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Home My WebLink About1935 CAMINO VIDA ROBLE; ; CB131917; Permit10-02-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB131917 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 1935 CAMINO VIDA ROBLE CBAD Tl 2120921800 $20,000 00 Sub Type INDUST Lot# 0 Construction Type NEW Reference # Status Applied Entered By Plan Approved Issued Inspect Area Plan Check # ISSUED 08/08/2013 SKS 10/02/2013 10/02/2013 SVN CARLSBAD - FIX FOUNDATION 32' AREA OF SLAB LIFTING IN NW CORNER OF BUILDING - PERMIT FOR OBSERVATION ONLY - CITY CANNOT GUARANTEE FIX Applicant CRAIG ANDERSON STE 240 24632 SAN JUAN DANA POINT CA 92677 949-470-2323 Owner SVN CARLSBAD LLC 18881 VON KARMAN AVE #800 IRVINE CA 92612 Building Permit $224 87 Meter Size Add'l Building Permit Fee $0 00 Add'l Red Water Con Fee $0 00 Plan Check $157 41 Meter Fee $0 00 Add'l Building Permit Fee $306 59 SDCWA Fee $0 00 Plan Check Discount $0 00 CFD Payoff Fee $0 00 Strong Motion Fee $4 20 PFF (3105540) $0 00 Park Fee $0 00 PFF (4305540) $0 00 LFM Fee $0 00 License Tax (3104193) $0 00 Bridge Fee $0 00 License Tax (4304193) $0 00 BTD #2 Fee $0 00 Traffic Impact Fee (3105541) $0 00 BTD #3 Fee $0 00 Traffic Impact Fee (4305541) $0 00 Renewal Fee $0 00 PLUMBING TOTAL $0 00 Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $0 00 Other Building Fee $0 00 MECHANICAL TOTAL $0 00 Pot Water Con Fee $0 00 Master Drainage Fee $0 00 Meter Size Sewer Fee $0 00 Add'l Pot Water Con Fee $0 00 Redev Parking Fee $0 00 Reel Water Con Fee $0 00 Additional Fees $0 00 Green Bldg Stands (SB1473) Fee $1 00 HMP Fee 99 Fire Expedidted Plan Review $0 00 Green Bldg Standards Plan Chk 99 TOTAL PERMIT FEES $694 07 Total Fees $694 07 Total Payments To Date $694 07 Balance Due: $0.00 Inspector ^ FINAL A Date - ^ Clearance NOTICE Please take NOTICSfthat ap|3foval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" Vou have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity cfianges, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been oiven a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired THE POLLDWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE. ^PLANNING ^^B)|PINEERING LOING •FIRE 3 HEALTH •HAZMAT/APCD ^ CiTY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave , Carlsbad, CA 92008 Ph 760-602-2719 Fax 760-602-8558 email building@carlsbadca gov www.carlsbadca.gov Plan Check NO.^^TC^ f^Pj f I Est. Value 27^^CO0- Plan Ck. Deposit SWPPP RlJJECT* |L0T# I PHASE # [¥0 SUITE#/SPACE#/UNIT# CT/PRUJECT* PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK: /nc/ude Square Feet of Affected Area(s) EXISTINGUSE ""' |PROPOSEDljSE ' j GARAGE (SF) I j PATIOS (SF) | DECKS (SF) IFIRH CO ^^\CP^ FIREPLACE YESPV N0| I AIR CONDITIONING YES I INO I I FIRE SPRINKLERS YES I |NO| I APPLICANTNAME (Primary Co APPLICANTNAME (Secondary Contact) 7ri . ~ STATE ZIP ADDRESS ADDRESS STATE CITY STATE ZIP EMAIL ~ _ 7 PHONE FAX EMAIL CONTRACTOR BUS. NAME ADDRESS 1. ^^9J ^^g^ i STATE ^ IziP PHONE iDRESi, , , . .ifY- , . rj STATE ZIP <_^arv^ ?A 4-2-7(35 luriMir • ' PHONE, EMAIL VTE LIC # • CLASS ARCH/DESIGNER NAME & ADDRESS 031 5 Business and Professions I ch requires a permifto (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 ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 ofthe 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 ($500)) Workers' Compensation