The URL can be used to link to this page

Home My WebLink About1328 PINE AVE; ; CB971489; PermitCLEARANCE B U I L D I N G P E P M I T Permit No: CB971489 03/12/98 1.6:31 Project No: A9701909 Page 1 of 1 Development No: Job Address: 1328 PINE AV Suite: Permit Type: SECOND DWELLING UNIT Parcel No: 205-020-10-00 Lot#: Valuation: 51,235 Construction Type: VN Occupancy Group: Reference#: Status: ISSUED Description: 492 SF DETACHED 2NDU,1 STORY .Appliéd: 06/05/97 DEMO EXS GAR+492 SF NEW GAR+1k35 SF DECK 4961 03 tPteQ1 0212/98 EnterekpgVT RMA275800 Appl/Ownr : KELLETT, PATRICK 760 720-1348 1328 PINE AV CARLSBAD CA 92008 *** Fees. Required *** Fees Collected & Credits / Fees: . 3,048{0u/. .L Adjustments: / .O O,- ( otaI/Cxdis: .00 Total Fees: 290.00 / \ .... Bainc Due: 2,758.00 Fee description / ,/' TJni€sFee/Unit Ext fee Data ------------------ Number of Bedrooms/ L.. . . 1.\TT) \ 1.00 .---j '..--- .---,--- Number of Bathrooms .. . . .- '. > 1.O 1.00 Build ing Permit ' 00 Plan Check 276.00 Strong Motion Fee 5.00 (PFF -f uni3) t I / 698.00 \ (PFF CED .t ur: fr / 645.00 Enter '1" to AutocaLc T.I.F. >PO 395.00 Y (TIE') CIF .D.\LJ INCORPORATED / / 445.00 Enter "Y" for Plumbing Is ue Fee / / 20.00 Y Each Plumbing Fixtur'\Dr.Ci .- 5\\( .7.00 3500 Each Building Sewer \ '//J .> .-i\\Yd /15.00 15.00 Each Install/Repair Wate Lir,L,/;, (: D-1 \ (,' 1' ' 7.00 7.00 Each Water Heater and/or VerLt U> 7.00 7.00 Gas Piping System --.-.. >_ ..-- 1 7.00 7.00 Enter 'Y" for Electric Issue Fee > 10.00 Y Single Phase Per AMP > 100 .25 25.00 Enter "Y' for Remodel > 10.00 Y Enter 'Y' for Mechanical Issue Fee> 15.00 Y Install Furn/Ducts/Heat Pumps > 1 9.00 9.00 CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO.Q CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. 5 $c- , gD 2075 Las Palmas Dr., Carlsbad CA 92009 Plan Ck. Deposit , (760) 438-1161 Validatedy r PROJECT JNFORMATION Address (include Bldg/Suite #) Business Name (at this address) /32 ,NE A-V6 Legal Descr(ptio - , Lot-No, Subdivision Nan)e/Number ,. UniNo. Phase No. - iTotal # of units Proposed Use Assessor's Parcel # Existing Use 2oc- O2O /0 OO Sak 444 t?estcLnc?z, A44i W 6erxw)A-,c11b% on, I .Descripti n of Work SQ. FT. #01 Stories # of Bedrooms # of Bathroonta 1_I,— Q pQu i&clwy btbv,4rt csc4 - Oo 2. CONTACT PERSON (if difterer from applica) Name Address - tily - ' State/Zip Telephone # Fax # 3 APPLICANT flntractorD Agent for Contractor Owner 0 Agent for Owner Pi-7iCK MEL/}71 /32k L119Pj4ViE C/?PJ-5"RIM e4 9.2OOJi' (7126-149 Name Address City ' State/Zip TelepRbne #' 4 PROPERTY OWNER - Name Address City State/Zip Telephone # 5 CONTRACTOR COMPANY NAME (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] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # 6. WORKERS COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) o CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7 OWNER BUILDER DECLARATION 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: f 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 ec. 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). 0 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). C1 I am exempt under Section Business and Professions Code for this reason: :' - I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO ,.,- ,' ' 2fl OC have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to 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): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE A 4V, DATE Fëb1P1ETE THIS SECTION FOR NfiN RESIDENTIAL BUILDING PERMITS ONLY 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8 CONSTRUCilONTENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ [9 APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after tM&S co menced for a p nod of 180 days (Section 106.4.4 Uniform Building Code). GAPPLICANT'S SIGNATURE ./'Z'7 DATE 7 WHITE: File YELLOW: Applicant PINK: Finance tarl SEWER PERMIT 03/12/98 16:32 Permit No: SE970107 Page 1 of 1 Bldg PlanCk#: CB971489 Job Address: 1328 PINE AV Suite: Permit Type: SEWER - RESIDENTIAL Parcel No: 205-020-10-00 Description: 576 SF DETACHED 2NDU.1 STORY & 4961 IUED DEMO EXIST GAR+BUILD 528 SF NEW GARAGE AppU4f 079 ok Apr/Issue: 03/1Z/9 Permitee: KELLETT, PATRICK 760 720-1348 Expired: 1328 PINE AV Prepared By: HAM CARLSBAD CA 92008 *** Fees Required *** esCollected & Credits ;e---1,81 Adjustments: .00,-- Ttai Cels: .00 rt Total Fees: 1,,8iU.0O'j 1ota1Payrnet: .00 / ( c $a3ne De'. 1,810.00 Fee description / / Uni's€/Jnit -Ext fee Data ----------- ---------------------------- Enter Number of Urits : 1.00 Total E DU s f -Zj / '\ j' \ ./' \ 1.00 Sewer Fee ( 1810.00 Enter Sewer EDUs ric Bnfit Are\ /1.00 ' --Y 00 * SEWER TOTAL 1810.00 FINAL APP')VAL P.- CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 01 C4p CitV of Carlsbad 'IFo' Building Department March 23, 2000 Patrick & Leanne Kellett 1328 Pine Avenue Carlsbad CA 92008 RE: Address request for Second Dwelling unit Dear Mr. Kellett, This letter is to inform you that an address has been assigned to your second dwelling unit. The primary residence will remain 1328 Pine Avenue and the second dwelling unit is assigned 1318 Pine Avenue. Please feel free to contact me should you have any questions. Sincerely, ?IIdbrandtJohn M 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560 To: Pat Kelley March 17, 2000 From: Patrick and Leanne Kellett 1328 Pine Avenue Carlsbad, CA 92008 cflt'f RE: Request for issuance of a new mailing address Dear Mr. Kelley, On March 13, 2000 we passed the final inspection on our secondary dwelling unit project at 1328 Pine Avenue (APN #205-020-10). Since we plan to rent this additional detached unit we are wondering if we might request that an additional address be assigned our parcel to ease postal and other delivery confusions. (Since our neighbor to the West is 1308 Pine and we are 1328 we thought perha 1318 would accomplish our objective while continuing to allow available numbers for (potential) lot splits). We realize that there are perhaps other issues involved when a new mailing address is assigned but as yet we are not aware of any negative impacts. Therefore, we respectfully submit this request and we look forward to hearing from your staff. Thank you for your assistance with this matter. Patrick and Leanne Kellett From: Pat Kelley To: John Mildbrandt Date: 3/23/00 9:46AM Subject: Re: Address request for second d*ell unit ok John.......thanks... It's nice to see someone play by the rules occasionally. Why the heck not give them things like this when they do huh? Be sure to keep the note in central files about the address change too so there's a record of how and why this address came into being. Pat >>> John Mildbrandt 03/23/00 09:38AM >>> Pat, Providing an address for a detached second dwelling unit is ok by us, providing there is adequate room for an additional address. In this case, there is adequate room to provide an additiona address. As you know, we don't use 1/2's or letters for building designations. Let me know if you would like me to contact the Kellett's. John City of Carlsbad Bldg Inspection Request For: 3/13/2000 Permit# CB971489 Inspector Assignment: PS Title: 492 SF DETACHED 2NDU,1 STORY & Description: DEMO EXS GAR+492 SF NEW GAR+185 SF DECK Type: 2DU Sub Type: Phone: 7607201348 Job Address: -1328 PINE AV Suite: Lot Location: APPLICANT KELLETT, PATRICK Owner: KELLETT PATRICK M&LEANNE B Remarks: Total Time: Inspector: Requested By: PATRICK Entered By: ROBIN CD Description Act Comments 19 Final Structural XF. 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs Inspection History Date Description 3/9/2000 89 Final Combo 6/11/1999 23 Gas/Test/Repairs 6/1/1999 17 Interior Lath/Drywall 6/1/1999 18 Exterior Lath/Drywall 5/21/1999 16 Insulation 5/14/1999 13 Shear Panels/HD's 4/27/1999 14 Frame/Steel/Bolting/Welding 4/27/1999 18 Exterior Lath/Drywall 2/12/1999 24 Rough/Topout 2/12/1999 29 Final Plumbing 2/9/1999 23 Gas/Test/Repairs 2/9/1999 24 Rough/Topout 11/17/1998 18 Exterior Lath/Drywall 11/17/1998 84 Rough Combo 11/16/1998 18 Exterior Lath/Drywall 11/2/1998 18 Exterior Lath/Drywall Act lnsp Comments CO PS SEE ATTACHED NOTICE AP SP AP PS NEED INT GAS TEST AP PS AP PS AP PS SEE NOTICE ATTACHED PA RB OK TO INSULATE W/CORRECTNS-SEE NOTICE AU NR RB ND DW INSP FIRST AP PS WC PS AP PS EXT ONLY AP PS WC PS CO PS NS PS ROOL FOR TUE 11/17 CO PS SEE NOTICE ATTACHED City at Carlsbad S+T'W, Final Building Inspection APR L U Dept: Building Q079-10-2-0 1117 Planning CMWD St Lite Fire - Plan Check* Date: 3/9/2000 Permit #: CB971489 Permit Type: 2DU Project Name: 492 SF DETACHED. 2NDU,1 STORY & Sub Type: DEMO EXS GAR+492 SF NEW GAR+185 SF DECK Address: 1328 PINE AV Lot: Contact Person: PATRICK KELLET Phone: 7607201348 Sewer Dist: CA Water Dist: CA (2 (7 Inspected Date By: /"AC. Inspected: S 0. 00 Approved: ______ Disapproved: Inspected yflc VV1CZ Date Inspected: '+ ZS• 10,o_ Approved: By: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: Mc ME€bE. WftTE&ET1a IF> No) LocXrt (Al/tM NEE i\S 14ì4t City of Carlsbad Inspection Request For: 4/27/99 Permit# CB971489 Inspector Assignment: PS Title: 492 SF DETACHED 2NDU,1 STORY & Description: DEMO EXS GAR+492 SF NEW GAR+185 SF DECK Type: 2DU Sub Type: Phone: Job Address: 1328 PINE AV Suite: Lot Location: PPLICANT: KELLETT, PATRICK Owner: KELLETT PATRICK M&LEANNE B Remarks: Total Time: .nspector:3~~ k~~> Requested By: PATRICK Entered By: BARBARA CD Description Act Comments 14 Frame/Steel/Bolting/Welding ,PI4 18 Exterior Lath/Drywall A, 411D Inspection History Date Description 2/12/99 24 RoughlTopout 2/12/99 29 Final Plumbing 2/9/99 23 Gas/Test/Repairs 2/9/99 24 Rough/Topout 11/17/98 18 Exterior Lath/Drywall 11/17/98 84 Rough combo 11/16/98 18 Exterior Lath/Drywall 11/2/98 18 Exterior Lath/Drywall 10/29/98 18 Exterior Lath/Drywall 10/29/98 84 Rough combo 8/28/98 83 Roof Sheathing/Ext Shear 8/4/98 13 Shear Panels/HD's 8/4/98 15 Roof/Reroof 8/4/98 18 Exterior Lath/Drywall 7/30/98 15 Roof/Reroof 7/30/98 18 Exterior Lath/Drywall 7/13/98 22 Sewer/Water Service 7/10/98 22 Sewer/Water Service 7/9/98 22 Sewer/Water Service 7/2/98 22 Sewer/Water Service 6/23/98 91 complaints Investigation Act lnsp comments AP PS WC PS AP PS EXT ONLY AP PS WC PS co PS NS PS ROOL FOR TUEI1/17 co PS SEE NOTICE ATTACHED WC PS CO PS AP PS CO PS SEE NOTICE ATTACHED CO PS WC PS CO PS BUILDING IS 23-0+ HIGH CO PS PLANS MAX 22-4 HIGH AP PS CA PS NR PS NR DH CO PS TALKED TO OWNER Felkins fP(umbing (jw Construction - Commercia(!Pluinbing e' Consulting 2551 FeUna 'Way, Oceanside, ci4 92056 2/lone e!" FaX (760) 941-3673 Contractor's License #419381 TO: Mr. Pat Kellett 1328 Pine Street Carlsbad, California 92008 ATTN: Pat Kellett PHONE: (760) 729-1384 FAX: (760) DATE: February 2, 1999 PROJECT: Kellett Addition ADDRESS: 1328 Pine Street Carlsbad, CA. OWNER: Mr. Pat Kellett 1328 Pine Street Carlsbad, California 92008 CFH Gas Demand 125'-0" length 40 gal. water heater 29 CFH 35m wall heater 32 CFH 35m dryer 32 CFH 65m range / oven 59 CFH 152 CFH = V pipe size Existing House 40 gal. water heater 29 CPU 35m wall heater 32 CPU Total: 213 CPU = 1 1/4" pipe size 125-0" = 358 CFH 150'-0" = 324 CFH * CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB971489 FOR 11/17/98 DESCRIPTION: 492 SF DETACHED 2NDtJ,1 STORY & DEMO EXS GAR+492 SF NEW GAR+185 SF DECK TYPE: 2DU JOB ADDRESS: 1328 PINE AV APPLICANT: KELLETT, PATRICK CONTRACTOR: OWNER: REMARKS: C/ROLL OVER FROM MON 11/16 SPECIAL INSTRUCT: INSPECTOR AREA PS PLANCK# CB971489 0CC GRP CONSTR. TYPE VN STE: LOT: PHONE: 760 720-1348 PHONE: PHONE: INSPECTOR TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS 5E970107 SWRSD ISSUED CD LVL DESCRIPTION ACT COMMENTS 18 ST Exterior Lath/Drywall ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 111698 Exterior Lath/Drywall NS PS ROOL FOR TUE 11/17 110298 Exterior Lath/Drywall CO PS SEE NOTICE ATTACHED 102998 Rough Combo CO PS 082898 Roof Sheathing/Ext Shear AP PS 080498 Shear Panels/HD's CO PS SEE NOTICE ATTACHED 080498 Roof/Reroof CO PS 073098 Exterior Lath/Drywall CO PS PLANS MAX 22-4 HIGH 073098 Roof/Reroof CO PS BUILDING IS 23-0+ HIGH 071398 Sewer/Water Service AP PS 071098 Sewer/Water Service CA PS 070998 Sewer/Water Service NR PS 070298 Sewer/Water Service NR DH 062398 Complaints Investigation CO PS TALKED TO OWNER 061098 Ftg/Foundation/Piers AP PS SLAB 060998 Ftg/Foundation/Piers NR PS 060398 Rough/Topout AP PS 060398 Rough Electric AP PS 060398 Ftg/Foundation/Piers AP PS 060198 Ftg/Foundation/Piers CO PS 060198 Rough/Topout CO PS 060198 Rough Electric CO PS Page....t.. of - INSPECTION REPORT PROJECT (Name) (Addre - Environmental 11111111MltGeotechnical r !i Construction Consulting • Engineering • Testing CLIENT_ICe1!, W4- DATE- REPORT NO. Architect Building Permit No. Plan File No. _____ Engineer Govt. Contract No. OSA or OSHPD #.- Contractor Other____________ INSPECTION MATL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _OSHPD ..__Concrete Cylinders — Rinf.: Rebar — Plan & Specs _OSA ....._Cement — Rinf.: W.W.F. — Clearances Specialty Mortar Samples — Rinf.: Tendons — Positions____________________ Mechanical __Grout Samples — Conc.: Mix #/psi — Sizes _Electrical .__Masonry Prisms — Conc.: Mix #/psi — Laps Roofing Masonry Block — Conc.: Mix #/psi — Future Continuity #/psi _Concrete Fireproofing — Grout: Mix #/psi — Consolidation________________ Masonry Units (block or brick) — Mortar: Type/psi — Mortar Batching ...............Struct Steel .__Asphalt Concrete _____ — Units: Block — Electrode Storage Prestress Conc Roofing — Units: Brick — Torque Applied Pile Driving Reinf. Steel — Steel_______________________ proofing ..__Steel _____H.S. I Bolts erproofing _.__H.S. Bolts _____ — Metal Decking -Destructive _Tendon (PT Strands) — Electrodes s Technician Other _____ — Fireproofing — Corrective action required Batch Plant ...............Other _____ Other ...._.....Bolt Pull-Out .