the wood truMi are not itnicturelly damaged during erection and that they are maintained in alignment before, during, and after imnilnion. Temporary or erection Weeing may follow. Dot not necnwily be limited to, the building designer's framing plan. It ii recommended that erection brecing be applied et each trute it pieced in petition. E.R.T.C TRUSS RTIFIED INSPECTION ICBO AA-513 RICT ACCORDANCE WITH UBC 25-1 PREFABRICATED The design of wood trunet in accordance with TPI deugn criteria eaaumei: V Trust memben are initially straight, uniform in ero*» faction, and uniform in deiign propertiei. 2. Trinaei ere plane structural component), installed vertically, braced to prevent literal movement, and parallel to each other at the deiign ipecing. 3. True* memben are pinned it joinn for determination of axialforcn only. 4. There it continuity of chord memberi at jtMnti for determine- tion of moment ttreoei. 6. Comprettion memben^re letirilly restrained it tpecific toea- tioni or intervals. 6. Suparimpoted dead or live toadi act vertically, wind toedt we applied normal to the plane of the top chord, and concentrated toedi are applied It I point. 7. In addition to ihe literal bracing ipecified by Ihe irun designer, the building designer will tpecily sufficient bracing at right angln to the plane of ihe truss to hold every trim member in the petition attumad for it in deiign. 8. The building deiigner (not the trutl detigner) will epecify tutficient bracing and connectkmi to withiund later*! loadingof Ihe entire structure. , The theory of bracing it to apply sufficient tupporl at right angtai to the plane of the trim to hold every trim member in the petition Mtumed for it in deiign. Thil theory mun be applied at three ttaget. STAGE ONE: During Building Deiign ind Tru* Oetign individual trun member* are checked for buckling, end literal bracing it tpecified at required for each trutt member. The building detigner mutt acetify how Ihtt lateral brecing it to be anchored or reunified to prevent literal movement ihould all iruei member), en braced. Bind to buckle together ai ehown in Figure Kb). Thh may be eccompliihed by: 1. Anchorage totolid endwalti (Figure 1k)l. 2. Diagonal bracing in ihe plane of web memben (Figure lldrl. 3. Other meant at determined by the buBding deiigner. Fltum ](•) FIjurMlal Figure 4|bl between lateral placed at approximately 45 degrees is recommended for (lability of the bottom chord. Diagonal bracing in the plane of (hebottom chord is genet ally not required throughout the length of the building, but il is recommended that it be located at least at each endof the building. In most cases, temporary bracing in the plane of the bottom chord is installed at Ihe locations specified on the architecture! plan for permanent bracing, and u, therefore, left in place at permanent bracing. Figure S illustrates bracing in ilie plane of Ihe bottom chord. Full bundles of plywood should not be placed on trunei. This construction load should be limited to B sheets of plywood on any pair of trustas and should be located adjacent 10 the supporti. No excess concentration of any comlructton material (such as gravel or shingles) Figun 6 should be placed on the trusses in any one area; they should be tpread out evenly over a large area so as to avoid overloading any one trus). All mechanical equipment (hould be located only on the truues specifically detigned lo support it. It should not be dropped or even set temporarily in any other area unless trie truttes are adequately shored. All floor trusses should be adequately shored it pallets of masonry materials are lo be itoied temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer lor the structural safety of the building. It ii the responsibility of the building designer to indicate sue, location, and attachments tor all permanent bracing as required by design analysis. In general, it is desirabU lo design and locate all bracing so that it may work together with other structural parti of the building (such at thear walls, portal frames, bearing walls, columns, beams, etc.) to achieve total structural integrity. Figure 8(1} Permanent bracing mutt ptovklc sufficient support •( right anglat to the plane ol the lru» to hold every trust member in Ihe petition ailumed tor il in detign. In addition, permanent bracing mutt be designed to resijt lateral forces imposed on the completed building by wind or seismic forces. Permanent biacing may nents subdivided into three logical compo- I, Top Chord Plane. This biacing » designed lo resitt lateral movement ol Itie (OP chord. II plywood lloor or roof sheathing ii property applied with staggered joint* and adequate nailing, a confinu- oul diaphragm action it developed and additional bracing in the plane it generally not required. Some metal roofing materials may b* depended upon to act at a diaphragm when properly lapped and nailed. Selection and urn of these material! is at the discretion of the building designer. Figure 6(b) If purlins are used, spaced not to exceed the buckling length of the ton chord, and adeouaiely attached to the top chord, it is recom- length of a web member. At described earlier in the disunion of building design and (run deiign (STAGE ONE), diagonal bracing or end anchorage it essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members it alto used to dittribute unequal loading to adjacent trunei and to spread literalforces to diaphragms or shear walls. Spacing of rowl of diagonal bracing in the plane of th* webt ii a matter ol judgment to be mad* by the building designer, and will depend upon the t run (pan, trust configura- tion, type of building, and Ihe loading. Generally, for roof trusses, the (pacing ranges from 12 feel to IB feet depending upon how it relates to the bracing in Ihe plan* of the top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong-backs may alia be used for tome floor lyitems. Figure 1 and Figure 4 illustrate bracing in the plane of the webt. 3. Bottom Chord Mane. This bracing is required to maintain th* truss design spacing and to providt lateral support to th* bottom chord to resist buckling force) in the event of reversal of ttrest due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be bracedlaterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed (o tremfar lateral forces due to wind or seismic loads into side walls, shear walls or ...... «Hi«mn .tmrti.rai ftiftmwm. Diwioruli between cominuoul APPENDIX It it intended that this appendix contain only tentative recom- mendation) that may be used at a guide for on-iite handling and erection until a more complete statement can b* prepared. There may be some instances in which additional precautions will be nectwy. UNLOADING. If pottible, trutm shall be unloaded on reletively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral (train that might mult in distortion of HUBjoints. Dumping of trusut it an acceptable practice provided thai the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may becaused by on-sita construction activity. STORAGE. 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Box600627 San Diego, CA 92160-0627 619-280-4321 FAX 619-280-4717 Email: ggavit@scst.com FIELD INSPECTION REPORT SCS&TFileNo.: 9912414 Project Title: La Costa Estate Homes Project Location: 2701 Cazadero Dr. Permit No.; 98-3852 Plan File No.: I.R. No,: Architect: Engineer: Gen. Contractor: Sub Contractor: 1 Page 1 of 1 Sprotte & Watson Jesse More K.F. Stevens Construction K.F. Stevens Construction 11/29/99, G. Wolfram, #259 EPOXY ANCHORS Epoxy: Simpson Set, ICBO #ER 5279 t provided inspection during the installation of two 7/8" diameter threaded rods, embedment 11 %" set with Simpson Set Epoxy for HD 8A's. Locations are as follows. 1. One at the end of the shear wall between the dining room and the kitchen for replacing a missing HD 8A. 2. One at the shear wall (outside corner wall) for the water heater room. The contractor is putting in a HD 8A to replace a missed column base for 4 x 8 column shown on the plans. No plans or permits were available for the work done. Acceptance is required for the epoxy anchors installed from the engineer and the City of Carlsbad building official. I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the best •)1 my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws. Distribution: 1) K.F. Stevens Construction 1) Sprotte & Watson 1} Jesse More 1) City of Carlsbad Reviewed By: George A. Gavit, R.C.E. # 56S64 FEB-23-33 FRI O 3 : O P. VINJE & MIDDLETQNENQINEERINQ, INC. Job #98-115-P February 12, 1998 Mr. Kevin Stephens KF Stephens, Inc. 7939 Boiero Street Carlsbad, California 92003 2450 Vineyard Avenue, *1C2 Escoiidido. California 92029-1229 Phone <760) 743-1214 Fax (760) 739-0343 Preliminary Geotechnicallnvestigation, Lot 738 Cazadero Drive, La Costa. Citv of Cartsbad. California Pursuant to your request, Vinje & Mida'leton Engineering, Inc. has completed the attached investigation of soils and geolechnical conditions at the subject site. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed single family residential development provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the site geotechnical conditions and are intended to aid in preparation of final development p ans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office, Reference to our Job #98-115-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE * MIDDLETON ENGINEERING, INC. M. GE#863 RMV/mmd FEB-2O-93 FRI 03 : O3 TABLE OF CONTENTS I. INTRODUCTION 1 II. SITE DESCRIPTION 1 III. SITE EXPLORATION 1 IV. PROPOSED DEVELOPMENT 1 V. FINDINGS 2 A. Earth Materials I 2 B. Ground Water 2 C. Rock Hardness 2 D. Faults/Seismlclty 2 E. Geologic Hazards 4 F. Laboratory Testing/Results 4 VI. CONCLUSIONS 5 VII. RECOMMENDATIONS , 6 A. Grading and Earthworks .7 B. Stem Wall Foundations 9 C. Underfloor Ventilation/Drainage Considerations 10 D. Conventional Footings and Slab-on-Grade Foundations 10 E. Exterior Concrete Slabs/Flatworks 11 F. SoH Design Parameters 11 G. Asphalt Pavement Design , 12 H. General Recommendations , 13 VIII. LIMITATIONS 15 TABLES Fault Zone 1 Soil Type 2 Maximum Dry Density and Optimum Moisture Content 3 Direct Shear Test 4 Expancion Index Test * 5 Trench Location 6 PLATES Site Plan ' 1 Test Trench Logs 2*3 Fault - Epicenter Map 4 Isolated Joints and Re-Entrant Corner Reinforcement 5 Retaining Wall Drain Detail 6 FEB-2O--33 FR I 03:01! * II P. 03 Preliminary Geotechnlcat Investigation Lot 738 Qazadero Drive La Costa, City of Car/sbed f. INTRODUCTION The property investigated in this work includes a vacant hillside lot within a developed area of La Costa, City of Carlsbad. We understand that the property is presently planned to support a single-family residence and associated structures. Consequently, the purpose of this investigation was to determine geotechnical conditions at the property and their influence upon the planned work. Test hole digging, soil sampling and laboratory testing was conducted in support of this work which has resulted in construction and development recommendations presented herein. II. SITE DESCRIPTION The study site is depicted on a Site Plan enclosed with the report as Plate 1. The property consists of north-facing hillside terrain which ascends approximately 45 feet from Cazadero Drive aiong the bwer. north boundary. Slope gradients approach 4:1 (horizontal to vertical) at their steepest. A paved concrete brow-ditch marks the upper, southern boundary as shown on Plats 1. Surface areas are characterized by reck debris and a moderate cover of native brush. Site drainage sheetflows northward over the slopes. Excessive erosion or scouring resulting from concentrated runoff was not in evidence. ///. SITE EXPLORATION Geotechnica! conditions at the project site were determined chiefly from the excavation of three test trenches dug with a tractor-mounted backhoe. The trenches were fogged by our project geologist who also retained representative soil/rock samples for laboratory testing. Trench locations are depicted on Plate 1. Logs of the trenches are attached to this report as Plates 2 and 3. Laboratory tests results are summarized in a following section. IV. PROPOSEQJ3EVELOPMENT Details of the planned development are unknown. However, we understand that the property is proposed to support a single-family dwelling with an attached garage on very near grade utilizing split-level surface or stepped foundations. It is expected that minimal grading and excavations will be conducted. We understand the proposed building will have wood stud wall construction with exterior stucco. VIN"JE<Sf M3DDIETOX£N<J[NEEKIN!3, fNC. 5450 \1ntyord Av»nue, #102, EKon&do. California $2Q£9-tZi9 * PJwrw (760) ?45'121+ • Fax (793) 739-0343 SOO,T««W3 FfSCTEJT 50/L INVESTIGATIONS QCCTECFN1CAL INVESTIGATION! FRI QS-.04 rtfl _ _ ^P • 0 O PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 CAZADERO DRIVE. LA COSTA FEBRUARY 12T jjgg V. FINDINGS The study property is a natural hillside parcel underlain by hard bedrock units with a minimal soil cover. No evidence of existing or impending slope instability was noted. A. Earth Materials Hillside areas of the study site are underlain by older volcanic rocks which occur in widespread exposures to the east. The rocks most commonly consist of dark colored, fine grained units which are very hard. Fracturing and well-developed jointing has disrupted the otherwise massive rock and wiil facilitate near-surface grading operations. Bedrock units underlying the property are mantled by a thin cover of sandy to clayey topsoil. The soil ranges from a few inches thick over hard bedrock outcrops to an indicated depth of 2 fset in the middle and lower areas of the site. B> Ground Water Ground water was not encountered in test trenches excavated at the site. However, local bedrock units are hard, fractured rocks which can transmit up-slope drainage in near surface ground water onto lower slope improvements. Excavations into the project hillside should be provided with adequate subdrain as recommended in a following section. C. Rock Hardness Bedrock units underlying the study site are hard volcanic rocks which wiil excavate with difficulty. Fracture patterns within the upper bedrock will allow for ripping and removal, however the fracturing diminishes with depth where more msssive conditions prevail. Moderate to heavy ripping will be required to achieve cuts of 1 (!) - 12 feet deep at the site. Deeper excavation will Hkely require specialized removal techniques which could significantly impact grading costs. D. faulfs/Seismfcitv Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by tho VDVEff MIUDLETCWE^QINEERI^, INC-H?OVin«oriA.^^ • Phone f7<50) 743-1214 • Fax (760) SOU, TOT rwj PCECTEST SOIL IweSrHyrrONS CEOTECHNICAL INVESTIGATIONS HOROWITZ TAYLOR ENGINEERING STRUCTURAL & CIVIL CONSULTING November 4, 1999 Job No. 99-309.00 Richard KF Stephens Re: Richard, 2701 Cazadera Dr. In the area of stairwell where the 2-2x studs under the girder truss are not in place you can put a 2-2x stub down to an 8 x 8 between the studs and connect the 8 x 8 to each stud with an HUG hanger - If you have any questions, give me a call ENGINEERING Richard W/ Horowitz Principal 11/04/1999 15:07 5603342 PAGE 02 HOROWITZ TAYLOR ENGI1VEERIIVG STRUCTURAL &'CIVIL CONSULTING November 2, 1999 Job No. 99-309.00 Richard KF Stephens Re: Cazadera Richard, For the above referenced project if you need to add anchor bolts for the sill plate bolts you can drill and epoxy in place. You should drill 4" minimum and epoxy with special inspection If you have any questions, give me a call. Sincerely, HOROWITZ TAYLOR ENGINEERING Richard Principal 11/04/1999 15:07 5608842 PAGE 04 it, - C/^>k Atn 7- 11/34/1999 15:87 560884:PAGE 05 /w «uji.r //V - iL 1. *7J -ll •Jj // 11/94/1999 15:07 5603342 PAGE 0& 11/64/1999 15:07 5668842 PAGE 07 Mf 11/04/1999 15:07 5608842 PAGE 08 11/84/1999 15:07 5638342 PAGE 09 HOROWITZ TAYLJQR ENGINEERING; STRUCTURAL! CONSULTING • HOLDOWN; ALTERNATES : ORIGINAL HOLDOWNS/ W/4x POST. • PAHD42 HPAHD22 PA'^TO PA23 PA28 TO PA35/HPA28 HPA 35 HD2A H05A HOSA HOSA HD10A NEW HOLOOWN5 ! HTT1.6 i HT722 HTT16 NEW ANCHORS A2£7''TfW*iiEt> 5^"0 ' ^,"0 5/fe"P „HTT22 ' s/* 0 HOSA HTT16 i HT22 i HT22 ; H08A i HCUOA - •Vd"0 %"* %"0 5/c"0 7/*"0 7^"« d,* 6" .,o 6" 6" 7" 5" 6" •6" 7fc" 8" ii *•d2* : 8V" : SV/' S'/V . 9^" : iiw" h sHr : 8H" 91/;" ; 11W" 13" . DRILL A: EPOXY WITH SIMPSON "SET" EPOXY 1.B.C.O.ER-5279, ' SPECIAL INSPECTION REQUIRED . ; FOR OTHER APPROV£D ALTERNATES, SUPPLY ENGINEER WITH I.C.8.0. APPROVAL FOR CYCLIC LOADS AND DESIGN CRITERIA LOAOS t-v. POST E.N. PLY TY? ^-HOLOOWN LOCATE EDGE: o- HO AT INTERIOR FAtiE 0?" POST INTPR 15:0 HOROWITZ TAYLOR ENGINEERING STRUCTURAL & CIVIL CONSULTING November 2, 1999 Job No. 99-309.00 Richard KF Stephens Re: Cazadera Richard, For the above referenced project if you need to add anchor bolts for the sill plate bolts you can drill and epoxy in place. You should drill 4" minimum and epoxy with special inspection. if you have any questions, give me a call. ; Sincerely, HOROWITZ TAYLOR ENGINEERING .