Declaration / hereby affirm under penalty of perjury one ofthe following declarations HI have and will maintain a certificate of consent to self-msure for workers' compensation as provided by Section 3700 of the Labor Code, for the perfomiance of the work for which this permit is issued I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My workers' compensation insurance carrier and policy number are Insurance Co Policy No Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less \_j 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 subpct lo the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to cnminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided form Section 3706 ofthe Labor code. Interest and attomey's fees. JS^ CONTRACTOR SIGNATURE • AGENT DATE / tereby affirm that I am exempt from Contractoi's License Law for the following reason I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose ot sale) I I 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) • am exempt under Section _ .Business and Professions Code for this reason 1 I personally plan to provide (he mapr labor and matenals for construction of the proposed property improvement [^Yes I iNo 2 I (have / have not) signed an application for a building perniit for the proposed work 3 I have contracted with the following person (fimi) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but 1 have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of wori() ^PROPERTY OWNER SIGNATURE •AGENT DATE nspection List Permits: CB131917 Type: Tl INDUST SVN CARLSBAD - FIX FOUNDATION 32' AREA OF SLAB LIFTING IN NW CORN Date Inspection Item Inspector Act Comments 01/02/2014 89 Final Combo - Rl NO FIRE REQ 01/02/2014 89 Final Combo PY AP 11/07/2013 11 Ftg/Foundation/Piers PY AP Friday, January 10, 2014 Page 1 of 1 AAA South Coast Geotechnical Services 24632 San Juan Avenue, Suite 120 Dana Point, CA 92629 • (949) 374-4100 Client Name Ghent Address Client Phone DATE JOB NO PROJECT LOCATION 1 CONTRACTOR OWNER HLitP WEATHER TEMP °at ; ~7 O' 3 Oat PM PRESENT AT SITE TIME COMMENTS THE FOLLOWING WAS NOTED Subject- Vi^r Xn 5-Vc\\ cV^^^^ On // / 07 / / 3 a representative of this firm observed the pi^sW P • tb ^rvi b^sl t)^.0^ -40 0 OC>ci FIELD OBSERVATION REPORT CLIENT REPRESENTATIVE SIGNATURE ENGINEERING GEOLOGIST SIGNATURE AAA South Coast Geotechnical Services 24632 San Juan Avenue, Suite 120 Dana Point, CA 92629 • (949) 374-4100 Ghent Name Client Address Ghent Phone DATE /1 - o 5 - O JOB NO 1 t So- oZ. PROJECT LOCATION c ) 5 .b c a CONTRACTOR OWNER WEATHER TEMP °at "7 o"-> °at / "L '. 'T AM PRESENT AT SITE TIME COMMENTS THE FOLLOWING WAS NOTED Subject. "puiV* P\%.-< Xli^ s\<\\<^\\<- On // / 05- I j-, a representative of this firm observed the pt^--. ^ p.... z 4 o o o p 3/ ^QQO K Vt ^ Z4 ' CLIENT REPRESENTATIVE SIGNATURE FIELD OBSERVATION REPORT ENGINEERING GEOLOGIST SIGNATURE SPECIAL INSPECTION AND GEO TECH SERVICES Serving all your special inspection needs In the Greater L.A. Basin REGISTERED INSPECTOR'S DAILY REPORT 2026 Andreo Avenue Torrance, CA 90501 Office/Mobile-310 489.9176 Email. swlstacylen2(gsbcglobal net Veteran Owned Job No Date Time /Pf7S TYPE OF INSPECTION REQUIRED • Reinforced Concrete • Post Tensioned Concrete • Reinforced Masonry • Structural Steel Assembly • Fire Proofing • Asphalt • Quality Control • Epoxy • Other Job Address Job r Issued Bf" Type of Structure -AretiitSSf^ Material Description (type, grade, source) 5/^ ^^^^^^^^ ^itmL -^c'^i^. P'Cmi ^i^3OT" Contractor ^i7f. lnspector(s)Name ^^^J^ LjM ?. Subcontractor* }-rf7^ r r INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRES, REMARKS, ETC INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELD MADE H T BOLTS TORQUED) CHECKED, ETC i. I 'Mk7S kMi4\i^rH \o'k\j^yu 0}bf I-D l^iA^ Pki^'Mf.