__Other Corrections completed REMARKS CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise nDted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. ;) 6,( (6 cr INSPECTOR NAME I P CERT. NO. _______________________ (Print Clearty) L - INSPECTOR SIGNATURE (/'4_—&ATE PSI.B-900-170(2) Geotechnical fiAPF1kdL%jff1 . Construction Environmental Consulting • Engineering • Testing REPORT OF FIELD COMPACTION TESTS TESTED FOR: KELLETT, PATRICK PROJECT: RESIDENCE - KELLETT 1328 PINE AVENUE 1328 PINE AVENUE, CARLSBAD CARLSBAD, CA 92008 DATE: April 29, 1998 OUR REPORT NO.: 059-80049-5 TEST DATA: (6) Brown Silty Sandy CLAY PSI Lab # 98-182 OPT. MOIST. = 9.0% TEST NO. TEST DEPTH ELEVATION SOIL ID NUMBER MAXIMUM LAB DRY * DENSITY WATER CONTENT WET DENSITY DRY DENSITY PERCENT COMPACTION COMMENTS Spec. 90% Mm 4 12.0" FG 6 127.5 9.8 122.2 111.3 87.3 1 - B rcTEST LOCATION: BUILDING PAD - REAR APAR TMENT D 4 20' SOUTH & 15' WEST OF NORTHEAST CORNER _ (-p NOTES: TESTS PERFORMED PER ASTM D2922-91 &ASTM D3017-88(93) *COMMENTS: DENSITIES SHOWN: Lbs. per cubic foot WATER CONTENT: Percent of dry weight PERCENT COMPACTION: Based on maximum dry density obtained on sample indicated by soil ID number. * (6) ASTM D 1557-91 Procedure A TEST INSTRUMENT: TROXLER, 3430 REMARKS: TECHNICIAN: DAVID J. RYAN cc: CITY OF CARLSBAD FILL MATERIAL A. TEST RESULTS COMPLY WITH SPECIFICATIONS BACKFILL B. PERCENT COMPACTION DOES NOT COMPLY BASE COURSE WITH SPECIFICATIONS SUBBASE C. RETEST OF PREVIOUS TEST SOIL CEMENT D. MOISTURE IN EXCESS OF SPECIFICATIONS B. OTHER E. MOISTURE BELOW SPECIFICATIONS STANDARD COUNT M: 657 D: 2682 ADJUSTMENT DATA M: D: Respectfully submitted, Professional Service Industries, Inc. THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC LOCATIONS NOTED AND MAY NOT REPRESENT ANY OTHER LOCATIONS OR ELEVATIONS. DAVID J. RYAN, RCE REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. DISTRICT MANAGER Information To Build On PSI A.100.2 I3IF Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 6 9/455-0544 • Fax 619/455-1170 lu con Environmental '1GeotechnicaI P APSAIM stru Consulting • Engineering • Testing CLIENT DATE Architect Page..LoLL INSPECTION REPORT PROJECT (Name)_(?ca' (d&IC€_ (Address) 'P1 1rZLs24l (f REPORT NO. _ çQc) 9 Building Permit No. Plan File No Engineer Govt. Contract No. OSA or OSHPD #. Contractor Other___________ INSPECTION MATL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Concrete Cylinders - Rinf.: Rebar - Plan & Specs __OSA Cement - Rinf.: W.W.F. - Clearances Specialty Mortar Samples - Rinf.: Tendons - Positions____________________ Mechanical .__Grout Samples - Conc.: Mix #/psi - Sizes Electrical _Masonry Prisms - Conc.: Mix #/psi - Laps - Future Continuity #/psi Roofing Masonry Block - Conc.: Mix #/psi _Concrete Fireproofing - Grout: Mix #/psi - Consolidation________________ -Masonry Units (block or brick) - Mortar: Type/psi - Mortar Batching ......_Struct Steel .__Asphalt Concrete - Units: Block Electrode Storage Prestress Conc Roofing - Units: Brick Torque Applied -Pile Driving Reinf. Steel - Steel_______________________ - H.S. Bolts__________________ ..__Fireproofing .__Steel _____ __Waterproofing —H.S. Bolts - Metal Decking - Electrodes__________________ y4on-Destructive _.__ Tendon (PT Strands) ._..VSoils Technician .__Other - Fireproofing .__Batch Plant ..__Other Other Cogective action required _________________________ Bolt Pull-Out _..Other _jöorrectiofls completed REMARKS 0% LTb i+/c_j ---ô p 73p i-T_7à ESe'c. C- -cd /h? MOltUIZ C1'AJ7 7'(°h, A¼\ = I (6 ax, 12C4, - c-IO -. CERTIFICATION OF COMPLIANCE: To'the best of our knowledge, all of the reported work, unless oerwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control INSPECTOR NAME ______________ CERT. NO. ________________ -i- (Print clearly) INSPECTOR SIGNATU DATE __g PSI-B-900-170(2) Environmental Geotechnical Construction Consulting • Engineering • Testing REPORT OF FIELD COMPACTION TESTS TESTED FOR: KELLETT, PATRICK PROJECT: RESIDENCE - KELLETT 1328 PINE AVENUE 1328 PINE AVENUE, CARLSBAD CARLSBAD, CA 92008 DATE: May 01, 1998 OUR REPORT NO.: 059-80049-4 TEST DATA: (6) Brown Silty Sandy CLAY PSI Lab # 98-182 OPT. MOIST. = 9.0% TEST NO. TEST DEPTH ELEVATION SOIL ID NUMBER MAXIMUM LAB DRY * DENSITY WATER CONTENT WET DENSITY DRY DENSITY PERCENT COMPACTION COMMENTS Spec. 909., Mm 5 12.011 FG 6 127.5 7.4 123.9 115.4 90.5 1 - A - C TEST LOCATION: FILL BELOW BUILDING 5 RETEST OF #4 18' WEST & 20' SOUTH OF NORTHEAST CORNER _ (;UNF0R NOTES: TESTS PERFORMED PER ASTM D2922-91 &ASTM 03017-88(93) *COMMENTS: DENSITIES SHOWN: Lbs. per cubic foot WATER CONTENT: Percent of dry weight PERCENT COMPACTION: Based on maximum dry density obtained on sample indicated by soil ID number. * (6) ASTM D 1557-91 Procedure A TEST INSTRUMENT: TROXLER, 3430 REMARKS: TECHNICIAN: DAVID J. RYAN cc: CITY OF CARLSBAD 1. FILL MATERIAL A. TEST RESULTS COMPLY WITH SPECIFICATIONS 2. BACKFILL B. PERCENT COMPACTION DOES NOT COMPLY 3. BASE COURSE WITH SPECIFICATIONS 4. SUBBASE C RETEST OF PREVIOUS TEST 5. SOIL CEMENT 0 MOISTURE IN EXCESS OF SPECIFICATIONS 6. OTHER E. MOISTURE BELOW SPECIFICATIONS STANDARD COUNT M: 659 D: 2691 ADJUSTMENT DATA M: D: Respectfully submitted, Professional Service Industries, Inc. DAVID J. RYAN, RCE THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC LOCATIONS NOTED AND MAY NOT REPRESENT ANY OTHER LOCATIONS OR ELEVATIONS. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. DISTRICT MANAGER Information To Build On PSI A-1100-2 (3)F Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 519/455-0544 • Fax 619/455-1170 pi ';p Environmental Geotechnical Construction Consulting • Engineering • Testing INSPECTION REPORT Page_Lof - CLIENT_ DATE Architect Engineer Contractor PROJECT (Name)_£ei'hpc - (Address)_ ,i:.A/e 4 ~ ii4 e> REPORT NO. occ7ôi-7 3 Building Permit No Plan File No. _____ Govt. Contract No. OSA or OSHPD #. Other___________ INSPECTION MATL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST .__OSHPD .__Concrete Cylinders — Rinf.: Rebar — Plan & Specs _.__Cement — Rinf.: W.W.F. — Clearances _Specialty ___ Mortar Samples — Rinf.: Tendons — Positions___________________ Mechanical -Grout Samples — Conc.: Mix #/psi — Sizes - Electrical Masonry Prisms — Conc.: Mix #/psi_______________ — Laps — Roofing ...__Masonry Block — Conc.: Mix #/psi — Future Continuity #/psi .........._Concrete _Fireproofing — Grout: Mix #/psi ______________ — Consolidation_______________ ___Masonry .__Units (block or brick) — Mortar: Type/psi — Mortar Batching _Struct Steel ..__Asphalt Concrete _____ — Units: Block ________________ — Electrode Storage Prestress Conc Roofing ______ — Units: Brick — Torque Applied -Pile Driving Reinf. Steel ______ — Steel_________________________ - Fireproofing Steel _____ — H.S. Bolts___________________ ._......Waterproofing —H.S. Bolts _____ — Metal Decking Non-Destructive Soils Technician -Tendon (PT Strands) _____ -Other _____ — Electrodes___________________ — Fireproofing Corrective action required ...............Btch Plant ..__Other _____ — Other_______________________ Bolt Pull-Out __Other — Corrections completed REMARKS ri FL D/,9c,'O4/• */J ñ'i d9 /1' ,41d NQ ñfell' h' CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. IN3CTOR NAME '441 CERT. NO. (Print Clearly) TNf11I7R SIGNATURE_£' &4(4,X- DATE PSI-B-900-170(2) Geotechnical Construction Environmental Consulting • Engineering • Testing REPORT OF FIELD COMPACTION TESTS TESTED FOR: KELLETT, PATRICK 1328 PINE AVENUE CARLSBAD, CA 92008 DATE: April 28, 1998 TEST DATA: (1) OPT. MOIST. = 8.01 PROJECT: RESIDENCE - KELLETT 1328 PINE AVENUE, CARLSBAD REVISION #1 OUR REPORT NO.: 059-80049-3 TEST TEST NO. DEPTH -- SOILID ELEVATION NUMBER MAXIMUM LAB DRY * DENSITY WATER CONTENT WET DENSITY COMMENTS DRY PERCENT Spec 90 - Mm DENSITY I COMPACTION 2 12.0" -1' 1 131.5 6.2 126.2 118.8 90.3 2 - A 3 12.0" -1' 1 131.5 6.3 125.6 118.2 89.9 2 - A TEST LOCATION: 2 10' NORTH OF GRADED AREA, 5' EAST OF WEST FENCE LINE SOUTH END OF PAD 3 NORTHEAST CORNER OF PAD, 5' WEST OF EAST END F 0I NOTES: TESTS PERFORMED PER ASTM D2922-91 & ASTM D3017-88(93) *COMMENTS: DENSITIES SHOWN: Lbs. per cubic foot WATER CONTENT: Percent ofd weight. PERCENT COMPACTION: Based on maximum dry density obtained on sample indicated by soil ID number. * (1) TEST INSTRUMENT: TROXLER REMARKS: 1. FILL MATERIAL A. TEST RESULTS COMPLY WITH SPECIFICATIONS 2. BACKFILL B. PERCENT COMPACTION DOES NOT COMPLY 3. BASE COURSE WITH SPECIFICATIONS 4. SUBBASE C. RETEST OF PREVIOUS TEST 5. SOIL CEMENT D. MOISTURE IN EXCESS OF SPECIFICATIONS 6. OTHER E. MOISTURE BELOW SPECIFICATIONS STANDARD COUNT M: 678 D: 3154 ADJUSTMENT DATA M: D: Respectfully submitted, TECHNICIAN: CATHY PULVER Professional Service Industries, Inc. cc: CITY OF CARLSBAD DAVID J. RYAN, RCE THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC LOCATIONS NOTED AND MAY NOT REPRESENT ANY OTHER LOCATIONS OR ELEVATIONS. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. DISTRICT MANAGER Information To Build On PSI A-100-2 (3)F . Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 619/455-0544 • Fax 619/455-1170 - Environmental J AW1 ff Geotechnical ~&A Construction Consulting. Engineering • Testing INSPECTION REPORT CLIENT _Ice1 DATE_______________ WZ Architect Engineer, Page_t. of_ PROJECT (Name) (Address) REPORT NO. 3O - 7 -5 Building Permit No. Plan File No. Govt. Contract No. OSA or OSHPD # Contractor Other INSPECTION MATL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST .__OSHPD -Concrete Cylinders - Rinf.: Rebar - Plan & Specs .__OSA __Cement - Rinf.: W.W.F. - Clearances .__Specialty __Mortar Samples - Rinf.: Tendons - Positions___________________ Mechanical __Grout Samples - Conc.: Mix #/psi - Sizes Electrical __Masonry Prisms - Conc.: Mix #/psi - Laps - Future Continuity #/psi .__Roofing -Masonry Block - Conc.: Mix #/psi _Concrete ___Fireproofing - Grout: Mix #/psi - Consolidation_______________ Masonry Units (block or brick) _____ Mortar: Type/psi - Mortar Batching _Struct Steel .__Asphalt Concrete _____ - Units: Block - Electrode Storage __Prestress Conc .__Roofing - Units: Brick - Torque Applied Pile Driving Reinf. Steel - Steel_______________________ proofing - H.S. Bolts __Steel ]EXaterproofing ___H.S. Bolts _____ - Metal Decking -Destructive -Tendon (PT Strands) - Electrodes___________________ ...............Soils Technician .__Other _____ - Fireproofing - Corrective action required __Batch Plant _.__ Other _____ Other - .__ Other _._Bolt Pull-Out - Corrections completed [;14L;I c(Li t T Ci) -r L<e t) L - iQt& ' 4- ° " CERTIFICATION OF OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. INSPECTOR NAME _p CERT. NO._____________________________ (Print clearly) , , _, INSPECTOR SIGNATURE _ /274,----- DATE________ PSI-B-900-170(2) - Environmental 7GeotechnjCal 1tfJJ Construction Consulting • Engineering • Testing REPORT OF FIELD COMPACTION TESTS TESTED FOR: KELLETT, PATRICK PROJECT: RESIDENCE - KELLETT 1328 PINE AVENUE 1328 PINE AVENUE, CARLSBAD CARLSBAD, CA 92008 REVISION #1 DATE: April 28, 1998 OUR REPORT NO.: 059-80049-3 TEST DATA: (1) OPT. MOIST. = 8.0 TEST NO. TEST DEPTH SOIL ID ELEVATION NUMBER MAXIMUM LAB DRY *i WATER DENSITY CONTENT WET DENSITY DRY DENSITY COMMENTS PERCENT i Spec 90 - Mm COMPACTION 2 1 12.0" -1' 1 131.5 6.2 126.2 118.8 90.3 2 - A 3 12.0" -1' 1 131.5 6.3 1 125.6 1 118.2 89.9 :2 - A TEST LOCATION: LOCATION: 2 10' NORTH OF GRADED AREA, 5' EAST OF WEST FENCE LINE SOUTH END OF PAD 3 NORTHEAST CORNER OF PAD, 5' WEST OF EAST END NOTES: TESTS PERFORMED PER ASTM D2922-91 & ASTM D3017-68(93) *COMMENTS: 1. FILL MATERIAL A. TEST RESULTS COMPLY WITH SPECIFICATIONS DENSITIES SHOWN: Lbs. per cubic foot . 2. BACKFILL B. PERCENT COMPACTION DOES NOT COMPLY WATER CONTENT: Percent of dry weight 3. BASE COURSE WITH SPECIFICATIONS PERCENT COMPACTION: Based on maximum dry 4. SUBBASE C. RETEST OF PREVIOUS TEST density obtained on sample indicated by 5. SOIL CEMENT D. MOISTURE IN EXCESS OF SPECIFICATIONS soil ID number. 6. OTHER E. MOISTURE BELOW SPECIFICATIONS * (1) TEST INSTRUMENT: TROXLER STANDARD COUNT M: 678 0: 3154 REMARKS: ADJUSTMENT DATA M: D: Respectfully submitted, TECHNICIAN: CATHY PULVER Professional Service Industries, Inc. CC: CITY OF CARLSBAD DAVID J. RYAN, RICE THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC LOCATIONS NOTED AND MAY NOT REPRESENT ANY OTHER LOCATIONS OR ELEVATIONS. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. DISTRICT MANAGER Information To Build On PSI A-100-2 (3)F Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 619/455-0544 • Fax 619/455-1170 - Environmental rja'Geotechni!i Construction Consulting • Engineering • Testing INSPECTION REPORT Page _.L. of - PROJECT (Name)c a7"&'', c (Address)Lf2 9 f3tv' ,4IJ REPORT NO. O'9 - 6190 —,2 Building Permit No, /' 97c/ Plan File No.____ Govt. Contract No. OSA or OSHPD # Other___________ CLI ENTI ?7Ar z'c DATE Architect Engineer Contractor. INSPECTION MATL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _OSHPD ......._.Concrete Cylinders - Rinf.: Rebar - Plan & Specs __OSA Cement Rinf.: W.W.F. - Clearances _Specialty _.__ Mortar Samples - Rinf.: Tendons Positions___________________ - - Sizes _Mechanical _.__ Grout Samples Conc.: Mix #/psi _Electrical .._.Masonry Prisms - Conc.: Mix #/psi - Laps - Future Continuity #/psi .__Roofing .__Masonry Block - Conc.: Mix #/psi Concrete _.__Fireproofing - Grout: Mix #/psi - Consolidation_______________ Masonry Units (block or brick) - Mortar: Type/psi - Mortar Batching _.__Struct Steel .__Asphalt Concrete _____ - Units: Block - Electrode Storage Prestress Conc Roofing - Units: Brick - Torque Applied Pile Driving - Reinf. Steel _____ - Steel_______________________ _Fireproofing ......_Steel _____ - H.S. Bolts__________________ _Waterproofing _.__H.S. Bolts - Metal Decking _Non-Destructive _.__ Tendon (PT Strands) - Electrodes_________________ .Az- Technician .__Other _____ - Fireproofing - Corrective action required .__Batch Plant ......_Other _____ - Other ...........Bolt Pull-Out _Other - Corrections completed REMARKS '7 4 C. / / r'."—' c-'e a( Ci,J p'.,' 'c -y v C6 (2i £. 24:tdc7z cr C4/7èdi elZ ~L L,77- So CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. INSPECTOR NAME CERT. NO. (Punt Clearly) INSPECTOR SIGNATURE/ _" DATE . -- PSI-B-900-1 70(2) t AP%dM,ff 1 Environmental Geotechnical Construction -Consulting • Engineering • Testing 741 J/&I' CLIENT DATE_-p-2lt 1 I9/" Architect Engineer Contractor r.P4+, kR tle'~ PageLof INSPECTION REPORT PROJECT (Name)_N::~:~ (Address)_(3 f'c & REPORT NO. _ 0;22 — 04? ._-/ Building Permit No. Plan File No. Govt. Contract No. OSA or OSHPD #- Other INSPECTION MATL SAMPLING OTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __OSHPD -Concrete Cylinders _____ — Rinf.: Rebar — Plan & Specs _OSA __Cement — Rinf.: W.W.F. — Clearances .__.Specialty __Mortar Samples — Rinf.: Tendons______________ — Positions_________________ Mechanical __Grout Samples — Conc.: Mix #/psi — Sizes _Electrical __Masonry Prisms _____ — Conc.: Mix #/psi Laps- — Future Continuity #/psi - Roofing __Masonry Block — Conc.: Mix #/psi __Concrete ___Fireproofing - Grout: Mix #/psi — Consolidation_______________ Masonry Units (block or brick) — Mortar: Type/psi - Mortar Batching _Struct Steel .__.Asphalt Concrete _____ — Units: Block — Electrode Storage Prestress Conc Roofing — Units: Brick — Torque Applied Pile Driving Reinf. Steel — Steel_______________________ __Fireproofing __Steel _____ H.S. Bolts__________________ _Waterproofing —H.S. Bolts Metal Decking _N-Destructive .Tendon (PT Strands) - Electrodes___________________ __oils Technician __Other — Fireproofing — Corrective action required __Batch Plant .