^^> Richard W. Principal JM Engineering Group Structural Consultants (760)746-1913 STRUCTURAL CALCULATIONS PROJECT:CUSTOM RESIDENCE 2701 CAZADERO DRIVE LA COSTA, CA CLIENT:SPROTTE+WATSON JOB NO:9812 DATE:MAY 19, 1998 PREPARED BY: JESSE D. MOORE DESIGN CRITERIA REFERENCE:1994 UNIFORM BUILDING CODE ROOF DEAD LOAD: CONCRETE TILE ROOFING 1/2" PLYWOOD SHTHG ROOF FRAMING INSULATION 5/8" DRYWALL CEILING MISCELLANEOUS 9.5 PSF 1.5PSF 3.0 PSF 1.0 PSF 3.0 PSF 2.0 PSF TOTAL ROOF DEAD LOAD 20 PSF ROOF LIVE LOAD 16 PSF (REDUCIBLE) FLOOR DEAD LOAD: FLOOR FINISH FLOOR SHEATHING FLOOR FRAMING 5/8" DRYWALL CEILING PARTITIONS MISCELLANEOUS 2.0 PSF 2.5 PSF 4.0 PSF 3.0 PSF 5.0 PSF 1.5 PSF TOTAL FLOOR DEAD LOAD 18 PSF (30PSFW/TILE) FLOOR LIVE LOAD:40 PSF (60 PSF AT DECKS) SEISMIC: Z I c Rw 0.4 1.0 2.75 8 WIND: Ce Cq qs 1.23 (EXPOSURE C) 1.3 12.6 PSF (70 MPH) 1.0 (0.1375)W 20.1 PSF (USE 20 PSF) Title : cazadero 2 Dsgnr: jdm Description : structural Scope : Job #9812 Date: flt.' 51DMI Timber Beam & Joist Description roof system Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Center Span Data Span Dead Load Live Load Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in ft psi psi ksi rftr 2x8 1.500 7.250 0.00 Dmjglaa Fir • Larch, 875.0 95.0 1,600.0 1.250 Sawn ft #/ft #/ft 11.50 50.00 40.00 Ratio = 1.0352 in-k ft psi psi psi psi 17.85 5.75 1,358.7 1,312.5 DverStress 64.0 118.8 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 287.50 230.00 517.50 287.50 230.00 517.50 in in in ft -0.258 534.6 -0.207 668.2 -0.465 5.750 297.0 rbl Prtlm: 3.5 3.500 14.000 0.00 Truss Joijl - MacMil 2,900.0 290.0 2,000.0 1 .250 17.50 480.00 320.00 0.8867 367.50 8.75 3,214.3 3,625.0 Bending OK 186.9 362.5 Shear OK 4,200.00 2,800.00 7,000.00 4,200.00 2,800.00 7,000.00 -0.633 331.9 -0.422 497.8 -1.055 8.750 199.1 rb2 6x12 5.500 11.500 0.00 Douglas Fit • Larch, 1,350.0 85.0 1,600.0 1.250 Sawn 17.50 200.00 , 96.00 0.6647 135.97 8.75 1,121.6 1,687,5 Bending OK 55.0 106.3 Shear OK 1,750.00 840.00 2,590.00 1,750.00 840.00 2,590.00 -0.378 555.0 -0.182 1,156.2 -0.560 8.750 375.0 rb3 Prllm: IS 3.500 14.000 0.00 Truss Join • Mac Mil 2,900.0 290.0 2,000.0 1.250 16.50 380.00 240.00 0.6109 253.19 8.25 2,214.5 3,625.0 Bending OK 135.3 362.5 Shear OK 3,135.00 1,980.00 5,115.00 3,135.00 1,980.00 5,115.00 -0.396 500.1 -0.250 791.9 -0.646 8.250 306.5 rb4 Prllm: 3.5 3.500 14.000 0.00 Truss Joist • Mac Mil 2,900.0 290.0 2,000.0 1.250 16.00 580.00 256.00 0.7746 321.02 8.00 2,807.8 3,625.0 Bending OK 175.3 362.5 Shear OK 4,640.00 2,048.00 6,688.00 4,640.00 2,048.00 6,688.00 -0.534 359.4 -0.236 814.2 -0.770 8.000 249.3 rb5 6x10 5,500 9.500 0.00 Douglas Rr- larch. 1,350.0 85.0 1,600.0 1.250 Sawn 11.00 325.00 150.00 0.6175 86.21 5.50 1,042.1 1,687.5 Bending GK 64.8 106.3 Shear OK 1,787.50 825.00 2,612.50 1,787.50 825.00 2,612.50 -0.170 775.2 -0.079 1,679.6 -0.249 5.500 530.4 Page 1 I I I I ' I I (c) 1983-98 ENERCALC c:\projects\cazadero2\calcs\cazader2.ecw:Calc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title: cazadero 2 Dsgnr: jdm Description : structural Scope : Job #9812 Date: Rn: 510001 Timber Beam & Joist Description floor system Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @x Point #2 DL LL @X Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable in in ft psi psi ksi fbi Prllm: 3.5 3.500 14.000 0.00 Truss Joiil • MicMil 2,900.0 290.0 2,000.0 1.000 Sawn ft 15.00 #/ft #/ft #/ft #/ft ft ft Ibs Ibs ft Ibs Ibs ft 230.00 420.00 Ratio = 0.6616 in-k ft psi psi psi psi 219.37 7.50 1,918.7 2,900.0 Bending OK 126.6 290.0 Shear OK fb2 4x12 3.500 11.250 0.00 Douglas fir - Lurch 875.0 95.0 1 ,600.0 1.000 Sawn 7.00 250.00 460.00 0.7344 52.18 3.50 706.8 962.5 Bending OK 69.7 95.0 Shear OK fb3 Prllm: 3.5 3.500 1 1 .875 0.00 Trail Join - MtcMif 2,900.0 290.0 2,000.0 1.000 Sawn 13.00 170.00 280.00 0.4782 114.07 6.50 1,386.8 2,900.0 Bending OK 89.5 290.0 Shear OK fb4 Prllm: 3.5 3.500 14.000 0.00 Trusj Joist • MacMil 2,900.0 290.0 2,000.0 1.250 4.50 870.00 1,070.00 5,000.00 5,000.00 2.750 0.6960 184.01 2.75 1 ,609.4 3,625.0 Bending OK 252.3 362.5 Shear OK fb5 Prllm: 5.2 5.250 14.000 0.00 Truss Joist • MacMi! 2,900.0 290.0 2,000.0 1.000 17.00 380.00 348.00 ( 0.6345 315.59 8.50 1,840.2 2,900.0 Bending OK 109.1 290.0 Shear OK fbG Prllm: 5.2 5.250 14.000 0.00 Truss Joist • MacMit 2,900.0 290.0 2,000.0 1.000 Sawn 14.50 275.00 390.00 62.00 22.00 7.000 14.500 0.4504 224.03 7.42 1,306.3 2,900.0 Bending OK 90.2 290.0 Sheer OK Page 1 I I fb7 Prllm: 7.0 7.000 16.000 0.00 Truu Join • MacMil 2.900.0 290.0 2,000.0 1.250 I 17.50 270.00 720.00 208.00 74.00 7.000 17.500 3,200.00 2,560.00 7.000 4,600.00 3,680.00 T5.000 0.8419 | 911.48 8.19 3.051.8 3,625.0 Bending OK 247.0 362.5 Shear OK Reactions | @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 1,725.00 3,150.00 4,875.00 1,725.00 3,150.00 4,875.00 in in in ft -0.164 1,099.8 -0.299 602.3 -0.463 7.500 389.2 875.00 1,610.00 2,485.00 875.00 1,610.00 2,485.00 -0.020 4,132.8 -0.037 2,246.1 -0.058 3.500 1 ,455.2 1,105.00 1,820.00 2,925.00 1,105.00 1 ,820.00 2,925.00 -0.112 1,394.9 -0.184 846.9 -0.296 6.500 527.0 3,901.94 4,351.94 8,253.89 5,013.05 5,463.05 10476.11 -0.015 3,700.5 -0.016 3,430.0 -0.030 2.340 1,780.1 3,230.00 2,958.00 6,188.00 3,230.00 2,958.00 6,188.00 -0.297 685.9 -0.272 749.0 -0.570 8.500 358.0 2,114.01 2,870.17 4,984.18 2,338.49 2,949.83 5,288.32 -0.127 1,365.0 -0.166 1,045.9 -0.294 7.308 592.2 5,594.84 8.594.81 14189.65 9,114.16 11022.18 20136.34 1 -0.379 554.0 -0.499 420.9 -0.878 8.820 239.2 (c) 1983-98 ENERCALC c:\projects\cazadero2\calcs\cazader2.ecw:Calc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title : cazadero 2 Dsgnr: jdm Description : structural Scope : Job #9812 Date: flu: StDOOl Description Timber Member Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type floor system2 Information in in ft psi psi ksi fbB Prllm: 3.S 3.500 14.000 0.00 Truii Joul • MaeMil 2,900.0 290.0 2,000.0 1.000 Sawn Center Span Data Span Dead Load Live Load Results Mmax @ Center @x = fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL ©Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/ft 14.00 320.00 400.00 Ratio = 0.6384 in-k ft psi psi psi psi 211.68 7.00 1,851.4 2,900.0 Bending OK 129.6 290.0 Shear OK Ibs Ibs Ibs Ibs IDS Ibs 2,240.00 2,800.00 5,040.00 2,240.00 2,800.00 5,040.00 in in in ft -0.173 972.2 -0.216 777.8 -0.389 7.000 432.1 Timber Beam & Joist Page 1 1 i fb9 Prllm: 3.6 3.500 14.000 0.00 Trass Joist • M« Mil 2,900.0 290.0 2,000.0 1.000 Sawn 1 17.50 190.00 150.00 0.4711 | 156.19 8.75 1,366.1 2,900.0 Bending OK 79.4 290.0 Shear OK I 1 ,662.50 1,312.50 2,975.00 1,662.50 1,312.50 2,975.00 I -0.250 838.4 -0.198 1,062.0 -0.448 8.750 468.5 (c)1983-98 ENERCALC c:\projects\cazadero2\caIcs\cazader2.ecw:Calc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title : cazadero 2 Dsgnr: jdm Description : structural Scope : Job #9812 Date: Timber Column Design Page 1 Description balloon studs General Information | Wood Section 2x8 Rectangular Column Column Depth 7 25 in Width 1.50 in Sawn Total Column Height Load Duration Factor Fc Fb Douglas Fir- Larch, No.2 25.50 ft 1.33 1,300.00 psi 875.00 psi 1,600 ksi Le XX for Axial LeYY for Axial Le XX for Bending 25,50 ft 0.00ft 0.00ft Loads | Axial Load Eccentricity O.OOOin Applied Moment Max. Design Moment Dead Load 250.00 Ibs 0.00 in-# O.OOin-# Live Load 250.00 Ibs 0.00 in-# O.OOin-# Short Term Load 0.00 Ibs 14,630.00 in-# 14,630.00 in-# I Summary | Using : 2x8, Widths 1 fc : Compression Fc : Allowable fbx : Flexural F'bx : Allowable Interaction Value 50in, Depth= 7.25in, DL + LL 45.98 psi 268.43 psi 0.00 psi 1,049.91 psi 0.1713 i Total Column Ht= 25.50ft DL + LL + ST 45.98 psi 271.99 psi 1,113.34 psi 1,396.35 psi 0.9815 Column OK DL + ST 22.99 psi 271 .99 psi 1,1 13.34 psi 1,396.35 psi 0.8754 Stress Details Fc : X-X Fc : Y-Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx Fbx * Load Duration Factor 268.43 psi 268.43 psi 268.43 psi 271 .99 psi 1,049.91 psi 1 ,396.35 psi Max k*Lu / d Actual k*Lu/d Min. Allow k*Lu/d Rb : {Le d / bA2) A.5 Cf : Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 50.00 20.41 11.00 1.200 1.000 1.050 42.21 0.00 (c)1983-98 ENERCALC c:\projects\cazadero2\calcs\cazader2.ecw:CaIc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title : cazadero 2 Dsgnr: jdm Description : structural Job #9812 Date: Scope : Square Footing Design Page 1 Description pad a General Information | Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension General Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 3.500 k 3.500 k 0.000 k 4 0.000 psf 1 45.00 pcf 1.000 3.50 in 8.438 in 0.0033 0.0003 in2 0.0014 % Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf i 2.000 ft 12.00 in 2 5 3.250 2,500.0 psi 60,000.0 psi 2,000.00 psf 0.142in2 0.284 in2 0.0014 | 1 Summary 1 2.00ft square x 12.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2- #5 bars 1,895.00 psf 2,000.00 psf 1,020.00 psf 2,000.00 psf 1 .06 k-ft 1 1 .26 k-ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections.. 