^7 .7^ Y^Yd fhtr^im^if^'- jJ^^r^ar^ Am/'^j^r'.^-.-.p^.^ KJ7^ 7^s/Z3,yi7 .. . r J, . . r «» - vJ 't - .s li ^ Ik ——————— MJI huJ-fi /•.>-i<>^ tjJ.-U^^' ii.'^aAju^ /^4/y'^ i^U' €f' fx \ 5 7f iTKi If »^ 4/5 '"'''lb-: QUALITY CONTROL • CHECKED IN WITH CITY a REVIEWED APP PLAN & SPECS • REVIEWED PREVIOUS REPORTS • CALLED IN SAMPLES CHECKLIST DON TIME TO JOB • CHECKED PERMIT • OBTAINED APPROPRIATE NO OF SAMPLES D OTHER CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE • PAGE OF I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWL- EDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLYVVITH THE APPROVED PLANS, SPECI- FICATIONS.,'AND APPLICABLE SECTfoNS OF THE^GOVERNING BUILDING SIGNATURE OF. REGISTERED JNSPECTOR ^C... " ^'7€$' TIME IN TIME OUT REG iHOURS OT HOURS SAMPLES SPECIALTY All inspections based on a minimum of 4 hours and over 4 hours -8 hour minimum All inspections starting before 12 00 pm and running past 12 00 p m. will be charged a 8 hour minimum ..f^"'^'^ Approved by_ Project •Superintendent WHITE - OFFICE COPY, CANARY - ACCOUNTING COPY. PINK - INSPECTOR'S COPY SPECIAL INSPECTION AND GEO TECH SERVICES Serving all your special inspection needs In the Greater L.A. Basin REGISTERED INSPECTOR'S DAILY REPORT 2026 Andreo Avenue Torrance, CA 90501 Office- 310. 783.0370 Fax- 310. 782.6836 Mobile. 310. 489.9176 6 rif'MA Job No Date* //7/7:^ Time TYPE OF INSPECTION REQUIRED • Reinforced Concrete • Post Tensioned Concrete • Reinforced Masonry • Structural Steel Assembly • Fire Proofing • Asphalt • Quality Control • Ep-oxy / . gr Other kifeV'Ar^ JobAddress 0,,^,.^0 M /^J City Job Name ^^Z, ^ ^ Issued By*"^' / / Type of structure ^^^^j^ / Arctiitect Sf/i4 i\ '''W»^ / 'U Matenal Descnption (type, grade, source) 1/J ^ ^ Engineer Contractor Inspector(s) Name ^'j .e t . ^ 7/i4cJ7 i.77c Subcontractor / INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRES, REMARKS, ETC INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S OF TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELD MADE H T BOLTS TORQUED) CHECKED, ETC 7Y 7^2^/' QUALITY CONTROL • CHECKED IN WITH CITY • REVIEWED APP PLAN & SPECS • REVIEWED PREVIOUS REPORTS O CALLED IN SAMPLES CHECKLIST DON TIME TO JOB • CHECKED PERMIT • OBTAINED APPROPRIATE NO OF SAMPLES • OTHER CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWL- EDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND'XHIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECI- FICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS 7 ^-jd . 