__. Other _____ Other - Bolt Pull-Out __Other _____ - Corrections completed __________________________ REMARKS E7?0,t) c. wgi7 Sio 4— ,'-dA I m /AJCA ceL)ed leo 1#ItI&J meJ,.'-t CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. INSPECTOR NAME R)C~ Y/ :J~ T _ .0 (Prin clea INSPECTOR SIGNATUREC PSI-B-900-170(2) 1,4 CERT.NO. Z~ C j~~ ~~// DATE INSPECTOR NAME INSPECTOR SIGNATURE PSI-B-900-170(2) - Environmental f 'i7Geotechnical 1I!i Construction -Consulting • Engineering • Testing INSPECTION REPORT Page-!-of I PROJECT (Name) 4Z~~' ~' (Address) Building Pemti / 7—x5cj Plan File No. Govt. Contract No. OSA or OSHPD # Other Architect Engineer Contractor INSPECTION MATL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _OSHPD -Concrete Cylinders _____ Rinf.: Rebar - Plan & Specs __OSA _Cement _____ — Rinf.: W.W.F. — Clearances __Specialty -Mortar Samples — Rinf.: Tendons — Positions___________________ __Mechanical __Grout Samples — Conc.: Mix #/psi — Sizes - Electrical Masonry Prisms _____ — Conc.: Mix #/psi______________ — Laps — Future Continuity #/psi __Roofing __Masonry Block _____ - Conc.: Mix #/psi _____________ _Concrete ___Fireproofing — Grout: Mix #/psi — Consolidation_______________ __Masonry .__Units (block or brick) — Mortar: Type/psi — Mortar Batching .__Struct Steel __Asphalt Concrete _____ — Units: Block - Electrode Storage __Prestress Conc __Roofing — Units: Brick - Torque Applied Pile Driving Reinf. Steel _____ — Steel_______________________ _.__Fireproofing __Steel _____ — H.S. Bolts__________________ _Waterproofing —H.S. Bolts _____ — Metal Decking _ _Jlon-Destructive Tendon (PT Strands) - Electrodes ._.MSoils Technician .__Other _____ — Fireproofing — Corrective action required - Batch Plant Other _____ Other — _...._Bolt Pull-Out -Other _____ — Corrections completed __________________________ REMARKS S c Cb luTok) i epf ( - /2 / ie"t CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. CERT.NO. DATE ¶—i7~ -9 g- Environmental Geotechnical Construction Consulting • Engineering • Testing REPORT OF FIELD COMPACTION TESTS TESTED FOR: KELLETT, PATRICK PROJECT: RESIDENCE - KELLETT 1328 PINE AVENUE 1328 PINE AVENUE, CARLSBAD CARLSBAD, CA 92008 DATE: April 16, 1998 OUR REPORT NO.: 059 -80049 -1 TEST DATA: (1) OPT. MOIST. = 8.0% I TEST TEST NO. DEPTH ELEVATION SOIL ID NUMBER MAXIMUM LAB DRY * DENSITY WATER CONTENT WET DENSITY DRY DENSITY PERCENT COMPACTION COMMENTS' Spec. 909- Mm 1 10.0" 3011 1 131.5 9.5 132.7 121.2 92.2 12 - A TEST LOCATION: FOUNDATION OVER-EX FOR GARAGE/APT. 1 BUILDING FOUNDATION OVER-EX SUEGRADE LEVEL NOTES: TESTS PERFORMED PER ASTM D2922-91 &ASTM D3017-88(93) *COMMENTS: 1. FILL MATERIAL A. TEST RESULTS COMPLY WITH SPECIFICATIONS DENSITIES SHOWN: Lbs. per cubic foot 2. BACKFILL B. PERCENT COMPACTION DOES NOT COMPLY WATER CONTENT: Percent of dry weight 3. BASE COURSE WITH SPECIFICATIONS PERCENT COMPACTION: Based on maximum dry 4. SUBBASE C. RETEST OF PREVIOUS TEST density obtained on sample indicated by 5. SOIL CEMENT D. MOISTURE IN EXCESS OF SPECIFICATIONS soil ID number. 6. OTHER E. MOISTURE BELOW SPECIFICATIONS * (1) TEST INSTRUMENT: STANDARD COUNT M: D: REMARKS: ADJUSTMENT DATA M: TECHNICIAN: DAVID J. RYAN CC: CITY OF CARLSBAD THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC LOCATIONS NOTED AND MAY NOT REPRESENT ANY OTHER LOCATIONS OR ELEVATIONS. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Respectfully submitted, Professional Service Industries, Inc. DAVID J. RYAN, RCE DISTRICT MANAGER Information To Build On PSI A-I00.2 (3)F Professional Service Industries, Inc. • 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 619455-0544 • Fax 619/455-1170 EsGil Corporation Professional Plan Review Engineers DATE: 1/13/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PROJECT ADDRESS: 1328 Pine Ave. SET: III REV U APPLICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Kellett Residential Unit & Garage (REVISED PLAN) * The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: * Esgil Corporation staff did not advise the applicant that the plan check has been completed. LII Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person [-II REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation EGA ECM El EJ El PC 1/6/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 4 (619) 560-1468 4 Fax (619)560-1576 EsGiI Corporation !ProfessionaIP1an Review Engineers DATE: 12/27/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PROJECT ADDRESS: 1328 Pine Ave. SET: IV U APPLICANT ~JU U PLAN REVIEWER U FILE PROJECT NAME: Kellett Residential Unit & Garage (REVISED PLAN) El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 11 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. U The applicant's copy of the check list has been sent to: Patrick Kellett 1328 Pine Ave., Carlsbad, CA 92008 U Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation OGA F1 CM DEJ E] PC 12/18/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 CITY OF CARLSBAD PLAN REVIEW No 97-1489, SET IV DATE: 12127/97 NOTE: As per the owners request I have forwarded a copy of the latest area/ valuation form the City Bldg Dept. To forward a copy to the City Engineer. The items listed below still need clarification on the plans. Note on the section on page 3 of the plans that the interior of the garage is to be lined with 5/8" type "X" drywall throughout to provide the required 1 HR fire resistive construction. Show on the cross section on page 3 of the plans that the footings are 18" below grade and the top of the stem wall extends a mm. of 6" above grade. The structural shear panels at the openings to the garage must be a mm. of 2'-3" wide. The UBC requires that the height/width ratio not exceed 31/2:1. The deck footings must be a mm. of 16"X16" X12"deep and must extend above grade a min. Of 8". The deck joists must be 2X8@16" OC to span the 11'-6" as shown on the plans. The deck beam spanning 12' and supporting the deck and stairs must be a 4X12. Submit revised plans to EsGil Corp. for recheck. If you have any questions regarding the items above, please call Chuck Mendenhall at (619) 560-1468. EsGil Corporation fProfessionaflP(an Review Engineers DATE: 12/8/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PROJECT ADDRESS: 1328 Pine Ave. SET: III U AP ICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Kellett Residential Unit & Garage (REVISED PLAN) 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. U The applicant's copy of the check list has been sent to: Patrick Kellett 1328 Pine Ave., Carlsbad, CA 92008 U Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been completed. J Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person LI REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation GA [:1 CM EJ F1 PC 12/1/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 CITY OF CARLSBAD PLAN REVIEW No. 97-1489, SET Ill DATE: 1218/97 NOTE: The correction numbers listed below refer to the numbers from the original check list. These remaining items have not been adequately addressed. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engireering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 921231 (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. FOUNDATION REQUIREMENTS 10. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. The soil report was submitted but the following information was required by the report: B. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." C. Provide a foundation plan showing the size and location of the new deck footings, show the grade beam at the garage front and show a footing beneath the bearing wall supporting the new floor joists beneath the center garage wall. FRAMING 17. Show wall bracing. Every exterior wood stud wall and main cross-stud partition shall be braced at each end at leastevery 25 feet of length. Section 2326.11.3 and Table 23-1-W. The plan now shows that 4 X 8 fiberboard sheathing is to be used for the lateral support of the building per UBC 2326.11.3. Note on the plans that the fiberboard sheathing is to be a mm. of 1/2" thick per the code section referenced. SECTION 2326.11.3 REQUIRES THAT THE BRACED PANELS BE A MIN. OF 4' LONG. THE PANELS EACH SIDE OF THE GARAGE FRONT WILL ONLY BE 2' LONG. ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the location and amperage of the service panel and the location of any sub-panels. Note on the plans that a UFER ground and cold water bond will be required for the proposed 100 amp subpanel. NOT SHOWN OR NOTED ON THE REVISED PLANS. Show on the plans that countertop receptacle outlets comply with 1993 NEC Art. 210-52(c), which reads as follows: Counter top receptacles were not shown on the plans. In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. NOT SHOWN ON THE REVISED PLANS. Show on the plan that ground-fault circuit-interrupter protection complies with 1993 NEC Art. 210-8, which reads as follows: These were not shown on the plans. All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors and within 6 feet of a kitchen sink. NOT SHOWN ON THE REVISED PLANS . NEW CORRECTIONS Submit revised plans to the city planning dept for review and approval. Additional plan check fees will have to be paid for the proposed revision. Provide a framing plan for the new deck and stairs. Show size and spacing of all members and detail the connection of the deck framing to the building and the connection of posts to beam and footings. Provide construction and dimensional details for the new stairs. Specify rise and run, stringer sizes and tread sizes. Detail the connection of the stringers to the deck and the foundation. Detail on the plans the connection of the guardrail to the deck. The rail must be capable of resisting 201b per ft applies at the top of the rail. Spacing between intermediate rails of the guardrail and handrail may not exceed 4". The stair handrail must be 34" to 38" above the nosing of the treads. The handgrip must be 1-1/2 to 2" in cross section. Supporting walls of the garage as well as the ceiling must be 1 HR construction. The water heater platform in the garage must be elevated 18" above the garage floor. Also, note that the WH will have seismic straps located at the to and bottom 1/3 of the tank. 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PREPARED BY: CM DATE: 12/8/97 BUILDING ADDRESS: 1328 Pine Ave BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ($) addition 492 78 38,376 garage 492 22 10,824 deck 185 11 2,035 Air Conditioning Fire Sprinklers TOTAL VALUE 51,235 1991 UBC Building Permit Fee LII Bldg. Permit Fee by ordinance: $ 423.50 1991 UBC Plan Check Fee LII Plan Check Fee by ordinance: $ 275.28 Type of Review: L Complete Review 0 Structural Only LII Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 220.22 Comments: Sheet 1 of I macvalue.doc 5196 EsGil Corporation Professional Pfan Review Engineers DATE: 10/27/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PROJECT ADDRESS: 1328 Pine Ave. SET: II U APPLICANT U PLAN REVIEWER O FILE PROJECT NAME: Kellett Residential Unit & Garage El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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: Patrick Kellett 1328 pine Ave., Carlsbad, CA 92008 U Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been completed. j Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation [--1 GA ECM DEJ F-1 PC 10/20/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 56C-1468 • Fax (619) 560-1576 CITY OF CARLSBAD PLAN REVIEW No. 97-1489, SET II DATE: 10/27/97 NOTE: The correction numbers listed below refer to the numbers from the original check list. These remaining items have not been adequately addressed. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. FOUNDATION REQUIREMENTS 10. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. The soil report was submitted but the following information was required by the report: Submit a letter from the soil engineer indicating that the soils engineer has reviewed the foundation plans and details and they conform to his recommendations. See page 15 of the report under limitations. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." FRAMING 16. Provide calculations for main vertical beam supporting rafters and spanning 25'. Section 106.3.3. Specify on the plans the size of the ridge beam and show how the rafters are connected to the ridge. The plans indicate trusses throughout the roof framing but the section on sheet 3 of the plans still shows an open beam ceiling. Revise the framing section to show that scissor trusses are to be used. / 17. Show wall bracing. Every exterior wood stud wall and main cross-stud partition shall be braced at each end at least every 25 feet of length. Section 2326.11.3 and Table 23-I-W. The plan now shows that 4 X 8 fiberboard sheathing is to be used for the lateral support of the building per UBC 2326>11.3. Note on the plans that the fiberboard sheathing is to be a mm. Of 1/2" thick per the code section referenced. ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the location and amperage of the service panel and the location of any sub-panels. Note on the plans that a UFER ground and cold water bond will be required for the proposed 100 amp subpanel Show on the plans that countertop receptacle outlets comply with 1993 NEC Art. 210-52(c), which reads as follows: Counter top receptacles were not shown on the plans. In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. Show on the plan that ground-fault circuit-interrupter protection complies with 1993 NEC Art. 210-8, which reads as follows: These were not shown on the plans. All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors and within 6 feet of a kitchen sink. ENERGY CONSERVATION 33. The regulations require a properly completed and properly signed Form CF-IR to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. The signed CF-11R must be imprinted on the plans. 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. EsGiI Corporation ProfessionafP[an Review Engineers DATE: 6/16/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PROJECT ADDRESS: 1328 Pine Ave. SET: I U APPLICANT f JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Kellett Residential Unit & Garage IiI1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El 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: Patrick Kellett 1328 Pine Ave., Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person REMARKS: By: Chuck Mendenhall Esgil Corporation LI GA LI CM LI EJ LI PC 6/9/97 Telephone #: Fax #: Enclosures: trnsmti dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-1489 6/16/97 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 97-1489 PROJECT ADDRESS: 1328 Pine Ave. FLOOR AREA: 576 House 528 Garage REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 6/5/97 DATE INITIAL PLAN REVIEW COMPLETED: 6/16/97 JURISDICTION: Carlsbad STORIES: One HEIGHT: 111-6" Per UBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/9/97 PLAN REVIEWER: Chuck Mendenhall 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 (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 1 GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw.dot Carlsbad 97-1489 6/16/97 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1994 UBC, UMC and UPC and the 1993 NEC. FIRE PROTECTION 4. Show locations of permanently wired smoke detectors with battery backup: Inside each bedroom. Centrally located in corridor or area giving access to sleeping rooms. GENERAL RESIDENTIAL REQUIREMENTS 5. 