2 #4's 1 ,#5's 1 #7's 1 #8's Footing 4.35 psi 85.00 psi OK 21 .78 psi 170.00 psi 1 #6's 1 #9's 1 #10's (c)1983-98 ENERCALC c:\projects\cazadero2\calcs\cazader2.ecw:CaIc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title: cazadero 2 Dsgnr: jdm Description: structural Job #9812 Date: Scope : Square Footing Design Page 1 Description pad b General Information | Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 8.000 k 8.000 k 0.000 k 4 0.000 psf 145.00 pcf 1,000 3.50 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 3.000 ft 12.00 in 3 5 3.250 2,500.0 psi 60,000.0 psi 2,000.00 psf General | Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd 8.438 in 0.0033 0.0007 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf i 0.142 in2 0.425 in2 0.0014 | Summary 1 3.00ft square x 12.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 1,922.78 psf 2,000.00 psf 1,033.89 psf 2,000.00 psf 2.71 k-ft 11.26k-ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections.. 3 # 4's 2 . # 5's 1 #7's 1 #8's Footing 19.02 psi 85.00 psi 58.82 psi 170.00 psi OK 1 #6's 1 #9's 1 #10's (c) 1983-98 ENERCALC c:\projects\cazadero2\calcs\cazader2.ecw:Calc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 Title : cazadero 2 Dsgnr: jdm Description : structural Scope: Job #9812 Date: Square Footing Design Page 1 Description pad c General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 12.000k 10.000k 0.000 k 4 0.000 psf 145.00 pcf 1.000 3.50 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 3.500 ft 12.00 in 3 5 3.250 2,500.0 psi 60,000.0 psi 2,000.00 psf General Rebar Requirement Actual Rebar "d" depth used 8.438 in 200/Fy 0.0033 As Req'd by Analysis 0.0010 in2 Min. Reinf % to Req'd 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.142 in2 0.496 in2 0.0014 (Summary | 3.50ft square x 1 2.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 1,940.92 psf 2,000.00 psf 1,124.59 psf 2,000.00 psf 3.81 k-ft 9.71 k-ft Vu : Actual One-Way Vn*Phi : Allow One-Way Vu : Actual Two-Way Vn*Phi : Allow Two-Way Alternate Rebar Selections.. 3 # 4's 2 , # 5's 1 #7's 1 #8's Footing 26.36 psi 85.00 psi OK 82.79 psi 1 70.00 psi 2 #6's 1 #9's 1 #10's (c)1983-98 ENERCALC c:\projects\cazadero2\calcs\cazader2.ecw:Calc KW-060625, Ver 5.0.5,15-Mar-1998, Win32 LATERAL ANALYSIS TRANSVERSE SEISMIC=0.1375[(38)(20)+(36)(20)+(15.5)(15)(2)]=267PLF WIND-(20)(21.5)=430PLF GOVERNS UPPER ROOF LEVEL W=20(11)=220PLF LEFT WALL LINE V=220(17)=3740# V=3740/9.5=394PLF WALL 11 MASTER BATH RIGHT WALL V=220(45/2)=4950# v=4950/14=354PLF WALL 10 BEDROOM RIGHT WALL V=220(15/2)+20(16.5)(30/2)=6600# v=6600/15=440PLF WALL 11 RIGHT WALL LINE V=20(16.5)(16)=5280# v=5280/12=440PLF WALL 11 FLOOR/LOWER ROOF LEVEL W=20(10.5)=210PLF LEFT WALL LINE " V=210(18/2)+3740=5630# v=5630/14=402PLF WALL 11 5/8"0 AB@ 32"oc KITCHEN LEFT WALL V=210(32/2)=3360# v=3360/13=258PLF WALL 9 OFFICE LEFT WALL V=210(28/2)+4950=7890# v=7890/18=438PLF WALL 11 5/8"0 AB@ 32"oc KITCHEN RIGHT WALL V=210(13/2)+6600=7965# v=7965/14=569PLF UPLIFT=569(11)=6258# WALL 12 HD8A 5/8"0 AB@ 24"oc GARAGE FRONT WALL WIND=(20)(7.5)=150PLF GOVERNS SEISMIC=0.1375[(33)(20)+(9/2)(15)(2)]=109PLF V=150(26/2)=1950# v=1950/7=279PLF C=T=UPLIFT=279(8)=2229# WALL 10 (2) MST27 EA POST TO CONT HDR LONGITUDINAL SEISMIC=0.1375[(78)(20)+(54)(20)+(15.5)(15)(2)]=426 PLF GOVERNS WIND=(20)(21.5)=430PLF Wroof=0.1375[{78)(40)(20)+(5)(78+40)(2)(15)]=11 k Wfloor=0.1375[(36)(54)(20)+(36+54)(2)(10.5)(15)]=9ki LEVEL w h wh wh/I ROOF FLOOR 11k 9k 2V 1V 231 99 0.7 0.3 14k 6k UPPER ROOF LEVEL NORTH WALL LINE V=14000/2=7000# V=7000/32=219PLF WALL 9 SOUTH WALL LINE V=14000/2=7000# v=7000/24=292PLF WALL 10 FLOOR/LOWER ROOF LEVEL W=20(10.5)=210PLF NORTH WALL LINE V=9000/2+219(14)=7566# v=7566/17=445PLF UPLIFT=445(11)=4896# WALL 11 HD5A . SOUTH WALL LINE V=9000/2+292(20)=10340# v=10340/21 =492PLF WALL 11 FEB-20--?S FR P. 07 PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGES FEBRUARY 12, 1998 California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3,7, nor did any of the earthquakes generate more than mcdsst ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect iocal areas originate along well known, distant fault zones to the east and the Coronado Bank fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical ©vent in the area of the study site occurred in 1800 at an estimated distance of 9 miles from the project area. This event, which is thought to have occurred along the Coronado Bank fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.30g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ Fault Ver. 2:01) typically associated with the fault is also tabulated. TABLE 1 * ' < FAUITZONE 1' Elsinore Fault San Jaclnto Fault Coronado Bank Fault ^ j~- ^ *-1"*"""' •* > j *• .- THSTAWCeFROM SFTE ' 23 miles 46 miles 23 miles MAXIMUM PROBABLE ACCELERATION (R.H;) 0,126 g 0.062 g 0.133a The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 4. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3,5 or higher have been recorded in coastal regions between January 1984 and August 1986, Most of the earthquakes are (nought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to< this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Ocesnstde, A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fauit approximately 90 miles to the north. Locally INC. Z4?0Vm*jor,i A«nu.::id! 92029-1229 •(?60t 743-1214 • F« (760) 730-0343 JOlLTRSTiMJ f£RC TEST SO(t INVESTIGATIONS SEQTECHWtCAU W£5TK3AriONS FEB-20-S3 FRI ft M P. OS PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGE 4 FEBRUARY 12, 1998 high levels of ground shaking over an extended period of time resulted, however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of county areas, the 1936 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border Recent trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. Thus, the fault is classified as "active" by the State of California which defines faults that evidence displacement in the previous 11,000 years as active. More active faults (listed on the preceding page) are considered most likely to impact the region during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. E. Geologic Hazards Geologic hazards are not presently indicated at the project site. Minor exposed slopes do not indicate gross geologic instability. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. F. Laboratory Testing/Results Earth deposits encountered in our test trenches were closely examined and sampled for laboratory testing to determine their ability to support the planned structures and improvements. Based upon our test data and field exposures, site soils have been grouped into the following soil types: TABLE 2 1 2 ^:^:^^^^^l^:^':^«i|^?:!iilP^:t^&8 red brown sandv clay to silty clayey sand rust brown volcanic rock (bedrock^ ^fej^Sf^^it:;^-}v.^^iV:^:h.V." .•:.•:'"' : (topsoils) VINJEff MIDDLETON ENGINEERING rd Atwut, #102, EixcndUo.1229 PESC r&'SOU. INVEST JG«TON5 f7SP) ?43-• Fa* (760J 739-0343 (JEOT5C1IMCALINVESTIGATIONS FEE —2O-3S FRI 0:3 :OT OM P. 99 PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGES FEBRUARY 12. 1998 The following tests were conducted in support of this investigation: 1. Maximum Dry Density and Optimum Moisture Cqntent: The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D-1557-91. The results are presented in Table 3 below: TABLE 3 tpeation i-2@r ' -JgoBjiJ . Type"1-" 1 ^ r, "* 7 Maximum Dry DSft$«ytYro.J3rfc?) " 122.5 /* ^OpfirjtymMoistura conterrt Cwopf^ 15.0 2. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was. soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 4 below: TABLE 4 Location Type Sampl* Angle of Cohesion T-2 @ 1'90% remolded 125.4 42 45 3. Expansion Index Test: One expansion index test was performed en a representative sample of Soil Type 1 in accordance with the Uniform Building Code Standard 1S-2. The test results are presented in Table 5 belcw: TABLE 5 ____ -Samp fa Soil Ts Saturationrssl Potential T-2 1 '1 12.0 49.6 25.7 11 very lew = moisture content in percent VI. CONCLUSIONS Based upon the foregoing investigation, development of the study property for residential purposes is feasible from a geotechnical viewpoint. The site is underlain by hard volcanic bedrock units which will perform well in slopes and provide good support for structures and graded fills. A thin soil cover is present at the site which should be removed in areas planned for improvement. The following factors are unique to the study site and will impact project development: , INC- 2#SOVIwj«*A«i««. *102- Eaamtt*, Cdttfomia92029-H29 • PW (760) 743-1214 • Fax (T^OJ 730-0343 SOn, TE3TINQ P5KC TEST p 10 PRELIMINARY GEOTECHN1CAL INVESTIGATION PAGE 6 CAZADERO DRIVE. LA COSTA __ FEBRUARY 12. 