7 CONTINUED ON NEXT PAGE • PAGE OF TIME IN TIME OUT REG. HOURS O.T. HOURS SAMPLES 10 70 y SIGNATURE OF REGISTERED INSPECTOR NO AGENCY All inspections based on a minimum of 4 hours and over 4 hours - 8 hour minimum All inspections starting before 12 00pm and running past 12 00 p m will be charged a 8 hour minimum Approved by_ Project Superintendent WHITE - OFFICE COPY, CANARY - ACCOUNTING COPY, PINK - INSPECTOR'S COPY SPECIAL INSPECTION AND GEO TECH SERVICES Serving all your special inspection needs In the Greater L.A. Basin REGISTERED INSPECTOR'S DAILY REPORT 2026 Andreo Avenue Torranee, CA 90501 Office/Mobile 310 489.9176 Email. swlstacylenz(gsbcglobal.net Veteran Owned Job No Date Time TYPE OF INSPECTION REQUIRED • Reinforced Concrete • Post Tensioned Concr,ete • Reinforced Masonry • Structural steel Assembly • Fire Proofing • Asphalt • Quality Control • Epoxy S-^Sfher JobAddress l^^^^^ Qj^'^^Q^ ck i} Issued By*^ ^ ,1 ^ Type of Structure Arctiitect Material Descnption (type, grade, source) 5^'^ VU''' ^ / Contractor. lnspecto,s)Name,^ LM £ ' Subcontractor/" t _ INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WpRK REJECTED, JOB PROBLEMS, PROGRES, REMARKS, ETC INCLUDES INFORMATION ABOUT - AMOUNT^ OF MATERIAL Pti^CED OR WORK PERFORMED, NUMBER, TYPE & IDENT NO'S OF TEST SAMPLES TAKEN |STRtllCT>GO|»jfjECTIONS (WELD MKDE H T BOLTS TORQUED) CHECKED, ETC 7 S \ A4 QUALITY CONTRei, {0'CH^C.KED IN WITH CITY • REVIEWED APP PLAN & SPECS • REVIEWED PREVIOUS REPORTS • CALLED IN SAMPLES CHECKLIST n 'ON f IME'TO JOB • CHECKED PERMIT • OBTAINED APPROPRIATE NO OF SAMPLES • OTHER CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWL-EDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND.T.HIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECI-FICATIONS„,AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING CONTINUED ON NEXT PAGE • PAGE OF TIME IN TIME OUT REG HOURS O.J HOURS SAMPLES •c SIGNATURE OF REGISTERED INSg^^OR 7/7<c^{ NO All inspections based on a minimum of 4 hours and over 4 hours - 8 hour minimum All inspections starting before 12 00 pm and running past 12 00 p m will be charged a 8 hour minimum Approved by __ Project Superintendent WHITE - OFFICE COPY, CANARY - ACCOUNTING COPY. PINK - INSPECTOR'S COPY EsGll Corporation In (PartnersHip witli government for (BuiCding Safety DATE: SEPT. 26, 2013 • APPLICANT • JURIS JURISDICTION- CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-1917 SET II PROJECT ADDRESS: 1935 CAMINO VIDA ROBLE PROJECT NAME: SLAB LIFTING OR A 32' AREA 86 TILT-UP PANELS RECONNECTION XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: CRAIG ANDERSON 24632 SAN JUAN #240, DANA POINT, CA 92677 IXI EsGll Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: CRAIG Telephone #: 949-470-2323 Date contacted: (by: ) Email: craiq(%andse.com Fax #: 949-470-2324 Mail Telephone Fax In Person AI REMARKS. The demolition/ shoring plans for a 32' long building segment is under this permit as well as tilt-up panels reconnection. By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • PC 9/18 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip wttH government for (BuiCding Safety DATE: AUG. 16, 2013 • AEEIJCANT ••^RIS^^ JURISDICTION CARLSBAD d^PL^AN REVIEWER • FILE PLAN CHECK NO.: 13-1917 SET I PROJECT ADDRESS: 1935 CAMINO VIDA ROBLE PROJECT NAME: SLAB LIFTING OR A 32' AREA 86 TILT-UP PANELS RECONNECTION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: CRAIG ANDERSON 24632 SAN JUAN #240, DANA POINT, CA 92677 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. X EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: CRAIG M) Telephone #- 949-470-2323 Date contacted: '^(l^ (by: ) Email- craig(i^andse.com Fax #: 949-470-2324 & Mail'-' Telephone^ Fax In Person X REMARKS. The demolition/ shoring plans for a 32' long building segment is under this