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. Specify bed rm window size and type. 6. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. specify all windows sizes and types on the plans GARAGE AND CARPORTS Carlsbad 97-1489 6/16/97 Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-13, Section 302.4. -Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. Show garage framing sections, size of header over garage opening, lateral cross bracing at plate line, method bracing garage front and holddowns if required. Chapter 16. FOUNDATION REQUIREMENTS Provide a copy of the project soil report prepared by a CalifDrnia licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Show on plans that wood bottom plates shall be 6" minimum above finish grade. Section 1806.1. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. FRAMING Show double top plate with minimum 48" lap splice. Section 2326.11.2. Show nailing will be in compliance with Table 23-1-Q. Specify all header sizes for openings over 4' wide. Section 2326.11.6. Provide calculations for main vertical beam supporting rafters and spanning 25'. Section 106.3.3. Specify on the plans the size of the ridge beam and show how the rafters are connected to the ridge. Show wall bracing. Every exterior wood stud wall and mair cross-stud partition shall be braced at each end at least every 25 feet of length. Section 2326.11.3 and Table 23-1-W. Note that in seismic zone 4 exterior wall let-in braces are no longer an acceptable method of providing lateral support. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. Sections 2314 and 2513. In open beam construction, provide strap ties across the beams at the ridge support. Section 2303.8. Carlsbad 97-1489 6/16/97 MECHANICAL (UNIFORM MECHANICAL CODE) Show the size, location and type of all heating and cooling appliances or systems. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 310.11. ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the location and amperage of the service panel and the location of any sub-panels. Show on the plans that countertop receptacle outlets comply with 1993 NEC Art. 210-52(c), which reads as follows: In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. Show on the plan that ground-fault circuit-interrupter protection complies with 1993 NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors and within 6 feet of a kitchen sink. PLUMBING (UNIFORM PLUMBING CODE) Show water heater size, type and location on plans. UPC, Section 501.0. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Uniform Plumbing Code". Provide adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. Show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.0 ENERGY CONSERVATION Carlsbad 97-1489 6/16/97 Provide plans, calculations and worksheets to show compliance with current energy standards. The regulations require a properly completed and properly signed Form CF-lR to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-R. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms. Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." CARLSBAD S.F.D. & DUPLEX SUPPLEMENT Energy conservation design should be for Zone 7. New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad 97-1489 6/16/97 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1489 PREPARED BY: Chuck Mendenhall DATE: 6/16/97 BUILDING ADDRESS: 1328 Pine Ave. BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION I{ II BUILDING AREA (ft. 2) VALUATION MULTIPLIER VALUE ($) Dwelling 576 78 44928 Garage 528 20 10560 Air Conditioning Fire Sprinklers TOTAL VALUE 55,488 1991 UBC Building Permit Fee EIJ Bldg. Permit Fee by ordinance: $ 441.50 1991 UBC Plan Check Fee F1 Plan Check Fee by ordinance: $ 286.98 Type of Review: • Complete Review LI Structural Only LII Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 229.58 Comments: Sheet I of 1 macvalue.doc 5196 f.fY.dr.. / City o Carl sbatC i BUILDING PLANCHECK CHECKLIST DATE: ,J797 -CB NO.: CB q 7/1 g BUILDING ADDRESS: PROJECT DESCRIPTION: /r9açe ASSESSOR'S PARCEL NUMBER: Qf' 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: DENIAL Q'IK (J4t,CW Please se t attached repo ID1 iiicies marked with . Make necessary corrections to plans or specifi tion for compliance with applicable codes an standards. Submit corrected plans and/or specifications to this office for review. Date: Date: L 7220 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 A-4 Plantheck cklol BP000I Form MM doc Rev. l2/26/a075 Las Palmas Dr. • Carlsbad, CA 92009-1576. (619) 438-1161 • FAX (619) 438-0894 ED BUILDING PLANCHECK CHECKLIST SITE PLAN / 1. Provide a fully dimensioned site plan drawn to scale. Show: 4 North Arrow D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway widths N~z çj 2. Show on site plan: (f)ID, rainagePatterns . 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 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE does not mpIy witti the Engineering Conditions of approval for roject No. <- 60 -?_0 4b. All conditions are in compliance. Date: \\LASPALMAS\SVSLIBRARVENG\WORDDOCS\CHKLSTBUjIcjjng Plancheck Cklst BP0001 Fan,, MM.doc Rev. 12/26/96 ME BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS ND( 3RDJ 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. I I 1 Z/I Dedication required as follows: 2S o'f s I2 3Y 1cL,. kc\icLd i- Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS / 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 $7), co 0 pursuant to Carlsbad Municipal Code Section 18.40.040. Public I iprovements required as follows: tc 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: ( 4L 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: ffiAhu aiLd (-4 \PALMAS\SYS\LtBRARV'ENG\WORD\DOCS\CHKLST\sudding Planchack Cklst BP0001 Fo MMd Rev. 12/26/98 4 BUILDING PLANCHECK CHECKLIST 1st 2ndl 3rd./ 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: IJ 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to 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. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 11 ZI 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: L 7c. Graded Pad Certification required. (Note: Pad certification may be required even /' / if a grading permit is not required.) cl \J 7d. No Grading Permit required. MISCELLANEOUS PERMITS U U 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: \ASpALMAS\syS\LIsRARv'ENG\WORD\DOCS\CHKLSraiIding Plancheck Cklst BP0001 Form MMdoc Rev. 12126/96 I 4 jo BUILDING PLANCHECK CHECKLIST 1 St./ 2nd/ 3rdl A SEWER PERMIT is required concurrent with the buiiding permit issuance. The fee is noted in the fees section on the following page. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: 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. Required fees are attached LJ No fees required Additional Comments: \LASPALMAS\SVS\LIBRAR'flENG\WORD\DOCS\CHKLST\BeiIthng Plancheck Ckht BP000I Form MM.doc Rev. 12/26/98 S I, ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: /3 2t4ZL. ,&4L. Bldg. Permit No._______ Prepared by./fl4fr- Date: 7Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: c2'7d L2.ie/i1' Sq. Ft./Units:I EDUs: ADT CALCULATIONS: List types and square footages for all uses. Types of Usefld 1J/A.Ie//i?j Sq. Ft./Units: / ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) 21I6 IARK-IN-LIEU FEE PARK AREA: FEE/UNIT: X NO. UNITS:______ b4RAFFIC IMPACT FEE ADTs/UNITS: / X FEE/ADT: 10 =s 4Q pk RIDGE AND THOROUGHFARE FEE ADT's/UNITS: X FEE/ADT: =$___________ \9ACILITIES MANAGEMENT FEE ZONE:_________ UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: =$ 5. SEWER FEE PERMIT NO3 AP97o107 EDU's: X FEE/EDU:_______ BENEFIT AREA: DRAINAGE BASIN:_______ EDUs: X FEE/EDU:________ C'RAINAGE FEES PLDA : HIGH /LOW X FEE/AC: ,0<"7. SEWER LATERAL ($2,500) = TOTAL OF ABOVE FEES*: $ *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:DOCSMISFORMSFEE CALCULATION WORKSHEET REV 01/28/97 ESGIL CORPORATION Fax:619-560-1576 Dec 27 '97 8:57 P.01 D V EsGil Corporation. Professional Plan 1evlew EngizeerS FAX TRANSMITTAL Date: 2/VI/97 Time Sent: To- Number of Pages Being Transmitted: 3 (Including Fax Transmittal) From:. am'u' ey'cAev.nci.0 Phone #: -, Hard Copy Mailed? YES D NO Cps Remarks: 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 4 (619) 560-1468 • Fax (619) 560-1576 ESGIL CORPORATION Fax:619-560-1576 Dec 27 '97 8:57 P.02 VALUATION AND PLAN CHECK FE JURISDICTION: Carlsbad . PLAN CHECK NO.: 97-1489 PREPARED BY: CM. DATE: 12/8/97 BUILDING ADDRESS: 1328 Pine Ave BUILDING OCCUPANCY: R31U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATiON VALUE (ft.) MULTIPLIER ) addition 492 78 - 38,376 garage 492 . 22 10,824 deck 185 2,035 - Air Conditioning Fire Sprinklers TOTAL VALUE _J51,235 1991 UBC Building Permit Fee El Bldg- Permit Fee by ordinance: $ 423.50 1991 UBC Plan Check Fee El Plan Check Fee by ordinance: $ 275.28 Type of Review: Complete Review U Structural Only J Hourly El Repetitive Fee Applicable El Other: Esgil Plan Review Fee: $ 220.22 Comments: Sheet I of I m?yatue.doc 5196 ESGIL CORPORATION Fax:619-560-1576 Dec 27 '97 8:57 P.03 H 4c, i1 r A ,zki '7€d z ea&4 i4i AjAeke each CrCW ji 4ee, aI/cd &i i i7 r 4i ,rni 7 /S Ci . biIII J-d wlu<', c4a ,' iq/ d1 1iVf,I 4 Cai7,71 ae MAO at wW ac rn/rJ 079~La I W At 4ec,-Wx (y CC2PdJ 4 ai a 000 rnpvwtt ned 1'c8 1, 000 eyDkpaIr) I 17 , vedf,e gozlxtv?- I- e 1 eii,i,ujI • icAi .5, i HqCflS v? 4 ck1e -t Mt17 7, aaJ a7 S(afr'7C /OI:.. m 7Xcn Ezr, ,7L 1cL kz PLANNING DEPARTMENT (NcN BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB qO I H SI Address / //v AlifWle- Planner P)44C144.1ne (619) 438-1161, extension 4328 APN: -r)1ri 0• Type of Project and Use: Zone: __ Facilities Management Zone: CFD (in/out) # Circle One (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Buil d i n g Department.) Legend Item Complete 0 Item Incomplete - Needs your action Environmental Review Required: YES DATE OF COMPLETION: NO(\ TYPE Compliance with conditions of approval? If not, state conditions which require acti o n . Conditions of Approval EI1) Discretionary Action Required: YES INO ' TYPE APPROVAL/RESO. NO. DATE PROJECT NO. 91-0 1 OTHER RELATED CASES: IVfEP (cL o'F ecci-p i(ii 0,jft Compliance with conditions or approval? If not, state conditions which require actio n . PIP Conditions of Approval E Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES N CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at- 3111 Camino De l R i o N o r t h , S u i t e 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #:. Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimu m Floor Plans). Complete Coastal Permit Determination Log as needed. Zoning: Setbacks: 20 1( 3 Front: Required Shown Int. Side: Required q Shown 'z Street Side: Required Shown ,- Rear: Required ).'2_- Shown ac" Accessory Structure Setbacks: Front: Required Shown 7ZO Int. Side: Required '7. 1" Shown Street Side: Recuired _- Shown .- - Rear: Required 16Z' Shown Lot Coverage: Required vol Shown fl Inclusionary Housing Fee required: YES NO "$1 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Date Entry Completed? YES NO Site Plan: t E 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, \ property lines,' easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Height: Required Shown L_3,o / Parking: Spaces Required Guest Spaces Required ornmen? . Shown Shown 4 C- ec,ui) tWe1fi 4W+ Me 4;r e y*'D ctrtk JL fO°J, ,-f q'q", ( Ppfrou#L c* eceiP 7?weff/ t)AJrr OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECK L I S T Plan Check No. CB 1"?- 1 'i 1 Address 13&1 1 , i Planner . K -,k1I-//AJ Phone (619) 438-1161, extension APN: ,ö500—)17 Type of Project and Use: £7 L( Project Density: .-e, - Zoning: 1'-/ _General Plan: 1j_/V/ Facilities Management Zone: I CFD (in/out) #Date of participation: Remaining net dev acres:______ Circle One (For non-residential development: Type of land used created by this permit:________________________________________________ to Legend: Z Item Complete 0 Item Incomplete - Needs your action ii( i' iI Environmental Review Required: YES NO V'YPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 00, f' d Discretionary Action Required: YES NO TYPE APPROVAL/RESO.NO. i_TTE,''DATE 1-_?1 PROJECT NO. 5;I74 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: E?i' Ef Coastal Zone Assssment/CompIiance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO (Effective date of lncusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ____ NO (Enter CB #; UACT; NEXT12; Construct housing YIN; Enter Fee Amount (See fee schedule f o r a m o u n t ) ; R e t u r n ) Site Plan: 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. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Required Shown Interior Side: . Required Shown Street Side: Required Shown Rear: Required Shown E1" E?1 !ZI 2. Accessory structure setbacks: Front: Required - Shown Interior Side: Required Shown 1' -t- Street Side: Required - Shown Rear: Required ,1 ' Shown '75' Structure separation: Required /o f Shown Lot Coverage:, Required Shown E7'J Lj2" 4. Height: Required :34) Shown J- 111 E?( 5. Parking: Spaces Required Shown Guest Spaces Required Shown RI" Additional Comments_____________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATEJ (4')-ICB.O EvaluationService, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Report No. 4211 Copyright C 1996 ICBO Evaluation Service, Inc. Reissued April 1, 199 Filing Category: FASTENERS—Steel Gusselt Plates (066) COMPUTRUS TRUSS PLATES complywith the 1994 Uniform Building Code', subject to the following COMPUTRUS, INC. Conditions: 10370 HEMET STREET, SUITE 200 RIVERSIDE, CALIFORNIA 92503 1. The connectors are installed as set forth In this report. I. Subject: CompuTrus Truss Plates. 2. Allowable 103d5 are as set forth in Table 1. 