1998 * Bedrock units, which are very near surface grades, consist of hard rocks that will excavate with difficulty. Moderate to heavy ripping utilizing conventional equipment (D- 8L Mode!) will be required to complete excavations to depths of 10 - 12 feet. " Site excavations are expected to generate rock debris with very little soil These materials will require special treatment prior to their use as compacted fill. The use of imported soils should therefore by considered for fill pad construction. * Cut excavations at the site should be provided with adequate subdrains as a means of protecting improvements from expected near-surface ground water as recommended in the following sections. * Bedrock units for the support of stem wall type foundations are typically very hard and occur at variable depths below surface levels. In some cases, very hard rocks crop out in the surface and will present excavation difficulty in achieving the recommended foundation embedment. Elsewhere, competent unfractured bedrock occur beneath a cover of topsoil and weathered rock which will require deepened excavations in order to achieve the recommended embedment into competent units below. Geotechnical inspections of all stem wall type foundation excavations are recommended in order to verify uniform conditions and competent bearing strata throughout, * Potentially expansive soils were not indicated during our study at the tested locations. Reeky fill soils derived from on-site excavations will also be a non- expansive mix containing excessive amounts of rock fragments which may cause handling and compaction difficulties. * Liquefaction and seismically induced settlements are not indicated and will not impact the proposed development and structures. * Post construction settlements of the underlying earth/rock deposits will not be a factor impacting .the planned construction provided our recommendations are implemented. WA RECOMMENDATIONS The following recommendations are consistent with site gee-technical conditions and should be incorporated into final plans and implemented during the construction phase- A. Grading and Earthworks Conventional grading techniques may be used in order to achieve final design V1NJE * MIDDLETON ENGINEERING* 1>"C- 24SO Vksjerd Aaxnu*, «D2. EfcwdU*, Cflii/omta92029-IZ£9 ' Phone (7dO.I 743-IZI4 • Fax SOIL TZ3T ft? *£*$ T=ST W1 BWMnWHOrt QUOTE CHJJ1CJU. INVESTIGATIONS FEE-23-98 TRI OS: OS P. 1 1 PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERO DRIVE. LA COSTA PAGE 7 FEBRUARY 12. 1998 grades and improve soil conditions beneath the new structures and improvements, All grading and earthwork should be completed in accordance with Appendix Chapter 33 of the Uniform Building Code, City of Carlsbad grading ordinances and the requirements of the following section wherever applicable. 1. Cleaning and Grubbing - Surface vegetation and other deleterious materials and debris should be removed from areas of the site planned for structures and improvements. Removals should be inspected and approved by the project geofechnicsl engineer or his designated field representative prior to grading. 2. Grading - Site existing topsoils should be removed to underlying competent bedrock in ail aress to receive fills and/or structures/improvements. Approximate removal depths in the vicinity of individual exploratory test trenches are shown on Table 6. Locally deeper removals may be necessary based on the actual field exposures and should be anticipated. TABLE 6 I Trencf* Location • T-T T-2 T-^ Total Depth of Tren^fc ""^ - ~ {ft* ~ 5' 5# sr J&umste^epth 0U 0$ er-JSxcav^tTon " . **•* ttti >~-L "* w 2 w -comments difficult digging from 4V*' rips tn hlnrk«L tip tp 9'.?" Notes: 1. All depths are measured from the existing ground levels. 2. Actual depths may vary at the time of construction based on seasonal conditions and actual subsurface exposures. 3. Bottom of al! removals should be prepared prior to fill placement as directed in the field. 4. n/a: not applicable. 3. Subsurface Drainage - A subsurface drainage system consisting of a two-foot wide by four feet deep trench with a minimum 4"-diameter, Schedule 40 (SDR 35) perforated pipe surrounded in %-crushed rocks wrapped in filter fabric (Mirifi 140 N or equivalent) or Class 2 permeable aggregate is recommended at the toe of the cut slopes if any occur above the proposed structures and improvements. Filter fabric can be eliminated if Caltrans Class 2 permeable materials is used. The invert of the subdrainage pipe should be established at elevations to ensure positive drainage into approved drainage facility. The exact location and construction details of the proposed subdrain should be given by the project soils engineer at the time of the grading plan review. VINJ£ 8 MIDDtETON ENQINEERrNQ, ItfC. 2459 Vins,-<«p #102.* 9202S -12Z9 • Phone (7CO) 745-131* *73S-034? SOIL TWT1NQ PSKTSST JOU, INVBSTHJATrONS 5SOTE«KKAt INVESTIGATIONS FEB-2O-SS FRI 03:09 AM PRELIMINARY GEOTECHN1CAL INVESTIGATION PAGE 8 CAZADERO DRIVE. LA COSTA FEBRUARY 12. 19S8 4. import Soils - Import soil, if required to complete grading or improve quality of the generated rock fills should be non-expansive granular deposits (SE^SO) tested and approved by the project soils engineer. 5. Cut/Fill Transition - Cut/fill transition should not be allowed under buildings, improvements and the associated structures. The cut portion of the cut/fill transition pads should be undercut a minimum of three feet or one foot below the deepest footing, whichever is more, and placed back as compacted fill. In the drive way and parking improvement transition areas there should be a minimum of one foot of compacted soils below rough finish subgrade, !n the case of raised wood floor construction with stem wall type foundation system uniformly supported on competent unfractured bedrock undercutting of the building pad will not be required. Undercutting below the driveway snd other on-grade improvements, however, will still be necessary as recommended. 6. Fill Materials & Compaction - Based on our observations snd field excavaticnsj removed soils wil; contain excessive rock fragments. Rocks larger than 6 inches in maximum diameter should not be allowed in shallow fills. Since deep fills over five to 10 feet are not anticipated at the site, ali rocks larger than six inches in maximum diameter should be selectively removed from the soils and properly disposed. Fill soils should also contain at least 40% materials finer than the #4 sieve by weight. Import soils may be used to improve quality of the locally generated fill. Fill soils should be moisture conditioned to near optimum moisture level and mechanically compacted in thin, horizontal lifts to at least 90% of the corresponding laboratory maximum density value unless otherwise specified. 7. Graded Slopes - Graded cut and fill slopes a! the proiect site should be programmed for 2:1 gradients maximum. Cut and fill slopes constructed at 2:1 gradients will be grossly stable with respect to deep seated and surface failures for the anticipated maximum design heights. Fill slopes should be compacted to 90% (minimum) of the laboratory standard out to the slope face. Overbuilding and cutting back to the compacted cere is recommended for site fill slope construction. 8. Drainage/Erosion Control - A critical element to the continued stability of the graded building pads and slopes Is adequate surface drainage system, and protection of the slope face. This can most effectively be achieved by appropriate vegetation cover and the Installation of the following systems; VINJE y MIDDLETQN ENQlNEERtNQ, INC. 24>Q VMijarJ Aw««, #102, EicondtJo, ta[ifomia«029-IZZ? • Phone (760) 743-1214 • P*tt (760) 739-0343 KK1 TESTING PESC TEST SOIL INVESTIGATIONS QEOTECKl'TICU. INWIlGAnONt FRI aS;lO ttM P. 1 3 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 9 CAZADERO DRIVE. LA COSTA _ FEBRUARY 12,,1998 * Drainage swales should be provided at the top and toe of the slopes per project civil engineer design. * Building pad and siope surface run-off should be collected in approved drainage facilities and directed to selected locations in a controlled manner. * The finish slope should be planted soon after completion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed, Over watering of the slope faces should also not be allowed. Only the amount of water lo sustain vegetation life should be provided. 