permit as well as tilt-up panels reconnection. By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • PC 8/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1917 PROJECT ADDRESS: 1935 CAMINO VIDA ROBLE OCCUPANCY = B; CONSTRUCTION = 1 ll-B, STORIES = 2; HEIGHT = 30'; SPRINKLERS = Y; AREA = 40,500 DATE PLAN RECEIVED BY ESGIL CORPORATION- 8/12 DATE REVIEW COMPLETED: AUG. 16, 2013 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways; 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineenng and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 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 • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • STRUCTURAL 1. Please revise the pile design load calculations, on page #2 of the submitted package, which indicates that the tributary weights (from panel, pilaster & roof) = 2K/ft @ 4' pile spacing =4K (design loads). [This portion of the tributary loads should be 8K (instead of 4K, as noted)]. 2. Please show how the weight of the footings (24"x12"), as per detail 2/S1, are taken into account in the pile design load calculations. [This should be added to the pile design load calc's.]. 3. Please submit calculations for the wall anchor(s), as presented on detail 1/S2. 4. Please provide a blow-up plan view of detail 3/S2 indicating the relationship between the 1" hole and the panel joint. [I.e., this will demonstrate that the purpose of this exercise (added plates) is to simply align the panels in the same vertical plane]. 5. Please provide a section through the slab indicating if any portion needs to be demolished and re-poured. If so, show reinf. size/ spacing and embedment into existing concrete. It appears that 2" of displacement within 4' of slab strip will need to be replaced as opposed to grout injection, as noted on the foundation plans. Sheet SI. . ADDITIONAL 6. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation Thank you. [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1917 PREPARED BY: ALI SADRE, S.E. DATE: AUG. 16, 2013 BUILDING ADDRESS: 1935 CAMINO VIDA ROBLE BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: III-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod VALUE ($) FOUNDATION & PANEL RECONNECT Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review • Complete Review $580.00 • Structural Only Repetitive Fee ^ I Repeats Based on hourly rate • Other • Hourly EsGil Fee $116 00 Hrs. $464.00 Comments: Sheet 1 of 1 macvalue doc + 77 CITY OF CARLSBA' PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:08/27/13 PROJECT NAME: OFFICE BUILDING PLAN CHECK NO: 1 SET#: ADDRESS: 1935 CAMINO VIDA ROBLE VALUATION: $20,000 SLAB REPAIR PROJECT ID: CB13-1917 APN: / This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: KATHLEEN LAWRENCE 08/29/13 A Final Inspection by the Division is required ; jves IZ'NO This plan check review is NOT COMPLETE. Items missing or incorrect are listed on - the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: CRAIG@ANDSE.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: 'f77. PLANNI:N%|3at|t> r?