'The 3. allowable loads may be increased for duration of load in ac- II. Description: A. General: The Compulrus Truss Plates are punched cordance with Section 2304.3.4. from Nos 18 and 20 gage galvanized sheet steel meeting mechanical re- 4. Connectors are installed in pairs on opposite faces of the mem- quirements established in U.8.C.Standard 22-1 forA446 Grade Aorhigh- bets connected and are noUnstalled at locations where knots oc er steel. The plates have 9.4 teeth per square inch of plate, each approxi- cur. mately 1/3 inch in length and approximately 0.106 inch in width. The teeth are punched in pairs, with each pair spaced 1/4 inch on center along the 5. Application of trus.s plates to wood members with a moisture width of the plate, and 0.85 inch on center along the length. Alternating content exceeding 19 percent requires that only 80 percent of the load values In Table 1 be used. Plans submitted to the building rows of teeth are staggered .10 inch from adjacent rows. The "M series official for approval must indicate a maximum moisture conter.t plates are identical to the C" series, except that every third row of teeth for the wood at the time of plate installation. is omitted. Plates are available in increments of 1/2 inch in width, up to 12 inches. and 0.85 inch in length, as required by the design. The plates are 6. Stresses at the net section of steel plates are not in excess of the applied to truss members in pairs on each face of each joint with a power values permitted In Chapter 22 of the code. The maximum ten- site load Is determined by multiplying the efficiency ratio times press constructed in accordance with the manufacturer's specifications., the gross area of the plate times the steel design stress. B. Identification: The Compulrus series C plate is embossed with the latter C for the No. 20 gage plate and C18" for the No. 18 gage plate. 7 Where one-hour fire-resistive construction is required, see The No. 20 gage CN series is identified by the letters "Cill" embossed on the plate, and CN18 for the No. 18 gage plate. Evaluation Reports 1352 and 1632. 8. The allowable load values are recommended only when plans, truss designs and calculations are submitted and accepted by . lit. Evidence Submitted: Descriptive literature, details, calculations and the building official as showing compliance with the Uniform load tests are submitted in compliance with Section 2343 of the code. Building Code and specifying that fabrication inspection will be provided in accordance with Section 2311.6 of the code. Findings g. Trusses are individually designed in accordance with recog- nized engineering principles. IV. Findings:That the CompuTrus Truss Plates described in this report This report is subject to re-examination in two years. RAMONA LBR. CO.. INC. "_ CERTIFIED 9 - RAMONA LUMBER, INC, ~ CL S I fl L T Z_ I !NrLU I ION P.O. Box I5GO - y-.---1 M/.:3 R..MON,A, CA £2065 IN DA N1 CE WJTFt TD. 25-17 - PREFABRIC.Tn , , TABLE 1—ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREA1 - LIJM3ER sPtazs 3?SUCE—Pl--rIA HCM—FIR 1 SOUE TLLOW Pt1 [ OCuGLU F4J$CH EFnC:xcY MT1O IX ?C - n2cn 31I Rn;e' to CIra.!3a:t L:aS R#:; tC 13 OIcI2 at t* III 13 Qtc3i:3 SI Lal I Ia C!r:!:a 31 L:al t. Lt .i; el I..1 Li L,aLI L't i:ti 'Ims at Ia, ?:a:, a! ri TYPE CFrJE C4 to 43" I39, I £I3Ia5 to 9V c' I C I 165 14.5 165 J 146 2 014 I -161 f 204 I 161 59 I - 42 CS j Ito I 97 ItO f 97 136 I i( 136 I 107 7 42 1Lods = based cn the foIIo in S?eclfic grvides: S;nice-pine.fir 0.42. hem-ft O.43..45, Dual flr.lch O.9-O.5O sotther pine 0.55-. 21-cads are c3Icts!:cd on the basis gross plate aea. . -. E!uc,on reporrs of ICBO Evah.'thn Serke.ir.:., are issuedsotely to provide infor'.::isn to Class .A members of ICa'O, u.ilizing-the code upon which the reor is based. E,c!urion repurrs are not to be cors:ruedcs re;resenflng aesthetics or any other r':bu:es not :pec:flc!!y ce2j,ssedIor cc an en'orun'er: orrec,r_(n d.tion for use of the subject reporc. n,,c. This rep.irt is frsed upon indepnden( testS orothertechnicdda.'a 51Jb,nLTed by the c;;!iscn!. The ICBO Se.'ice, Inc., i c j'ff./_ the us: rest: cnr u:herdstc. but dies natpocsesc t<s:f ilf.riecto make an lndependen: y,rfkction. There & na • ICRfl P,-!,r;ô, c,,- ;-.. I-ti BRACING FOR GABLE END FOR GABLE ENDS UNDER 61 -8" IN HEIGHT I ** MINIMUM GABLE STUD GRADE - 2x4 STANDARD GRADE HEM-FIR (APT PPT GABLE END TRUSS MAY RESIST IP TO 180 PLF DRAG LOAD. PROVIDED STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEOUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH UGC TABLE 25-I. GABLE END TRUSS IS ADDUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. C-2.5x4.3 C-1x2.6 Typical C-2.5x4.3 (Spi) jVARXS * * CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER CUTOUT FOR 4x2 OUTLQOXER c4 BRACE AT 16'-0o.c. OR AT INTERLINE. ATTACH WITH.16d .ILS SHOWN IN ( ). 2x4 STUDS ** JRAL C-2. PLATE MAX OFF STUD 1X4 iWO-UN. ATTACH OVER STUD WITH 8d NAILS AT 9"o.c. 4x2 OUTLOOKER DETAILS FILE NO.: GABLE END DATE: 6/1/84 REF.: 25-15.IDES. BY: SC SEO STANDARD C—IX2.6 ONE SIDE AND (2) 14 CA 20 STAPLES ON OTHER SIDE ,— MINIMUM GRADE CHORDS 7 AND STUDS 2X4 CONTINUOUS BACKING Vii1H 16d NAILS AT 24" O.C. TO WAIL PLATE LUMBER SPECIFICATIONS: 2X4 #2 DF-L CHORDS 2X4 STD. DF-L STUDS ADD—OH SAME SIZE AND GRADE AS TOP CHORD Y11H 16d HAILS AT 12 O.C. ---- ADD ON SPLICE TO OCCUR AT PANEL POINTS VdTH CLUSTERS 2-16d HAILS , CUTOUT FOR 2X4 1 wr STUD' 2X4 CONST. DOUG. FIR AT 32" O.C. — 2X4 BLI( W/3-16d EACH END —0" SCISS. GABLE END FRAME OUTLOOKERS PER DETAIL (1/4" MAX. O\tRS!ZE CUT) 16d AT 24" O.C. C-3X6 MIN. OR USE SAME SIZE AC tfli Tolirc FILE NO.: SC GABLE END DATE: 5/10/91 Ver 4. nCr.: 25-15. DES. BY: SK 237871 A SECTION A BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY CD OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE 3-31-99 UTILIZED V.ITH OUT THE BUILDING ENGINEERS APPROVAL WA*NQ*. - I. I.sd iN Osnwiui Not.. and Warnings bout, construction of tn,.... luhowi O.n,raI Plots.. unlessotherwise noted: I. L)osin to suppod bids shown. 2. and inaction contractor should be advised at sit 0.n.i.I Nat.. and Warnings b.to'e corlslnwtlon commences. 005e2n assumes lb. top and bottom chords to be laterally braced at 3'-O o.c. in at 12'.0 o c. sespectively. 2. Ix3 compression web bmctag must be Installed whit. shown • 2.4 Implicit bod.n or baieint txac.n recommended mites. Shown 4 4. 4 bnsialioIon ot truss is the responebututy ot the lospecluvo contriucior. I. All kt.sst force resisting ,t.m.usto such us temporary irid permanent bsoctng. must be designad and provided by d.signsv of complete structun,. Cenipuiru. assumes no responsibility lot such bracing. S Design assumes trusses are to be used in a noncoq,osive enwuoranoni. nd are t dry condt.on' 01 use. 6. Oosign aesu,net lull tuceuunQ at an supports shown. Slum Or Wedge it /comp uTr u Inc. 1. No laid should be opptl.-d to ony component until sit., edt buacing stud t.,totuete att complete. stud sine time should any laids greater than flOCOS%5rV. tiosutjn astuones Mteciu.uttto cirurionge is p'owiesl. ltatos shall ho ioCoiest on both inCa, luu,s, so their center ot and placed design loads ft. .pptt.d to any component. tunes coincide wslii punt COnIC. hnctt. ui.un,ctusuuo • InO.u.lt..u.o • cou.u,in s,srsus S. Cosrrputnrs ha. no cOnsist ow, and assume, no issponstbtilty tot the lsb.lcsllon. Puindltn. shipment and Installation of components. 9• Qsguis inubucato size 01 pini in inches. ID. .( çy basuc diQsdgn values true Lrinputius Ptsto, lncftcotad by the fiSh. I (..Il.() liii 1211 7. TIde d..lqn Is lurnish.d subject lath. llrniistion. on Ivies du.19ne eat Isa-Itt by It.. True. P1ste institute in lliscing Wood Ttuesss. 5WT.75 • t. ttiis tt. The Cornpu,i,us bluii ecion I'iido is indicated by hue pious CN . the (bosigfnhbot )IQ) uuttiCOIO 10 ga ,naieuutut is usod. Al c.thnutt sue 26 go. copy at which wilt be furnished by Coniputrue upon request. (W2) + 1 Required on Spans Over 27'-lO LATERAL BRACING REQUIREMENTS (W2) (+) 2 Required on Spans Over 37-07' arnpuTrus, Inc. Manufacturing Engineering Computer Systems (W3) 2x4 Construction Hem-Fir Required on Spans Over 41'-7' PEAK B H (2x6) C-5x7.7 to 44-9 5.0' 3.0" (2x6) C4x6 to 36-0' 4.0' 2.0' (2x4) C4x4.3 to 294' 4.0' 20' B. 12 ALTERNATE SPLICE (T2) SPLICE 0 (2x6) C-5.5x7.7 to 44-9" 1.5' (2x6) C-5x5.1 to 36-0' 15" (2x4) C-54.1 to 294' 1.5' NO SPLICE C-2.5x6 to 44-9' C-2.5x4.3 to 36 -0' SYMMETRICAL ABOUT CENTERLINE LOAD DURATION INCREASE = 1.25 SPACED 24 O.C. LOADING LL + DL ON TOP CHORD = 30 PSF DL ON BOTON CHORD = 10 PSF TOTAL LOAD u 40 PSF '5 PSF REDUCTION TAKEN ON BOTTOM CHORD AXIAL STRESSES ONLY REACTION = 1566 MAXIMUM TRUSS MEMBER FORCES Ti -6596 B1= 6308 W = 112 T2= 4654 B2= 6308 W2u -1808 W3= 2313 C-3n14.5 to 44'-9• C-3x11.9 to 36-0" C-3x9.4 to 30-0' C-3x7.7 to 244Y SPAN TO 44'-9' WARNINGS: 1 Read at General Notes and Warnings before construction of trusses. 2 Bulkier and erection contractor should be advised of.! General Notes and Warnings before construction commences. 3 153 compression web bracing 05,51 be tostalied where shown.. 4 Al lateral force resisting elements such as temporary end per. manent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibility he such bracing. No load should be applied to any component until after all bracing and fasteners are complete, and at no tint, should any toads greater than design leads be applied to any component. I CompuTrus has no central over and assumes no responsibility for the lubrication, handling. shipment and Institution of conipo nents. 7 This design Is famished subject to the Imitations on truss designs set forth by the Truss Plate lnstliula to 'Bracing Wood Trusses, HIS-91% a copy of which will be furnished by Compu- Trus upon request. GENERAL NOTES, unless otherwise noted: I Design to support loads as shown. 2 Design assumes the top and bottom chords to be laterally braced at 2-0' *.c' and at 12.0' 0G. respectively. 3 20 Impact bridging or lateral bracing recommended where shown *. 4 Installation of truss Is the responsibility of the respective contrac- tor. 5 Design assu me s trusses are to be used to a non-corrosive environment, and are for 'dry condition* of use. S Design assumes fullbearing at all supports shown. Shim or wedge If necessary. 7 Design assumes adequate drainage Is provided. Plates shut be located on both faces of truss, and placed to their center lines coincide with Joint comer lines. 0 Digits Indicate size of plate to Inches. 10 For basic design values of the CompuTrus Plate. Indicated by the prefix C, see I.C.8.O. R.R. 4211 II The CompuTrus Net Section Plate to Indicated by the prolix CN. the designator (IS) Indicated IS go. materIal Is used. At others are 20 go. OFF PANEL SPLICE NOTE: Off panel point splices are located 01115 the panel length ± 6 at either and of the panel Indicated, except end panels. It 2 12 C-.501.9 to ALTERNATE SPLICE (B2) C-50.4 to 36-0' CNI8-5.5x17.9 to 44-9' C-5n7.7 to 30-0' CN18-3x13.6 to 36-0' CN-3x10.2 to 24-0 NO SPLICE C-1.54.6 to 44'-9- C-14.6 to 36-0' SPLICE CN18-5.5x17.9 to 44-9" C-50.4 to 36-0' C-5x7.7 to 24-0' 4 EQUAL PANELS TOP CHORD 4 EQUAL PANELS BOTTOM CHORD I 1/4' FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED Uflora Size 2400F 2100F 1950F 1800F 1650F I450F SS DF #1&B DF #1 DF #2 DF SS HF #1&B HF #1 HF #2 HF 2x6 44'-9" 42-10" 41'-10" 40'-10" 39'-8" 37'-9" 39-9" 37'-11" 36'-7" 35.3" 37'-11" 35'-10" 35-3' 33'-7" Top ________ Chord 2x4 29'-4" 28'-l" 27-5' 26-9" 26-1" 24'-10" 26-9" 25-7" 24'-" 23'-10" 25'-8" 24'-3" 23'-10" 22'-10" Bottom 2x4 44-9" 43'-111" 40-6" 36-11" 33-8" 28-9" 434" 36'-4" 32'-11" 29'-5" 40'-11" 33'-10" 30-7" Chord WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN FILE NO: SC144 - 44- 4/2 - 40* DATE: 01/01/96 REF: 25-1 DES: SC SEQ: S250121 UBC-94 C Z f IC c i m ~uTr u ~s.l n r-~. Manufacturing Engineering A Computer Systems PEAK B H (2x6) C4x6.0 to 36'-8 4.0 2.0 (2x6) C4x4.3 to 30'-O 4.0 2.0 LOAD DURATION INCREASE s 1.25 SPACED 24 O.C. LOADING LL+DLON TOP CHORD 0 30 PSE DL ON BOITON CHORD 10 PSF TOTAL LOAD a 40 PSF '5 PSF REDUCTION TAKEN ON BOTTOM CHORD AXIAL STRESSES ONLY REACTION 1283 MAXIMUM TRUSS MEMBER FORCES 11° -2955 81° 2804 W1° -612 T2o -2545 02° 1838 W2° 810 (2x4) C4x4.3 to 34'-7 4.0 B. 2.0 ALTERNATE SPLICE (T2) (2x6) C4x4.3 to 36-8' (2x4) C-2.5x4.3 to 34-7' SPLICE D (2x6) C-56.1 to 36'-8' 1.5' (2x4) C-4x4.3 to 34'-7 1.5' NO SPLICE C-1.5x2.6 to 36'-8 C.1x2.6 to 24'-0' FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED Chord Size 2400F 2100F I950F 1800F I650F 1450F SS DF 111&B 1)F #1 DF #2 DF SS HF #I&B HIT #1 HF #2 [IF 2x6 36-8' 36'-8° 36'-8° Top ________ Chord 2x4 34'-7° 33-3' 32'-7' 32'-3° 31'-7° 30'-3° 33'-1 l° 33-3° 32'-5' 31'-2' 32'-3' 31'-7° 31-4' 29'-11° Bottom 2x4 36-8° 36'-4 32'-6 36-8° 35'-l' 32'-0° 36'-8' 36'-0° 33'-5" 30'-6' C-2.5x7.7 to 36'-8 C-34.0 to 30-0' C-3x4.3 to 24'-O' Read at General Notes and Wa.nings before construction of busses. 2 Sunder and e,eclla.l contractor should be advised of OR General Notes and Warnings before canshudion commences. 3 1.3 compression web bracing must be installed where shown.. 4 Al lateral force resisting elementS such as temporary and per- manent bracing, must be designed and provided by designer of complete nituduf.. ConwuTrus assumes no resp005bMy for such bracing. No load should be applied to any component untO after all bracing and fasteners we complete, and at no time should any loads greater than design loads be applied to any component. 6 CompuTnas has no control over and assumes no responsibility for the fabrication, handling. shipment and Instalaf Ion of coango- nests. 7 This design in furnished sut4ed to the erlialions on truss designs net forth by the Truss Plate Institute in 'Orasing Wood Trusses, HID-SI', a copy of which will be furnished by Compu- Tars upon request. GENERAL NOTES. unless otherwIse noted: Design to support loads as shown. 2 Design assumes the top and bottom chords to be laterally braced at 2W on, and at 17-0.0.6. respectively. 3 204 Impact bridging or lateral bracing recommended where shown * * 4 Insulation of truss Is the responsibility of the respective contrac-tor. 5 Design assumes trusses are to be used in a non-corrosive - environment, and wafer adry conddlon of us.. 6 Design assumes full bearing at an supports shown. Shim or wedge U necessary. 7 Design assumes adequate drainage in provided. 6 Plates aliaS be hoofed on both laces of buss, and placed so their center bees coincide with joint center lines. S Digits Indicate sloe of plate In inches. 10 For basic design values of the CompuTrus Plate, Indicated by the prelix'C', see t.C.B.O. R.R. 42*1 11 The CornpuTrus Net Section Plot, N indicated by the pratt.. 'r-W, the designator (16) indicated Ill go. material Is used. Al 01h6t5 are 20 ga. OFF PANEL SPLICE NOTE: Off panel point splices are located at 115 the panel length :it 6' at either and of the panel indicated, except end panels. 