9. Engineering inspections - All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnica! consultant and presented in the final as-graded compaction report. The nature of finished subgrsde soils should also be confirmed in the final compaction report at the completion o* grading. B. Stem Wall Foundations Extended stem wall footings are expected for the proposed wood frame building. All exterior stem waii strip footings should uniformly penetrate the upper unsuitable topsoils and be embedded a minimum of 12 inches for one-story structures and 18 inches for two-story structures into the undisturbed competent rocKs as approved by the project geotechnical engineer. Depths to the competent rocks are anticipated to vary throughout ins site and can be estimated from the enclosed Test Trench Logs. Extended stem wall footings should be at least 12 inches wide for one-story and 15 inches wide for two-story buildings and reinforced with minimum 4^4 reinforcing bars. Place 2-#4 bars three inches above the bottom of the footing and 2-#4 bars three inches below the top of the footing. Interior spread pad footings should also be founded a minimum of 12 inches into undisturbed hard rocks for one and two-story wood frame buildings. Pad footings should be at least 24 inches square and reinforced as detailed by the project architect/structural engineer. Uniform foundation depths and widths may be difficult to attain when trenching in hard rocks using "rock beakers" and similar techniques and rocks tend to crack and break unevenly. In the event of cracked rocks in foundation trenches or unacceptable foundation trench configurations, the footings may be required to be formed or "pinned" to the underlying hard unfractured rocks provided minimum foundation depths and widths are achieved. Appropriate recommendations should oe given by the project soils engineer at the site based on actual trench excavation characteristics. A special geotechmcal inspection will be required for all'foundation trenches. INC. 2450VintyenlAtitmu, 91Q2.Es:ondi3otCa\ljorafa92029-li29 - Pfcorw (760) 743-1214 * Fax (7«OJ 739-03« PEK TEST SOU. ns'VESTICn.TraNS GEOTHHJOCAL nWESTJ^WIOW FEB-20-9eFRI0S:i2flN PHI PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 10 CAZADERO DRIVE. LA COSTA FEBRUARY 12.1998 Construction details for the exterior strip stem wall and interior spread pad footings and steel reinforcements should be confirmed/provided by the project architect/structural engineer. C. Underfloor Ventilation/Drainage Considerations In the event of raised wood floors appropriate underfloor cross ventilation and drainage provisions should be considered. Underfloor cross ventilation should meet or exceed minimum requirements specified by the applicable codes. Underfloor drainage requirements should be given by the project soils engineer at the time of foundation plan review. A minimum two inch thick "gofer slab" cover is often utilized to cover the ground in the underfloors for moisture and erosion considerations. D, Conventional Footings and Slab-on-Grade Foundations The following recommendations are consistent with low to non-expansive (El less than 21) foundation bearing soiis expected at pad grade. The final foundation and slab design will depend on expansion characteristics of finish grade soils and differential depth of the underlying fills. All foundations and slab recommendations should be confirmed and/or reviewed in the final as-graded compaction report based on actual testing of the foundation bearing earth materials, 1. Continuous wood stud bearing wall foundations should be sized 12 inches wide and 12 inches deep for single-story structures and 15 inches wide and 18 inches deep for two-story structures Isolated pad footings should be 24 inches square and 12 inches deep, Footing depths are measured from the fewest adjacent ground surface, not including the sand/gravel beneath floor slabs, Exterior continuous footings should enclose the entire building perimeter. 2. Continuous interior and exterior foundations should be reinforced by 2-#4 reinforcing bars. Place 1 -#4 bar three inches above the bottom of the footing and 1 -#4 bar three inches below the top of the footing. Reinforcement details for isolated pad footings should be provided by the project architect/structural engineer. 3. Al! interior slabs should be a minimum of four inches in thickness reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab. Slabs should be underlain by four inches of clean sand (SE 30 or greater) which is provided with a six-mil plastic moisture barrier placed mid- height in the sand. VINJE & MIPDLETON ENQJNEER JN(J, INC. 2450 VInoard Anetou. *1Q2, Ereond-do, a.tforma&2029.122f> ' Pha^ f?gD; 743-1214 • r« (760) 739-0343 " rt*c TEST sori INVESTIGATIONS QcorEcmucAt rovEsngATioro FEB-20-9S FRI OS : 1 2 ft tl p PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 CAZADERO DRIVE. LA COSTA FEBRUARY 12. 1998 4. Interior slabs should be provided with saw cut contraction joints spaced 10 feet on center each way within 24 hours after the pour. The saw cuts should be a minimum depth of three-quarters inch but should not exceed one and one- quarter inches deep, 5. Provide re-entrant corner reinforcement for all interior slabs. Re-entrant corners will depend on slab geometry and/or interior column locations. Enclosed Plate 5 may be used as a general guideline. E. Exterior Concrete Slabs/Flatworks 1. A'! exterior slabs (walkways, and patios) should be a minimum of four inches in thickness reinforced with 6x6/10x10 welded wire mesh placed at mid-height of the slab. 2. PCC driveways and parking should be a minimum of five inches in thickness snd reinforced with #3 reinforcing bars spaced 18 inches on center each way, (or #4 @ 24"o.c.( each way) placed at mid-height of the slab. Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper six inches. 3. Provide weak joints consisting ofsawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour, The sawcuts should be a minimum depth of M-inch but should not exceed 11/4- inches deep maximum. 4. All exterior slab designs should be confirmed in the final as-graded compaction report. F. Soil Design Parameters The fotlowing soil design parameters ere based on the tested representative samples of on-site earth deposits and may be used for preliminary design estimates only. All parameters should be re-evaluated when the characteristics of the final as-graded soils have been specifically determined. Revised recommendations should be anticipated. 1. Design wet density of soil = 125.4 pcf. 2. Design angle of internal friction of soil = 42 degrees. 3. Design active soil pressure for retaining structures = 25 pcf (EFP), level backfill, cantilever, unrestrained walls. 4. Design active soil pressure for retaining structures = 35 pcf (EFP), 2:1 backfill surface, cantilever, unrestrained walls. VINJB 9 M1DMLETON fiNtJINEERING, INC 2450 Vtotyas* A*«ni«, *LK,EK**£do, Cat,frmia 03029-1229 • Phont (760) 743-12 J4 • Fai (750) 739-0343 PEHCTWT *» INVESTIGATIONS <jecn*cHMC,«. INVESTIGATIONS FEB-20—=>3 FRI OS:13 fin _ „r • *J O PRELIMINARY GEOTECHN1CAL INVESTIGATION PAGE 12 CAZADERO DRIVE. LA COSTA FEBRUARY 12,1998 5. Design at-rest soil pressure for retaining structures = 42 pcf (EFP), non-yielding, restrained walls. 6. Design passive soil pressure for retaining structures = 450 pcf (EFP), level surface at the toe. 7. Design coefficient of friction for concrete on soils = 0. 40. 8. Allowable foundation pressure for undisturbed and unfractured rocks = 2,000 psf, 9. Allowable foundation pressure for certified compacted non expansive fi!(= 1,500 psf. 10. Allowable lateral bearing pressure for undisturbed and unfractured rocks = 200 psf/ft. 11. Allowable lateral bearing pressure for certified compacted non expansive fill = 150 psf/ft. Notes: * Because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of two should be considered for sliding stability. * When combining passive pressure and frictionai resistance, the passive component should be reduced by one-third. * The allowable foundation pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches. This value may be increased per Uniform Building Coae for additional depths or widths and depths as permitted, if needed (Table 18-i-A, Footnote 2), * The allowable foundation pressures provided herein applies to dead plus live loads and may be increased by one-third for wind and seismic loading. * The lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 pounds par square foot. Q. Asphalt Pavement Desion Specific pavement designs can best be provided at the completion of rough grading based on R-Valu© tests of the actual finish subgrade soils; however, the following structural sections may be considered for cost estimating purposes only. WWE & MIPDLETON EN<JfNEER!N<3. INC. 24*0 Vineyard Ai«nu«, #102, EiconAdo, Cotfriwa 92029-1229 • Phone (760) 749-1314 • Fax (760J 739-0343 5OTL TESTING Kfi.CTBT SOILflfVEJTKJArlQW QECTTO3WICAL INVESTIGATIONS _ „ „P . 