- ENGINEERING ^^ 7 7'i7^>imoM)2766B7'7^^ =i 7,£mi7mm7, • A-7mi-Chris Sexton ' - 760-602-4624 Chrls.Sexton@carlsbadca.gov r/ ; Kathleen Lawrence ' ^' 760-602-2741 Kathleen.Lawrence@carlsbadca.gov ; ; Greg Ryan 760-602-4663 G regorv. Rva n@ca risbadca .gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov „ Linda Ontiveros '—760-602-2773 Unda.Ontiveros@carlsbadca.gov 1 Cindy Wong ^•—'•^ 760-602-4662 Cvnthia.Wong@carlsbadca.gov 1 I i i j Dominic Fieri ^ - 760-602-4664 Dominic.Fien@carlsbadca.gov Remarks: ^ CITY OF BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CBl 3-1917 Date 08/27/13 Project Address 1935 CAMINO VIDA ROBLE SLAB REPAIR Project Description APN' Valuation. $20,000 ENGINEERING Contact. Kathleen LawrencG Phone 760-602-2741 Email kathleen.lawrence@carlsbadca.gov Fax 760-602-1052 [•RESIDENTIAL INTERIOR iZl RESIDENTIAL ADDITION MINOR (<$20,000.00) I j CARLSBAD PREMIER OUTLETS ! OTHER: POSEIDON DESAL WALLS • TENANT IMPROVEMENT • PLAZA CAMINO REAL • COMPLETE OFFICE BUILDING OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERIVIIT BY: KATHLEEN LAWRENCE REMARKS: NO ENG. FEES-SLAB REPAIR DATE: 08/27/13 Notification of Engineering APPROVAL has been sent to CRAIG@ANDSE.COM via EMAIL on 08/27/13 E-36 1 of 1 REV 4/30/11 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 8/9/13 PLAN CHECK NO: PROJECT NAME: FOUNDATION REPAIR ONLY PROJECT ID: SET#: ADDRESS: APN: /) /(^ ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No Vou may a/so have corrections from one or more ofthe divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. [• This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: CRAIG@ANDSE.COIVI For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FiRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cynthia.Won^@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.^ov Remarks: DERSON STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS: 1935 Camino Vida Robie Carlsbad JOB # 13044 contractor Empire Constr-uction 1570 E Edinger Santa Ana, CA DESCRIPTION: Slab Lifting details DESIGN DATA: CODE: 2010 CBC 24632 San Juan Ave # 240. Dana Point, CA 92629 (949)470-2323 FAX(949) 470-2324 Email craig@andse.com Andersonse.com NDERSON STRUCTURAL ENGINEERING DESIGN LOADS: 1935 Camino Vida Roble Carlsbad ROOF: RFG. 3.5 psf PLY 2.0 2X FRAMING 1.0 PURLINS 1.8 BEAMS 1.5 CLG. 1.8 SPRINKLERS 1.0 MECHANICAL 0.7 MISC. 1.7 TOTAL DEAD 15.0 psf LIVE 20 psf 24632 San Juan Ave # 240. Dana Point, CA 92629 (949)470-2323 FAX (949) 470-2324 Emailcraig@andse.com Andersonse.com 24" WIDE X 12" DEE Nl>fl\ \) JOB: ^IN D E R S O N STRUCTURAL ENGINEERING DATE: ITEM. <-'<:xi'Hl/'o CA Tor.- JOB: NDERSON STRUCTURAL ENGINEERING DATE: ITEM: CA V V ^^^^ O^Yt^ 1^ Page 1 of 9 Anchor Calculations Anchor Selector (Version 4.12.0.0) Job Name • SLAB LEVELING 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code: ACl 318-08 Calculation Type: Analysis Code Report. ICC-ES ESR-3037 a) Layout Anchor: 5/8" Strong-Bolt 2 Number of Anchors . 2 Steel Grade. Carbon Steel Embedment Depth : 3.375 in Built-up Grout Pads : No DateATime : 9/18/2013 12:59:42 PM ''by - •'ua + • 0, vTTr -J •uaKiDyt 2,ANCHORS i.r^b -:.=i-jT?r' c- TWO .ANCHOR:'-'- Anchor Layout Dimensions c^., : 24 in c,2 . 24 in Cyi . 9 in Cy2 • 9 'n \^ Iin b,2 . 1 in byi • 1 in by2 • 1 in about:biank 9/18/2013 Page 2 of 9 ^1 • 9 in b) Base Material Concrete : Normal weight f c • 3000.0 psi Cracked Concrete Yes 'i'^y • ^ -40 Condition . A tension and shear (|)Fp : 1657.5 psi Thickness, h^ • 5 5 in Supplementary edge reinforcement" No c) Factored Loads Load factor source • ACI 318 Appendix C Nua O'b V^^^:0lb V^jay . 8000 Ib M^jx : 0 lb*ft M,y : 0 lb*ft e^ . 0 in ey . 