4 EQUAL PANELS TOP CHORD 3 EQUAL PANELS BOTTOM CHORD 2,4 46 114 114 ALTERNATE SPLICE (02) C-2.5x6.0 to 36'-8 C-2.5x4.3 to 30'-O NO SPLICE C-2.5x4.3 10 36-8' SPLICE C-54.1 to 36'-8 SPAN TO 36'-8 No. 29017 EXP. -31-90 ENGtt- SYMMETRICAL ABOUT CENTERLINE FILE NO: TRU43 - 36-4 - 40° DATE: 01/01/96 REF: 25-1 DES: SC SEQ: S250010 UBC-94 WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN - Environmental 11Geotechnical US M !i Construction Consulting • Engineering • Testing Mr. Patrick Kellett 1328 Pine Avenue Carlsbad, Califoria Subject: Geotechnical Review of Foundation Plans & Details Project: Proposed Addition to Kellett Residence 1328 Pine Avenue - Carlsbad, California November 10, 1997 PSI Project No. 062-75056 References: Professional Service Industries, Inc.; 1997, Limited Geotechnical Exploration, Proposed Addition to Kellett Residence, 1328 Pine Avenue, Carlsbad, California, PSI Project No. 062-75056, dated August 8, 1997. Kellett, P., 1997, Project Plans, Kellett-Secondary Unit and Garage, Sheets 1 and 3, undated. Dear Mr. Kellett: In accordance with your request, Professional Service Industries, Inc. (PSI) has performed a geotechnical review of the referenced Foundation Plans and Details for the above referenced project. The purpose for our review is to verify that the plans have been prepared in general accordance with geotechnical considerations presented in the referenced geotechnical report. It is our understanding that the referenced plans have incorporated the allowable bearing capacity, and minimum foundation width and embedment presented in our referenced report. Therefore, based on ou review, the referenced plans generally appear to incorporate the recommendatiors of our referenced report, -' with the following note: Our referenced report recommends that a grade beam be provided across garage door openings, in order to reduce the potential for misalignment of the garage door openings. Our review of the referenced plans indicates that such grade beams are not planned across the proposed garage opening. Due to the relatively non-expansive nature of the encountered soils which appear to be medium dense to dense at the time of our exploration, it is our opinion that the lack cf the grade beam will not significantly affect the performance of the planned foundation system. As a result, the grade beam may be omitted from the garage door opening, provided the owner is willing to accept the risk of limited differential movement across the garage door opening. We appreciate this opportunity to be of service to you. If you have any questions or need further infori nation, please do not hesitate to contact us. Respectfully submitted, Professional Servic a-LcLdustries, Inc.-, F 441 WiIRa, ii öfrison, RC 4 DepatfrAt.4anager No. 52618 z WRI±/2 Exp. 12/3j/ oi&~Xif Information To Build On Prossional Service Industries, Inc. •6867 Nal1Ridqe Drive, Suite E • San Diego, CA 92121 • Phone 619/455-0544 • Fax 619/455-1170 I I I LIMITED GEOTECHNICAL EXPLORATION H PROPOSED ADDITION TO KELLETT RESIDENCE 1328 PINE AVENUE CARLSBAD, CALIFORNIA I I I I I I I I I I I I I I I I I I I - Environmental 1'IPGeotechnicaI tfJJ Construction Consulting • Engineering • Testing August 8, 1997 Mr. Patrick Kellet 1328 Pine Avenue Carlsbad, California 92004 Re: Limited Geotechnical Exploration Proposed Addition to Kellet Residence 1328 Pine Avenue Carlsbad, California PSI File No. 062-75C56 Dear Mr. Kellet: Professional Service Industries, Inc. is pleased to submit our Limited Geotechnical Exploration Report for the referenced project. This report includes our results of field and laboratory testing, along with our recommendations for foundation design, and general site development. We appreciate the opportunity to perform this Geotechnical Study and look forward to continued participation during the design and construction phases of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact our Office. Respectfully submitted, / PROFESSIONAL SERVIC NSTRJES, INC. DU David R. Russell Staff Geologist Senior ngineer C 'up 5/ gbr No 52618 Exp, 12/3%1j) Information To Build On ancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 619/455-0544 • Fax 619/455-1170 ,— Wn _4 I ) I U I I I I I I I I I I I I 1 I I I I I GEOTECHNICAL UPDATE REPORT Proposed Addition to Kellet Residence 1328 Pine Avenue Carlsbad, California PSI File No. 062-75056 PREPARED FOR Mr. Patrick Kellet 1328 Pine Avenue Carlsbad, California 92008 August 8, 1997 PROFESSIONAL SERVICE INDUSTRIES, INC. TABLE OF CONTENTS Page No. EXECUTIVE SUMMARY ................................1 PROJECT INFORMATION ...............................2 Project Authorization ..............................2 Project Description ................................2 Purpose and Scope of Services .........................3 SITE AND SUBSURFACE CONDITIONS ......................4 Site Location and Description .........................4 Regional Geology .................................4 Subsurface Conditions ..............................4 Groundwater Information ............................5 SEISMICITY .......................................6 Regional Seismicity ...............................6 Seismic Analysis ..................................6 Earthquake Design Parameters ..........................7 EVALUATION & RECOMMENDATIONS ......................8 Site Preparation .................................8 Foundation Recommendations ..........................9 Structural Setback .................................10 Floor Slab Recommendations .........................11 Lateral Earth Pressures and Resistance ....................12 Slope Stability .................................13 Pavement Recommendations .........................13 1 CONSTRUCTION CONSIDERATIONS . 13 I . Moisture Sensitive Soils/Weather Related Concerns ............13 Drainage and Groundwater Concerns ......................14 I . Excavations ...................................14 Trench Backfill ..................................15 REPORT LIMITATIONS .................................15 FIGURES Figure 1: Vicinity Map Figure 2: Test Pit Location Map APPENDICES Appendix A: References Appendix B: Exploration Logs Appendix C: Laboratory Test Results Appendix D: Seismic Analysis - Computer Output 111 I 1 F I -1- 1 EXECUTIVE SUMMARY A limited geotechnical exploration of the subsurface conditions has been completed for the proposed addition to the existing residence located at 1328 Pine Avenue in Carlsbad, California. Three exploratory test pits have been excavated and selected soil samples were tested in the laboratory as part of our limited exploration. In general, the subsurface materials appear to consist of silty sands of the Pleistocene-aged Linda Vista Formation, which is mantled by approximately 18 inches of loose topsoils. The observed density of the formational materials was generally medium dense to dense. Refusal of the manual excavation equipment was I encountered within the Linda Vista Formation at an approximate depth of 3 feet below existing grade.. No groundwater was encountered in our exploratory excavations. The results of our limited exploration indicate that the topsoils noted mantling the formational materials are variable in density, contain significant amounts of tree roots, and are presently unsuitable for the support of the proposed structure loads. As a result we recommend the removal and recompaction of the topsoils in those areas to receive buildings or other settlement-sensitive improvements. The depth of these removals should extend at least 18 inches below existing site grades. I Upon the proper completion of these remedial actions the subsurface conditions at the site are anticipated to be suitable for the use of shallow footing foundations for the support of the proposed structure loads. Details related to site development, foundation and pavement design, seismicity, and construction considerations are included in subsequent sections of this report. The owner/designer should not rely solely on this Executive Summary and must read and evaluate the entire contents of this report prior to utilizing our engineering recommendations in preparation of design/construction documents. 1 I Kellett Residence ProfesionaI Service Industries, Inc. I -2- PROJECT INFORMATION Project Authorization Professional Service Industries, Inc. (PSI) has completed a limited geotechnical exploration for the proposed addition to the existing residence at 1328 Pine Avenue, located in Carlsbad, California. Our services were authorized by Mr. Patrick Kellett on July 20, 1997 by signing our proposal. This exploration was accomplished in general accordance with PSI Proposal No. 062-085 dated July 11, 1997. Project Description Based on our conversation with you, we understand the proposed development at the site will include the demolition of an existing garage and the construction of a new detached garage and a single-story "Granny Flat" structure. We further understand that the proposed buildings, which are each to be approximately 500 square feet in area, are to be of wood-frame and slab-on-grade construction. In addition, we understand that no site grading is currently planned (beyond the clearing and grubbing of existing vegetation and surficial debris). The geotechnical recommendations presented in this update report are based on the I provided project information, proposed building locations, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this report if appropriate and I if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. I I I I I Kellett Residence Professional Service Industries, Inc. I I -3- I Purpose and Scope of Services I The purpose of this limited geotechnical exploration report was to explore the subsurface conditions at the site to enable an evaluation of acceptable foundation systems for the proposed construction. This report briefly outlines the testing procedures, describes the site and I subsurface conditions, and presents geotechnical recommendations for foundation design and for general site development. Our scope of services included the excavation of three exploratory test pits at the site to maximum depths of approximately 3 feet below the existing ground surface, appropriate laboratory testing, and preparation of this geotechnical update report. This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface conditions, and presents recommendations regarding the following: - Grading procedures for site development. - Suitable foundation types, depths, allowable bearing capacities, and an estimate of potential settlement. - Lateral earth pressures for retaining wall design (if proposed). - Comments regarding factors that will impact construction and performance of the proposed construction. Our scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the exploration logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. Kellett Residence Professional Service Industries, Inc. I El SITE AND SUBSURFACE CONDITIONS Site Location and Description The ± 0.5 acre site is located at 1328 Pine Avenue in Carlsbad, California. Current access to the site is off of Pine Avenue which bounds the property to the south. The site is also bound to the north, east, and west by existing residential properties. The ground surface elevation at the upper level of the site is approximately 120 feet above Mean Sea Level (MSL). We estimate the difference in ground surface elevation across the proposed building areas to be less than 1 foot. The approximate ground surface elevation was estimated from the San Luis Rey, California 7.5 minute Topographic Survey prepared by the U.S. Geologic Survey. Regional Geology The subject site lies within the western portion of the Penninsular Ranges Geomorphic Province of California. In general, the eastern portion of this province consists of rugged mountains which are composed of Mesozoic and older metamorphic and crystalline rocks. In ! I the west, the coastal plains and associated foothills are underlain by Cenozoic marine and non- marine sediments. According to pertinent regional geologic literature, the near coastal project site is underlain by the Linda Vista Formation (Pleistocene-aged). This marine sedimentary unit is typically composed of brown to red, weakly to moderately consolidated silty sands (Weber, 1982). Subsurface Conditions The site subsurface conditions were explored with three exploratory test pits within the proposed building pad areas (see Figure 2 - Test Pit Location Map). The test pits were advanced utilizing manual excavation equipment and representative distarbed and relatively undisturbed soil samples were routinely obtained during the excavation process. Exploration and - sampling techniques were accomplished generally in accordance with ASTM procedures. As encountered in our exploratory test pits, the subject site is underlain by medium reddish brown silty fine to medium grained sands (SM) with occasional rootlets. These soils were noted to be moist and medium dense to dense at the time of our exploration. These materials were observed to be mantled by approximately 18 inches of topsoil, composed of dark greyish brown silty fine to medium grained sands (SM), which were typically moist and loose to medium dense and contained considerable amounts of roots. Kellett Residence Professional Service Industries, Inc. I I -5- The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The exploration logs included in the appendix should be reviewed for specific information at the individual test pit locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. The stratifications shown on the exploration logs represent the conditions only at the actual test pit locations at the time of our exploration. Variations may occur and should be expected at some distance from the test pits. The stratifications which represent the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on the logs. The samples which were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. Select soil samples were tested in the laboratory to determine materials properties for our geotechnical evaluation. Laboratory testing was accomplished generally in accordance with ASTM procedures. A brief discussion of the laboratory tests performed and the results of our testing are presented in Appendix C. Groundwater Information Groundwater was not encountered within the maximum explored depth of three feet below the existing ground surface in our exploratory test pits, at the time of our exploration. However, it is possible that transient oversaturated ground conditions at shallower depths could develop at a later time due to periods of heavy precipitation, landscape watering, leaking water I lines, or other unforeseen causes. We recommend that the Contractor determine the actual groundwater levels at the site at the time of the construction activities. I Kellett Residence Professional Service Industries, Inc. 1 1 I H. SEISMICITY Regional Seismicity Generally, seismicity within California can be attributed to faulting due to regional tectonic movement. This includes the San Andreas Fault, the Rose