04 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 13 CAZADERQ DRIVE. LA COSTA FEBRUARY 12.1398 1. A minimum section of three inches asphalt on four inches of Caltrans Class fl base may be used, Base materials should be compacted to a minimum of 95% of the maximum dry density. 2, Subgrade soils beneath the asphalt roadway, parking and driveways should be compacted to a minimum of 95% of the corresponding maximum dry density within the upper one foot. Sub and base grade soils should be tested for proper moisture and minimum 95% compaction levels and approved by the project geotechnica! consultant prior to the placement of the base or asphalt layers. H. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein is based on soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations. All recommendations should be evaluated and confirmed by the project architect/structural engineer 2. Footings located on or adjacent to the top of slopes should be extended TO a sufficient depth to provide a minimum horizontal distance of sevsn feet or one- third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. These requirements applies to afi improvements and structures including fences, posts, pools, spas, etc Concrete and AC improvements should be provided with a tnicken edge to satisfy this requirement 3. Expansive clayey soils should not be used for backfilling of any retaining structure. AH retaining walls should be provided with a 1:1 wedge of granular. compacted backfill measured from the base of the wall footing to the finished surface. Retaining walls should be provided with a back drainage in general accordance with the attached Plate 6. 4. Al! underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non-expansive, granular backfill soils should be used. 5. Site drainage over the finished pad surface should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvement, and fine grading phases not to disrupt the designed drainage patterns. Rooflines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the building and structures to a suitable location. Considerations should be given by the project architect to adequately damp proof/water proof the basement walls/foundations VINJE If MIDDLETGN ENGINEERING- ™C- 2<tf0 VLncyorA Aanwr, #102, E«»*iido, Cclfo™iaP2029-U:i9 * PMn* f?fiOJ 743-1 ti4 * Fo» f?$0) JOJL TEST-IMG PBECTOT FEB-20-98 FRI 03:13 tt (1 • • PRELIMINARY GEQTECHN1CAL INVESTIGATION PAGE 14 CAZADERQ DRIVE. LA COSTA FEBRUARY 12. 1998 and provide the planter areas adjacent to ths foundations with an impermeable liner and a subdrainage system. Appropriate ventilation should be providec for all under floor and crawl spaces. 6. Final grading and foundation plans should reflect preliminary recommendations given in this report and should be reviewed by this office prior to grading. More specific recommendations should be provided when final drawings are available. Rigid floor coverings which could not tolerate minor deflections may not be considered in the case of raised wood floors. 7. Ai! foundation, trenches should be inspected to assure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. S. The amount of shrinkage and related cracks that occur in the concrete slab-on- grades, flatworks and driveways depends on many factors, the most impotant of which is the amount of water in a concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: * Use the stiffest mix that can be handled and consolidated satisfactorily, " Use the largest maximum size of aggregate that is practical, (for example, concrete made with three-eights inch maximum size aggregate usually requires about 40 Ibs more {nearly 5 gal.) water per cubic yard than concrete with one inch aggregate) * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional s!ab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 9. A preconstruction meeting between representatives of this office and the property owner or planner, as well as the grading contractor/builder, is recommended in order to discuss grading/construction details associated with site development. VIWE e MIDDLETON EffijnffiERTW. INC. 2450 Wneyard Atv-uc, *102, E««mJido, CfllJfr™ia92OZ9-1229 ' Phane fTffO) 743-1ZH » Foa (7$tt 739-0343 SOIL, TBSTIN5 PBRC TEST *HU WVEmganOSM geOTOMMCAL iNVESTIS*nQN3 FEE-2O--?;3 FRI 03:16 AM P. 06 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 15 CAZADERQ DRIVE. LA COSTA _ FEBRUARY 12. 1998 VIII. LIMITATIONS The conclusions and recommendations provided herein have been based on al! available data obtained from research and review of pertinent geotechnical reports and plans, as well as our experience with the soils and formational materials located in the general area, The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It Is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-slte drainage patterns. ThefirmofVlNJE&MIDDLETON ENGINEERING, INC. shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware cf the development of cracks in all concrete surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement, Hairline stucco cracks will often develop at windowydoor corners, and floor surface cracks up to 1. '3-inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time, tf significant modifications are made to your architectural plans and tentative development plan, especially with respect to type and location of the buildings as well as the height and location cf ait and fill slopes, this report must be presented to us for review and possible revision. Vinje & Middleton Engineering, Inc. warrants that this report has been prepared within the limits prescribed by our client wiih the usual thoroughness and competence oHhe engineering profession. No other warranty or representation, either expressed or implied, is included or intended. • Phone J7SW 7-0-ilZW * Few fJ^DJ 739-0343 PECC TOT SOU- INVESTKjcWONS QEOTCCHWCAt INVESTKJrtTIOW FEB-20-?3 FRI 03 : 1T P. 07 PRELIMINARY GEOTECHNICAL INVESTIGATION CAZADERQ DRIVE. LA COSTA PAGE 16 FEBRUARY-12. 199B Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #98-115-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Ralph M. Vinje GE #863 * ( CERTIFIED ( * ENGINEERINGDennis Middleton CEG #980 lehdl Shanat RCE#46174 RMVyDM/MS/mmd Distribution: Addressee (5)"•*~™;. • i,—6 flli^ • Phc« (7GO)Fax (750) 739-0343 SOIL TESTfNQ PEBCTE3T SOB, INVESTIGATIONS (JCOTKCKMCALINVESTIGAT1OM3 FEB-20--33 FRI 0S : 1 T ftfl P. 03 CAZADERO DRIVE SITE PL//V Plate 1 Lot 738 (APN 215-460-04) Cazadero Dr. La Costa LOCAT'ION OF TEST TREN 98-1 15-P FRI OS : 1 S P. Date: 1/26/98 Logged by: DM OEPTH (ft) - 1 - - 2- - 3- - 4- R - 6- - 7- SAMPLE **"---^ • T-1 DESCRIPTION TOPSOIL: Sandy clay with scattered bedrock fragments. Moist, loose. ST-1 BEDROCK: Volcanic rock. Rust brown color. Fractured and Wocky, Hard. Moderately jointed. Excavate to 4' with backhoe. Economic refusal below although rock jointing continues. ST-2 End trench at 5'. MOiSTURS W DSY DENSITY <P«f) RELATIVE COMPACTION (*) Date: 1/26/98 DEPTHmi - 1 - -) - 3- - 4- • 5- - 6- - 7- ^^^•^^••M VIN. t Off! SAMPLE • ^*~~t "~" =- T= IE & MIC 2450 Vii Escondl ce 760-; Logged by: DM T-2 DESCRIPTION TOPSOiL: Clayey silt. Red-brown, Moist, loose to soft ST-1 BEDROCK: Volcanic rock. Rust color. Hard, Highly fractured and jointed. From 4^3, rock is less fractur«d. Digging is very difficult. ST-2 End trench at 51/3'. ^^^^^^^=g^^^^^^a^^^j^janiiiaMBg=s )DLETON ENGINEERING, INC leyard Avenue, Suite 102 do, California 92029-1229 '43-1214 Fax 760-739-0343 V Sand Cons Test • Bulk Sample aaujpEa^ ~—*r^:i^^ii^^^^^fi|Mpi i.^hH'^^^ipH^KB;^ MOISTURE I'A) DRY DENSITY (P=t) jrt/tfi&V"1. $$??*•• '<•" RELATIVE COMPACTION (%J •>E2222S2S!^^^ Cazadero Drive, La Costa PROJECT NO- 98-115-P PLATE 2 Q Chunk Sample O Driven Rings FEB-20-33 FRI OS;1S «N P. IS Date: 1/26/98 Logged by: DM DE?TH - 1 - • 2- - - 3- - 4- fj - 6- - 7- 5AM Pte •\X ^^— -*'••"" T-3 MSCWPTIGN TOPSOIL Silty to clayey sand with high percentage of bedrock fragments. Loose, ST-1 BEDROCK: Volcanic rock. Rust brown. Very hard, Moderately fractured, blocky (2-21 blocks). Slow digging ST-2 End trench at S'. MOISTURE (V.) DRV DENSITY IN?) RELATIVE COMPACTION (%) Date: DEPTH - 1 - - 2- - 3- - 4- - 5- - 6- - 7- V!N. E Offi SAMPLE vS== IE & MIC 2450 Vii :scondi ce 760-") Logged by: DESCPJPTION )DLETON ENGINEERING, INC plJiSffllil^Sli1 leyard Avenue, Suite 102 do, California 92029-1229 '43-1214 Fax 760-739-0343 V Sand Cone Test • Bulk Sample MOISTURE DRY DENSITY(pen •-J- -- - -HI-•I-, ii ™^^™^g RELATIVE COMPACTION Cazadero Drive, La Costa PROJECT NO. 98-115-P PLATE 3 Q Chunk Sample O Driven Rings ^- * \- • - _ JQ *' '""• 15 --~ "- ••••"'"" O FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map data Is compiled from various sources including California Division, of Mines and Geology, California Institute of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Divisirn of Mines and "Earthquake Eptcencer Map of California; Map Sheet 39." Earthquake Magnitude 9 ............. 