0 in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout: No d) Anchor Parameters From ICC-ES ESR-3037 : Anchor Model = STB2-62CS dg = 0 625 in Category =1 hgf = 2.75 in hm,n = 5.5in Cac = 7.5in Cmm = 6.5 in s^„ = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ^g., = 0.00 ib Anchor #2 N = 0.00 Ib Sum of Anchor Tension SN,,^ = 0.00 lb = 0.00 in ay = 0.00 in e'fg^ = 0.00 in e'^y = 0.00 in 3) Shear Force on Each Individual Anchor about:blank 9/18/2013 Page 3 of 9 Resultant shear forces in each anchor; Anchor #1 V ^g., = 4000.00 Ib (V ^^^^ = 0.00 Ib , V ^^.jy = 4000.00 Ib ) Anchor #2 V = 4000.00 Ib (V ^,a2x = O lb , V ^^2si = 4000.00 Ib ) Sum of Anchor Shear IV^gx = 0^0 'b, SV^jgy = 8000.00 Ib e'^^ = 0.00 in e',^y = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA3efuta[Eq- D-3] Number of anchors acting in tension, n = 0 Ngg = 19070 Ib (for each individual anchor) [ ICC-ES ESR-3037 ] (j) = 0.80 [D.4.5] (j)N_^ = 15256.00 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] ^cbg " ^Nc^^Nco'^ec.N^ed.N'^cN'^'cp.NNb t^^- ^'^^ Number of influencing edges = 0 hgf = 2.75 in AN,O = 68.06 in2 [Eq D-6] A,^^= 136.13 in^ VNx=^ 0000[Eq- D-9] ^gj, = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, Cg = 9.00 in Te^,^ = 1.0000 [Eq. D-10 or D-11] Note- Cracking shall be controlled per D.5.2.6 T^, f^= 1.0000 [Sec. D.5.2.6] 't'cp.N = '' •OOOO [Eq- D-12 or D-13] Nb = ^c^ f' c ^ef'' ^ = 4246 28 lb [Eq. D-7] kc= 17[Sec. D.5.2.6] ^cbg 8492.56 Ib [Eq. D-5] (j. = 0 85 [D.4.5] '^seis = 0-75 (j)N(,^jg = 5414.01 Ib (for the anchor group) about:blank 9/18/2013 Page 4 ot 9 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Ngq = 38771b irj2,50Q psi)° ^ = 4247.04 Ib (j) = 0.75 'i'seis = 0.75 (|)N_ = 2388.96 Ib (for each individual anchor) 7) Side Face Blowout of Anchor In Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cg., < 0.4hgf. Not applicable in this case 8) Steel Strength of Anchor in Shear [Sec D.6.1] = 9930 00 Ib (for each individual anchor) [ ICC-ES ESR-3037 ] ^ = 0 75 tD.4.5] (b = 7447.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... '^cbx ~ \cx^\cox^ed,V**'c,V^h.V ^bx [^Q- D-21] Cg^ = 6.00 in (adjusted for edges per D.6.2.4) Avcx = 99 00 in2 A,,„,= 162.00 in2 [Eq.D-23] Tgjj y = 1.0000 [Eq. D-27 or D-28] T(, v= 1.4000 [Sec. D.6.2.7] V = A/' (I.SCg-, / hg) = 1.2792 [Sec. D.6.2.8] Vbx = 7(1,/ d, )0-2 v' dgl^i f,(C3i)^ 5 D-24] lg = 2.75in V^j^ = 5991 23 lb ^cbx = 6556.99 lb [Eq. D-22] (j) = 0.85 ^i'seis = 0-75 *t*Vcbx ~ 4180.08 lb (for a single anchor) In y-direction... Vcbgy = \c/\coy^ec.V^ed,V^c,V^h,V % [Eq- D-22] aboutblank 9/18/2013 Page i ot y Cg., = 9.00 in Ay^y= 198 00 in2 A,,Qy = 364.50 in2 [Eq. D-23] Teg y= 1.0000 [Eg. D-26] W^^ y = 1.0000 [Eq. D-27 or D-28] ^^y= 1.4000 [Sec. D 6.2.7] V = V (1.5Ca., / hg) = 1.5667 [Sec. D.6.2.8] Vby = Wda)°'V da^V f,(Cg,)^ ^ [Eq. D-24] Ig = 2.75 in V(jy = 11006.59 Ib V^j,gy = 13113 97 lb [Eq. D-22] (|) = 0.85 •^seis = 0.75 ^^cbgy = 8360.16 Ib (for the anchor group) (t)Vgby ^ 4180.08 Ib (for a single anchor - divided ^^cbg^/ ^y 2) Case 2 Anchor(s) furthest from edge checked against total shear load In x-direction... ^cbx ~ \cx^\cox'^ed,V^c,v'^h,V ^bx [E^- D-21] Cg., = 6.00 in (adjusted for edges per D.6.2.4) \cx = 99-00 A^cQ^= 162.00 in2 [Eq. D-23] ^g^ y = 1.0000 [Eq D-27 or D-28] T^ V= 1.4000 [Sec D.6 2.7] '*'h,V = ('' •5Cg., / hg) = 1.2792 [Sec. D.6.2.8] Vbx = 7(le/ dg )0 2 ^ dgW f c(Cai)^ ' [Eq. D-24] Ig = 2.75 in V^,^ = 5991.23 Ib V^b^ = 6556.99 Ib [Eq. D-22] (t) = 0.85 '!