Canyon Fault, the Newport- Inglewood Fault, and most parallel and subparallel faulting within the State. The portion of California which includes the subject site is considered seismically highly active (UBC Seismic Zone 4). Seismic hazards within the site can be attributed to potential groundshaking resulting from earthquake events along nearby or more distant faulting. According to the regional geologic literature, the closest known active faults are the Rose Canyon Fault located approximately 4.7 miles west of the site, and the offshore portion of the Newport-Inglewood Fault system located approximately 8 miles west of the site. Several potentially active and pre-Quaternary faults also occur within the regional vicinity. Currently, the seismological literature presents varying opinions regarding seismicity for nearby potentially active and pre-Quaternary faults. As such, the following Seismic Analysis only considers the effects of active faulting. Seismic Analysis 1 The seismicity of the site was evaluated utilizing deterministic methods for active Quaternary faults within the regional vicinity. According to the Alquist-Priolo Special Studies Zones Act of 1972 (revised 1994) Quaternary faults have been classified as active faults which show apparent surface rupture during the last 11,000 years (ie., Holocene time). This site is not currently within a mapped Earthquake Fault Zone (Hart, 1994). Deterministic Analysis - Deterministic seismicity at the site was evaluated with the Eqfault computer program (Blake, 1993), which utilizes a digitized map of known active earthquake faults, a catalog of the estimated credible and potential earthquakes for each fault, and a user specified attenuation relationship (Campbell, et. al., 1994). Output from the Eqfault program is presented in Appendix D. Based on our analysis, 16 active faults were located within a 62 mile radius of the site. The site is subject to a Maximum Credible Earthquake of 7.0 Magnitude along the Rose Canyon Fault located approximately 4.7 miles west of the site, with a corresponding Peak Ground Acceleration on the order of 0.42g. The Maximum Credible Earthquake is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic framework. I Kellett Residence - Professional Service Industries, Inc. I -7- Additionally, the site is subject to a Maximum Probable Earthquake of 5.9 Magnitude also along the Rose Canyon Fault, with a corresponding Peak Ground Acceleration of approximately 0.26g. The Maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur during a 100-year time interval. Effective Ground Acceleration - The Effective Ground Acceleration at the site is associated with the significant part of the ground motion which contains repetitive shaking possessing strong energy and which may produce structural deformation. As such, the effective ground acceleration is often referred to as the Repeatable High Ground Acceleration (RHGA) or "free-field" acceleration. It has been determined by Ploessel and Slosson (1974) that the effective ground acceleration is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Earthquakes occurring at distances in excess of 20 miles are assumed to result in an effective ground acceleration equal to the peak value. Based on the above, the site is subject to a Maximum Probable Repeatable High Ground Acceleration of 0. 17g and a Maximum Credible RHGA of 0.27g. Earthquake Design Parameters In accordance with the evaluation summarized in the Seismic Analysis section of this report, the Repeatable High Ground Acceleration at the site ranges from 0. 17g (Probable Earthquake sources) to 0.27g (Credible Earthquake sources). For structural design purposes, a damping ratio not greater than 5 percent of critical damping, and site coefficient S2 equal to 1.2 is recommended (UBC Table 16-J). Other earthquake-resistant design parameters are recommended to be obtained from the Uniform Building Code (UBC) 1994 Edition, Volume 2, Chapter 16, Division III, utilizing a Seismic Zone 4 and a Soil Type 2. If site-dependent earthquake response spectra or other specific design parameters are deemed necessary by the project structural engineer, or are required by the local governmental agency who has jurisdiction over the project, the geotechnical engineer should be promptly informed for further evaluation. In addition, design of structures should comply with the requirements of the governing jurisdiction's building codes and standard practices of the Structural Engineers Association of California. Kellett Residence Professional Service Industries, Inc. I I EVALUATION AND RECOMMENDATIONS I The proposed construction at the site should be performed in accordance with the following recommendations and the standard guidelines for grading projects included in Appendix E. In case of conflict, the following recommendations shall supersede those in the I appendix. Site Preparation - Initially, all trees, topsoil and deleterious material, as well as any existing structures, I foundations, slabs, pavements, retaining walls, and utilities, must be removed from the areas proposed for construction and the resulting excavations backfilled with engineered fill as described below. The contractor should refer to local codes or ordinances for proper removal I and disposal of existing underground tanks, fuel lines and soil or other tank backfill material which may have been exposed to possible fuel leakage. Stripping operations should extend a minimum of 5 feet beyond the proposed pavement and building limits. I As observed in our exploration the existing topsoil materials, which are variable in density and contain considerable organic debris, are presently unsuitable for the support of the proposed structural loads. As a result, we recommend the removal and recompaction of the topsoil to a minimum depth of 18 inches below existing site grades, in those areas to receive buildings or other settlement-sensitive improvements. Following removal of the upper soils, the base of the excavations should be observed and approved by a representative of this office to verify that the potentially compressible materials have been properly removed. It should be understood that based on the observations of our field representative, localized deeper removals may be recommended. I After removal of the unsuitable soils, the base of the excavations should be scarified to a minimum depth of 6 to 8 inches, moisture conditioned as necessary to aciieve a near optimum moisture content, and recompacted to a minimum 90 percent relative compaction (based on ASTM test method D-1557). The removed soils should be moisture conditioned to a near optimum moisture content and recompacted to a minimum 90 percent relative compaction (based on ASTM test method D-1557) until finished grades are reached. This earthwork should extend a minimum of 5 feet beyond the proposed building footprints. Fill materials should be free of organic or other deleterious materials, have a maximum particle size of 3 inches or less, have a liquid limit of less than 45 and a plasticity index of less than 25. The on-site soils are generally considered suitable for use as structural fill, provided they are properly processed. Kellett Residence ProfesionaI Service Industries, Inc. I'l I II us Fill should be placed in maximum loose lifts of 8 inches and should be compacted within the range of 3 percentage points below to 3 percentage points above the optimum moisture content value. If water must be added, it should be uniformly applied and tioroughly mixed into the soil by discing or scarifying. Each lift of compacted engineered fill should be tested by a representative of the geotechnical engineer prior to placement of subsequent lifts. The edges of compacted fill should extend at least 5 feet beyond the edges of buildings prior to sloping. In general, soils are susceptible to shrinkage or bulkage upon removal and recompaction. Shrinkage or bulkage is the reduction or increase in soil volume resulting from the excavation, removal, and recompaction of in-situ soils. These volume changes are directly related to the in- situ density and maximum dry density of a particular soil type. Based on the geotechnical data obtained during our exploration of the site, along with our experience with similar soils in the general vicinity of the site, an estimated shrinkage factor of 10 to 15 percent may be used for preliminary design purposes. Non-structural fill adjacent to structural fill should be placed in unison to provide lateral support. Backfill along building walls must be placed and compacted with care to ensure excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested by the geotechnical engineer with consideration for the lateral earth pressure used in the wall design. In those areas which are to receive Asphalt Concrete (A. C.) or Portland Cement Concrete (P.C.C.) Pavement, the upper 12 inches of pavement subgrade should b2 scarified, moisture conditioned to a near optimum moisture content, and recompacted to at least 90 percent of the Maximum Dry Density (based on ASTM test method D-1557). Foundation Recommendations 1 The proposed single-story residential structures may be supported on conventional continuous or isolated spread footings which are directly supported by firm formational or properly compacted fill materials. Footings for the single-story residential structures should be 1 embedded at least 12 inches below the lowest adjacent finish grade. At this depth, footings may be designed for an allowable soil bearing value of 2,000 psf. This value may be increased by one-third for loads of short duration, such as wind or seismic forces. Continuous footings I should have a minimum width of twelve inches, while isolated spread footings should have a minimum width of 24 inches. Appropriate footing reinforcement should be provided in accordance with the Structural Engineer's design. However, based on geotechnical considerations, it is recommended that the footings have a minimum reinforcement consisting of one No. 4 bar top and one No. 4 bar bottom. Kellett Residence - Professional Service Industries, Inc. I 11 II 1 . . -10- I In order to help minimize the potential for misalignment of the proposed garage door openings, we recommend grade beams be provided across the garage door openings. These I grade beams should be designed in accordance with the Structural Engineer's requirements. The foundation excavations should be observed by a representative of PSI prior to steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the materials discussed in this report. Soft or loose soil zones encountered at the bottom of the footing excavations should be removed as directed by the geotechnical engineer. Cavities formed as a result of excavation of soft or loose soil zones I should be backfilled with lean concrete or dense graded compacted crushed stone. After opening, footing excavations should be observed and concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. If possible, the I foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of moisture. Based on the known subsurface conditions and site geology, laboratory testing and past experience, we anticipate that properly designed and constructed footings supported on the recommended materials should experience maximum total and differential settlements between adjacent columns of less than one inch and 3/4 inches, respectively. While settlement of this magnitude is generally considered tolerable for structures of the type proposed, the design of masonry walls should include provisions for liberally spaced, vertical control joints to minimize the affects of cosmetic "cracking". Be advised that as a part of the foundation design election process, there is always a cost I benefit evaluation. Although we are recommending a specific foundaticn type, we have not accomplished the cost/benefit evaluation. Structural Setback We recommend a minimum horizontal setback distance from the face of descending slopes and retaining walls for all structural footings and settlement-sensitive structures. This distance is measured from the outside bottom edge of the footing, horizontally to the slope face or the wall face and should be a minimum of H/2, where H is the wall height or slope height (in feet). The setback should not be less than 5 feet and need not be greater than 10 feet. Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential stt1ement. Kellett Residence Professional Service Industries, Inc. Ii 1 ri LIi -11- Floor Slab Recommendations I Floor slabs can be grade supported on properly compacted structural fill after site preparation and fill placement procedures, as described in previous sections of this report, are I complete. The slab sections may be designed by the structural engineer using a coefficient of subgrade reaction of 90 pci and assuming a low expansion potential (UBC 18-2). Based on geotechnical considerations, it is recommended that the interior slabs be at least 4 inches in I nominal thickness, and minimally reinforced with 6x6 - 10/10 welded wire mesh. Care should be taken by the contractor to ensure that the reinforcement is placed and maintained at slab midheight. Floor slabs should be suitably reinforced and jointed so that a small amount of independent movement can occur without causing damage. Slabs should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel, or crushed rock. In moisture sensitive flooring areas, such as carpeted or linoleum covered areas, the slab should be additionally underlain (between the slab and capillary break) by at least two (2) inches of clean sand and a minimum 6-mil visqueen barrier. The visqueen sheet should be sealed along the edges to prevent lateral migration of soil moisture from adjacent non-visqueen areas. Prior to placement of clean sand and slab-on-grade, the visqueen sheet should be thoroughly inspected for cracks, punctures, tears, and holes. If necessary, the visqueen should be replaced or patched to assure a fully functional entity. Some minor cracking of slabs can be expected due to shrinkage. The potential for this slab cracking can be reduced by careful control of water/cement ratios in the concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize the cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted fill, tile, or other floor sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. Kellett Residence - Professional Service Industries, Inc. !