4.0 TO 4.9 C .......... . 50 TO 5.9 O ............ 6.0 TO 6.9 7.0 TO 7.9 --»_.. Fault PROJECT: 98-115-P Caz-adero Dr. La Costa_ PLATE NO. __J FR ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale P. 12 CONTRACTION JOINTS RE-ENTRANT CONNER CRACK RE-ENTRANT CORNER—• REINFORCEMENT NO. 4 BARS PLACED 1.5BELOW TOP OF S NOTES: 1. Isolation joints around the columns should be eitfter circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do net meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re-entrant comers (±270* corners), provide reinforcement as shown in (c). 3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors, VINJE & MIDDLETON ENGINEERING, INC. PLATE 5 FRI 03:21 P. 13 RETAINING WALL DRAIN DETAIL Typical - no scale droinoqe Granular, non-expansive '•/ backfill. Compacted.;'/'' 'Waterproofing Perforated drain pipe Filter Malarial. Crushed rock (wrapped in filter fabric) or Gloss 2 Permeable Material (see specifications below} Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: SPECIFICATIONS FORCALTKANS ;CLAS5. 2 PERMEABLE MATERIAL '/.PASSING -U.S:. STANDARD SIEVE SIZE .1" 3/4 3/8 No. 4 ; Na.,8-; NO. so, Nfl.SO No 200 100 30-10Q 40-100 23-40 18-33 5-15 0-7 0-3 Sand Equivalent > 75 1. Provide granular, non-expansive bacfcfl!tso!| in 1:1 gradient wedge behind wall. Compact backfill tc minimum 90% of laboratory standard. 2. Provide back dreinage for wail to prevent build-up cf hydrostatic pressures. Use drainage openings slong case of wan or back drain system 33 outlined below. 3. Sackdram snould consist of 4" diaireterPVC pipe {Schedule 4C or equivalent) with perforaticns down. Drain to suitaole auflel; at minimum 1 %. Provide %" -1 Vi" crushed sravei filter wrapped in filter fabric (Micafi 1-iON cr equivalent). Ceiete fitter fabnc wrap if Caltrana Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Sea! back cf wall with waterproofing in accordance wttti architect's specifications. 5. Provide positive drainage to disallow ponclinj of water aoove wall. Lined drainage ditch to minimum 2% flow awsy from wall is recommended. *Uae 1H cubic foot per foot with granular backfill soS and 4 cubic foot per foot if expansive baekfir soil is used. VINJE & MIDDLETON ENGINEERING, INC, PLATE # 6 Certificate of Compliance: Residential (Parti of2) CF-1R K.F. STEPHENS INC. Project Tltiff 2701 CAZAQERQ_DRIV£. Project Address Title 24-Data. Ltd. Documentation Author Point System , Compliance Method (Package, Point System or Computer) Oat* 5/29/98 (80S) 245-6372 Telephone Building Permit * >lan Check / Data Climate Zone Field Check; Dale Enforcement Agency GENERAL INFORMATION Total Conditioned Floor Area: __.. Building Type: (check ono or more) |XJ Sincle Family Detached (SFD) i I Single Family Attached (SPA) I_J Multi-Family Lj Addition Alone I I Existing Building I I Existing Plus Addition Front Orientation: Number of Dwelling Units: (East) 90 deg_ 1 .00. Flocr Construction Type'JSlab-Boor BUILDING SHELL INSULATION Component Type Sleb On Grade Slab On Grade R-22 Roof (R.22. 2x10.16) R-l3Wai! (W.13.2X4.16) FENESTRATION Fenestration Area Orientation (SF) Rlqht (North! 15.3 Rlqht (North) 64.0 Right (North) 5,0 Riojit (.North) 116.0 Right (North) S5J? Lert (Soutm 40.0 Left (South)__ S4.0 Left (South) 20.0 From (East) 40. 0 Front (Eastl 8S.O THERMAL MASS Type/Covering (slab/tile, etc.) Concrete, Heawwelotit Concrete. Hesvywaloht iDwsyPro 1.0 ey£ienj/Sort Const. Assembly Location/Comments U-value (attic, to garage, typical, etc.) 0.720 Covered Slab w/R-0.0 Perimeter Insulation 1 i 5.900 Exposed Slab w/R-0.0 Perimeter Insulatic 0.045 Exterior Roof m 0 068 Exterior Wall Shading Devices Fenes. # LJ-Vaiue Panes 0.87 2 0.72 2 0.77 2 0.72 2osr 2_ , 0.72 2 0.77 .. 2 0.87 2 0.72 2 0.77 2 Exposed Yes / No n rxia n .n n G C User Numter; Interior Exterior Overhang (roller blind, etc.) (shadescreen, etc.) Yes / No None Soecified Nona Soecifled None Snecifled None Soedfled NoneJSpeclfled None Soecified Nona Soecified Nona Specified None Specified None Specified Area Thickness fSF) finches) 1.141 4.00 1.247 4.00 None Specified Nkxis Soedfled Nona Specified None Specified None Specified None Specified None Soecified None Saecified None Specified None Specified Location / Descriot _/ Slab on Grade /.Slab o* Grade 1348 JctiNutrtMr K1H13S fxl E DUrxiaa ion frnH Enn Side Fins Framing Yes /No Typennnn Dnnn nn Da u {kitchen, be [x] [x]m E fxl Lx] 50 .yj ith, Metal MetaL Meti Metal MetaL Meial Metal Metal etc.)_ Pas»: 3 Of 20 1 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, 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: Building Permit Plan Check Number: Project Address: A. P.M.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU Res. Additions:Net Square Feet New Area Comerc./ Ind.: City Certification of Applicant's information: Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) Square Feet Floor Area ate: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215 Mala Way San Marcos, CA 92069 (736-2200) Encinitas Union School District 101 South Ranch Santa FB Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. 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 above 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 dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (76O> 4 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (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 53080/65995 (AB 181) IX" Gov. Code 65970 (SB 201) Government Code 53311 (Mello - Roos) Prior Existing Mitigation Agreement Note: Exempt from fee requirements (Indicate Date and Number or name of Agreement) Total amount of (new) floor area within the building Fee Amount per Square Foot 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 TITLE PHONE NUMBER NOTICE OF 90 DAY PERIOD FOR PROTESfT 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. -S066 Insurance Services 14140 Ventura Boulevard Suite #200 Sherman Oaks, CA 91423 Attrt: Nel Mosbergen FAX (818)380-6700 ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Ext: 337 INSURED K.F. Stephens Inc 1500 W. llth Street Suite #24 . San Diego, CA 9202:3 COMPANY1 A COMPANY B COMPANYc COMPANY D COMPANIES AFFORDING COVERAGE TIC HOLDINGS CROUP "THlS'lS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE-SEEN ISSUED TO THE NSURED NAyEDABOVE FOR THEPOUCY PSR100 INDICATED, NOTWITHSTANDING ANY REQUIREMENT. TERM OR CONDITION OP ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PEfcTAIN, THE INSURANCE AFFORDED SY THS POLICIES DESCRIBED HEREIN IS SUBJECT TO All THE TERMS, EXCLUSIONS AND CONDITIONS C!= SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. COLTR TYPS OP 1NSURANC6 POLICY NUMBER POLICY EFFECTIVE i PODGY EXPIRATION DATE (MM/DD/YY) i DATE <MM/DD/YY>LIMITS GENERAL LIABILITY '. COMMERCIAL GENERAL LIABILITY || iClAlMSMADEJ [ OCCUf* : OWNER'S & CONTRACTOR'S PROT GENERAL. AGGREGATE PRODUCTS - COMP/OPAGG PERSONAL ft AOV INJURY EACH OCCURRgNCS FIRE OAMAQE (Any «w (Ire) MED CXP (Any Ofl« Mf*on) : S AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS COMBINED SINGLE LIMIT BODILY INJURY (Per person) BODILY INJURY PROPERTY DAMAGE SARAS6 LIABILITY • ANY AUTO AUTO ONLY - EA ACCIDENT OTHER THAN AUTO ONLY: EACH ACCIDENT AGGREGATE EXCESS LIABILITY ! UMBRELLA FORM OTHER THAN UMBRELLA FORM EACH OCCURRENCE AGGREGATE WORKERS COMPENSATION ANDEMPLOYERS' LIABILITY THE PROPRIETOR/ i ' ,NC| PARTNERS/EXECUTIVE : '- OFFICERS ARE: i i EXCI. 80587036 01/19/1998 01/19/1999 EL EACH ACCIDENT .i.fopo,.opo EL DISEASE- POLICY LIMIT El. DISEASE-EA EMPLOYEE * 1,000,000 * 1,000.000 OTHER DESCRIPTION OP OPSRATIOtlS/LOCATlON&^ffiWCLE&SPEClftL ITEM$ All operations of the named insured SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92008 EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 1Q _ DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. S'd £02.908£S18 SOAS BONVdnSNI OHM WOdd Wd9f:2l 866 L-65-7 LOIS HUMPHREYS President DAVID KULCHIN Ditectof ELAINE SULLIVAN Director JU|y 3Q, 1998 JUDY HANSON Diredor ALLAN JUIIUSSEN Director TIMOTHY JOCHEM The Leucadia County Water District has recorded two sewer service permits for lots 738 and 739 on Cazadero, assessor parcel numbers 215-460-04 and 250- 460-03, respectively. It is reasonable to expect sewer service to be available for the future needs of this development. If you have questions regarding this matter please contact the District office at (760) 753-0155. Cordially, .County Water District Tracy L. Moulton Executive Assistant District Office:! 960 LaCosto Avenue, Carlsbod, California 92009-6810 • (760)753-0155 • FAX (760) 753-3094 Printed an recycled paper.