~J I I -12- Lateral Earth Pressures and Resistance The following preliminary lateral earth pressure values for level cr sloping backfill are recommended for retaining walls backfilled (if proposed) with on-site soils. Equivalent Fluid Weight (pcf) Conditions Level Backfill 2:1 Sloping Backfill Active 35 55 At-Rest 55 70 Passive (Compacted Fill) 325 150 (sloping downward) Unrestrained (yielding) cantilever walls should be designed for the active equivalent pressure value provided above. In the design of walls restrained from movement at the top (non-yielding) such as basement walls, the at-rest pressures should be used. The above values assume backfill soils will have a very low expansion potential and free-draining conditions. If conditions other than those covered herein are anticipated, the equivalent fluid pressures should be provided on an individual basis by the geoteclmical engineer. Retaining wall structures should be provided with appropriate back drainage. Wall backfill shculd be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). Wall footings should be designed in accordance with the Foundation Recommendations section of this referenced report and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 8 feet.. Cantilever or restrained walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in the case of the cantilevered walls (active conditions), and one-half the anticipated surcharge in the case of restrained walls (at-rest conditions). It should be noted that the use of heavy compaction equipment in close proximity to I retaining structures can result in wall pressures exceeding design values and corresponding wall movement greater than normally associated with the development of active conditions. In this regard, the contractor should take appropriate precautions during the backfill placement. 1 Kellett Residence Professional Service Industries, Inc. El Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one- third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. Slope Stability Our authorized scope of services did not include a detailed slope stability analysis of the site. However, the absence of present or proposed slopes on or adjacent to the subject site indicates that landsliding and other slope failures do not appear to be hazards on or adjacent to the project site. Pavement Recommendations The providing of pavement design recommendations was not within our authorized scope I of services. Such recommendations, based upon additional laboratory testing of subgrade materials, can be provided by this office upon request. CONSTRUCTION CONSIDERATIONS It is recommended that PSI be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. PSI cannot accept any responsibility for any conditions which deviated from those described in this report, nor for the performance of the foundation if not engaged to also provide construction observation and testing for this project. Moisture Sensitive Soils/Weather Related Concerns The upper soils encountered at this site may be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. The granular nature of the encountered soils makes them particularly susceptible to erosion during periods of inclement weather. As a result, the Project Engineer/Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and after construction. Kellett Residence Professional Service Industries, Inc. .1 Lj El -14- Drainage and Groundwater Considerations Our experience indicates that surface or near-surface ground water conditions can develop in areas where ground water conditions did not exist prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation. This sometimes occurs where relatively impermeable and/or cemented formational materials are overlain by fill soils. In addition, during retaining wall excavations, seepage may be encountered. We recommend that a representative of PSI be present during grading operations to evaluate areas of seepage. Drainage devices for reduction of water accumulation can be recommended if these conditions occur. I Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected I rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavation or footing excavations, be constructed in accordance with the new OSHA gudelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other parties compliance with local, state, and federal safety or other regulations. Kellett Residence Professional Service Industries, Inc. I I -15-- Trench Backfill Except where extending perpendicular under proposed foundations, utility trenches should be constructed outside a 1: 1 projection from the base-of-footings. Trench excavations for utility lines which extend under structural areas should be properly backfilled and compacted. I Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. This backfill shall be uniformly watered and compacted I to a firm condition for pipe support. The remainder of the backfill shall be typical on-site soil, or imported soil, which shall be placed in lifts not exceeding 8 inches in :hickness, watered or aerated to optimum moisture content, and mechanically compacted to at least 90 percent of maximum dry density (based on ASTM D1557). REPORT LIMITATIONS The recommendations submitted are based on the available subsurface information obtained by PSI and design details furnished by Mr. Patrick Kellett for the proposed project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is I not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. I The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are I implied or expressed. After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At this time, it may be necessary to submit supplementary recommendations. This I report has been prepared for the exclusive use of Mr. Patrick Kellet for the specific application to the proposed addition to the residence at 1328 Pine Avenue in Carlsbad, California. Kellett Residence Professional Service Industries, Inc. I HI HI I Kellett Residence Professional Service Industries, Inc. HI Professional Service Industries F7 __\\ \)" r and 2 - - Reservor \ti suta TaThs -- \ Fa \ \\ II PROJECT NAME I I I KELLETT RESIDENCE I VICINITY MAP I 1328 Pine Avenue I II PROJECT NO. I DATE II Carlsbad, California 062-75056 lAugust 1997 II PSI A-300-4 Proessiona1 Service Industhes 4, Proposed Gra: my-Flat TO-3 I TP-2 Proposed Garage r4TP-1 ._- I Existing Garage (to be razed) Existing Residence TP-3 Approximate Location Of Exploratory Test Pit Test Pit Location Map PROJECT NO. DATE 062-75056 August 1997 Scale: 1"=40' PROJECT NAME KELLETT RESIDENCE 1328 Pine Avenue Carlsbad, California PSI A-300-4 Kellett Residence Professional Service Industries, Inc. REFERENCES Blake, T.F., 1993, Documentation for Eqfault Version 2.01 Update, Thomas F. Blake Computer Services and Software, Newbury Park, California, p. 79 and appendices. Campbell, K.W. and Bozorgnia, Y., 1994, Near-Surface Attenuation of Peak Horizontal Acceleration From Worldwide Accelerograms Recorded From 1957 to 1993, Proceedings, Fifth U.S. National Conference on Earthquake Engineering, Vol III, Earthquake Engineering Research Institute, pp. 283-292. Foundations and Earth Structures, Naval Facilities Design Manual DM-7.2, 1982, Department of Navy, Naval Facilities Engineering Command, 224 p. Hart, E.W., 1994, Fault-rupture Hazard Zones in California, California Division of Mines and Geology Special Publication 42. Hunt, R.E., 1984, Geotechnical Engineering Investigation Manual. McGraw-Hill, New York, NY, 983 p. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, scale 1:750,000, California Division of Mines and Geology. Kennedy, Michael P., Geology Of The San Diego Metropolitan Area, California, Bulletin 200, California Division Of Mines And Geology, 1975. Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Accelerations for Earthquakes: California Geology, v. 27, no. 9, p. 195-199. Proceedings, Seminar on New Developments in Earthquake Ground Motion Estimation and Implications for Engineering Design Practice, January 1994, Applied Technology Council and U.S. Geologic Survey, Redwood City, CA, 18 Chapters. Rogers, T.H., 1965, Geologic Map of California, Santa Ana Sheet, Olaf P. Jenkins Edition, California Division of Mines and Geology, Scale = 1:250,000, Fifth Printing 1985. Seed, H.B., Idriss, I.M., and Arango, I., 1983, Evaluation of Liquefaction Potential Using Field Performance Data, Journal of Geotechnical Engineering, ASCE, Vol 109, No. 3, p. 458-482. Kellett Residence Professional Service Industries, Inc. I I 12. Soil Mechanics, Naval Facilities Design Manual DM-7.1, 1982, Department of Navy, Naval Facilities Engineering Command, 348 p. Tokimatsu, A.M. and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of Geotechnical Engineering, ASCE, Vol 113, No. 8, p. 861-878. Uniform Building Code, 1994 Edition, International Conference of Building Officials, Whittier, CA, 3 Volumes. USGS Geological Survey, San Luis Rey, California Quadrangle, United States Department of the Interior, Scale: 1;24,000, 1968 (photo-revised 1975). Weber, F.H., Recent Slope Failures, Ancient Landslides, And Related Geology of The North-Central Coastal Area, San Diego County, California, California Division of Mines and Geology, Open-File Report 82-12 LA, 1982. I 17. Wesnousky, S.G., 1986, Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. B12, P.2587-12631. 18. Winterkorn, H.F., and Fang, H.Y., 1976, Foundation Engineering Handbook: New York, NY, Van Nostrand Reinhold, 751 p. fl HI :1 Kellett Residence Professional Service Industries, Inc. I Kellett Residence ProfessonaI Service Industries, Inc. I Professional Service Industries GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System is used to identify soil unless otherwise noted. SOIL PROPERTY SYMBOLS N: Standard Penetration Value: Blows per foot of 140 pound hammer falling 30 inches on a standard split-spoon penetrometer. Qu: Unconfined compressive strength (tsf). Qp: Penetrometer value, unconfined compressive strength (tsf). Mc: Water content (%). LL: Liquid limit (%). P1: Plasticity index (%). ôd: Natural dry density (pcf). 7: Apparent groundwater level at time noted after completion. DRILLING AND SAMPLING SYMBOLS SS: Split-Spoon - 1 3/8" l.D., 2' O.D. SB: Spilt-Barrel - 2 3/8" l.D., 3" O.D. ST: Shelby Tube - 3" O.D., except where noted. BS: Bulk Sample. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION TERM (NON-COHESIVE SOILS) STANDARD PENETRATION RESISTANCE Very Loose 4 or less Loose 4t010 Medium Dense 10 to 30 Dense 30 to 50 Very Dense Over 50 TERM (COHESIVE SOILS) QU - (TSF) Very Soft 3 or less 0 -0.25 Soft 4 to 5 0.25 -0.50 Medium Stiff 6 to 10 0.50 - 1.00 Stiff 11 to 15 1.00-2.00 Very Stiff 16 to 30 2.00 -4.00 Hard 31 or More 4.00 + PARTICLE SIZE Boulders 8 in + Coarse Sand 5mm-0.6mm Silt 0.074mm-0.005mm Cobbles 8 in-3 in Medium Sand 0.6mm-02mm Clay 0.005mm Gravel 3 in-5 mm Fine Sand 0.2mm-0.074mm - _ - - - - - - - - - - - - - - I I nih itriic PSI A-100-14 PSI A-100-14 - - - - - - - - - - - - - - - - - ruiri IndIIctriAc PSI A-100-14 I 1 I I I i I Kellett Residence I Professional Service Industries, Inc. I ii 1 LABORATORY TEST RESULTS I Laboratory Testing Program Laboratory tests were performed on representative soil samples to determine their relative I engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. I Classification - Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples in accordance with ASTM D2487. The soil classifications are shown on the Exploration Logs, Appendix B. In-Situ Moisture/Density - The in-place moisture content and dry unit weight of selected samples were determined using relatively undisturbed samples from the linear rings of a 2.38 inch I.D. modified California Sampler. The dry unit weight and moisture content are shown on the Exploration Log (Appendix B). Moisture-Density Relationship - Laboratory compaction tests were performed in accordance with ASTM D1557, Method A. A mechanically-operated ram was used during the compaction process. Direct Shear Tests - Consolidated, drained, direct shear tests were prformed on samples remolded to 90% of their maximum dry density (as determined by ASTM test method D-1557) in accordance with ASTM D-3080. The undisturbed samples were tested in a saturated condition using normal loads of 1 ksf, 2 ksf, and 4 ksf. Expansion Index - Expansion tests were performed on representative samples of the on- site soils, remolded and surcharged to 144 pounds per square foot in accordance with the Uniform Building Code Standard No. 29-2. Kellett Residence Profess onal Service Industries, Inc. SUMMARY OF LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY TEST (ASTM D 1557) RESULTS OF DIRECT SHEAR TESTS (ASTM D 3080) I TP-1, TP-2, TP-3 @ 1-2' * 120 320 * Remolded to 90 % of the Maximum Dry Density (based on ASTM test method D1557) RESULTS OF EXPANSION INDEX TEST (UBC 18-2) TP-1, TP-2, TP-3 @ 1-2' Kellett Residence Professbnal Service Industries, Inc. Kellett Residence - Professional Service Industries, Inc. I I DATE: Monday, August 4, 1997 I * * * E Q F A U L T * * * * Ver. 2.20 * I * * * * ****** *** * * * ** * ** * * * *** * * ************ I (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: MR. PATRICK KELLETT JOB NUMBER: 062-75056 JOB NAME: KELLETT RESIDENCE SITE COORDINATES: LATITUDE: 33.1625 N LONGITUDE: 117.3373 W SEARCH RADIUS: 62 mi ATTENUATION RELATION: 1) Campbell & Bozorgnia (1994) Horiz. - Alluvium UNCERTAINTY (M=Mean, S=Mean+1-Sigma): M SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CALIFLT.DAT SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) : A Hi ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 I APPROX. ----------------------------------------------------------------------------- MAX. CREDIBLE EVENT1 MAX. PROBABLE EVENT ABBREVIATED 'DISTANCE FAULT NAME mi (km) ICRED. MAX. PEAK ' SITE SITE ' ' INTENSI IPROB . MAX ' EAK SITE . SITE IINTENS --------------------CATALINA ESCARPMENT --_ CHINO 45 _ ( _ 73) 7.00 L 0.0531 VI 5 .40 1 C.015 IV COYOTE CREEK (San Jacinto) 51 _ ( _ 82) L 7.00 0.047 VI 6.10 0.021 IV ELSINORE 24 ~_3!11 7-1 0.1781 VIII 6.601 0.0871 VII ---- - ---------- - -- --- - -------- - HOT S-BUCK RDG. (S.Jacinto) --------- 50 _ ( _ 81) L ------ 7.00 L -- ----- 0.048 --- VI iL - ---- ------ 6.101 _ 0.0221 IV LA NACION 1 25 ( 40)1 6 50 0.083 VII_jj 4.201 0.013 1 111 NEWPORT-INGLEWOOD-OFFSHORE L 8_( 13) 7.10 0.349 __IX 5.901_0 * 170 1 VIII PALOS_VERDE _________________ 41 ROSE CANYON ------------7.00 O.42 —---5.90 0.259 IX SAN CLEMENTE - SAN ISIDRO 55 ( 89) 8.00 0.101 VII 6.501 0.0271 V SAN GORGONIO_ BANNING -- -END OF SEARCH- 16 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.7 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.420 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.259 g LI) LiJ • 0 'J ill I Jill1111 I IIII I 11111111 I a - I I— - 0 -o = XX<X - LU xx x xx XX • - I cn C-j * N C C * N C 0 C N C C C N C (5) NOLVèfl130V 1VINOZOH >1VI1d 0 1 I 11111111 I 11111111 I 11111111 00 I LL - - o Z F— 0 o E ui z - LiJ _J LU U- > : o ° Ln Ln I I Iiiiiii I IIiIIIII N C C * N C C * N C C * I IlIlilli CD N 75 0 d ° 0 0 z (5) NOIIV13V 1V1NOZIè101-1 >Vd °