>seis = 0.75 't'Vcbx ~ 4180.08 Ib (for a single anchor) In y-direction... about:blank 9/18/2013 Page 6 of 9 Vcbgy ~ \cy^'\/coy^ec,v'^ed.V^c,v'^h,V Vfay [^Q- D-22] Cg., = 9.00 in A^(,y = 198.00 in2 A,^Qy = 364.50 in2 [Eq.D-23] 4^gc v= 1.0000 [Eq. D-26] Tg^ ^ = 1.0000 [Eq. D-27 or D-28] T^^= 1.4000 [Sec. D.6.2.7] 'i'^y= ^ (1.5Cg., /hg) = 1.5667 [Sec. D.6.2.8] Vby = 7(lg/da da^^'' ^Cai)'' [Eq. D-24] lg = 2.75 in V^y = 11006.59 Ib V,t^gy = 13113.97 lb [Eq D-22] (j) = 0.85 <l>se.s = 0.75 ^Vcbgy ~ 8360.16 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at c^., edge Vcbx ~ \cx^\cox'^ed,v'^c,v'f'h,V ^bx [^d- D-21] Cg., = 6.00 m (adjusted for edges per D.6.2.4) Ayj,^ = 99.00 in2 Avcox=''62 00 in2 [Eq.D-23] *^ed V = 1.0000 [Sec. D.6 2.1(c)] "V^ y = 1 4000 [Sec. D.6.2.7] "^h V ^ V C -SCgi / hg) = 1.2792 [Sec. D 6.2.8] Vbx = 7(le/dg)°2V dgXv' f,(C3^)^5[Eq.D-24] Ig = 2 75 in V,j^ = 5991.23 Ib V^bx = 6556.99 Ib [Eq. D-22] V = 2 * V,bx [Sec. D.6.2.1(c)] Vcby= 13113.97 Ib (j) = 0.85 about:blank 9/18/2013 Page 7 of9 ^seis = 0-75 (t)Vj,|3y = 8360.16 Ib (for a single anchor) Check anchors at Cy., edge Vcbgy ~ \cy^\coy'^ec,V*^ed,v'^c,v'^h,V ^by [Eq- D-22] Cg., = 9.00 in A,,y= 198.00 in2 A^^oy = 364.50 in2 [Eq. D-23] ^g^ V= 1.0000 [Eq. D-26] Tg^V= '' •OOOO [Sec. D.6.2.1(c)] T^, v= 1.4000 [Sec. D.6.2.7] "^hy^ ^ (1 5Cg., / hg) = 1.5667 [Sec D.6.2 8] V^y = 7(lg/ dg )0-2 V dg^V ^ C^^^ a^)^ ^ ^-^^ ^ ^'^^^^ Ig = 2.75 in Vt3y= 11006.59 Ib V,bgy = 13113.97 Ib [Eq. D-22] Vcbgx = 2 * V^,gy [Sec. D.6 2.1(c)] Vcbgx = 26227.94 Ib (j) = 0.85 (b = 0.75 ^seis ^Vcbgx ^ 16720.31 Ib (forthe anchor group) Check anchors at Cj^2 ®dge Vcbx = A,,^A,,,,^g, v^h,v Vbx [Eq D-21] Cg., = 6.00 in (adjusted for edges per D.6.2.4) A,,, = 99.00 in2 A^^„,= 162.00 in2 [Eq. D-23] Tg^ y = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] T^^= 1.4000 [Sec. D.6.2.7] "Ph V = V (1 -SCg., / hg) = 1.2792 [Sec. D.6.2.8] Vbx = dg f 2 V dgA V f JCg^)^-5 [Eq. D-24] Ig = 2.75 in V,j^= 5991.23 Ib about:blank 9/18/2013 Page 8 of 9 Vcbx " 6556.99 Ib [Eq. D-22] Vcby = 2*V,bx[Sec.D6.2.1(c)] V^j,y= 13113.97 ib (t) = 0.85 *seis = 0-75 (j)V^(3y = 8360.16 Ib (for a single anchor) Check anchors at Cy2 edge Vcbgy ~ Avcy''Avcoy'^ec,v'^ed,v'*'c,v'*'h,V Vby [Eq- D-22] Cg., = 9 00 in A,,y = 198.00 in2 A^^oy = 364 50 in2 [Eq. D-23] ^gc V= "" OOOO [Eq. D-26] Tg^ y= 1.0000 [Sec D.6.2.1(c)] 4^py= 1.4000 [Sec. D.6.2.7] V = V (1.5Cgi / hg) = 1.5667 [Sec. D.6.2.8] Vby = 7(lg/dg)0 2^/ d^l^ f^(Cg,)15[Eq.D-24] Ig = 2.75 in V,^y= 11006 59 Ib V^t,gy= 13113.97 Ib [Eq.D-22] Vcbgx = 2 * V,,gy [Sec. D.6 2.1(c)] Vcbgx = 26227 94 Ib (j) = 0.85 'i'seis = 0.75 ^Vcbgx " 16720.31 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq- D-30] k,„ = 2[Sec. D.6.3.1] cp e'y^ = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) e'^y = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) ^^ec Nx ~ 1-0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tgp Ny ~ 10000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tgj, ^. = 1.0000 (Combination of x-axis & y-axis eccentricity factors) about:blank 9/18/2013 Page 9 of 9 ^cbg ^^c^'^Hc^^'^ecM'^ec.H^^cbg N^l^g = 8492 56 Ib (from Section (5) of calculations) A^^ = 136.13 in2 (from Section (5) of calculations) ^Nca - 136,13 in2 (considenng all anchors) '¥^^ ^ = 1.0000 (from Section(5) of calculations) ^cbg ~ 8492.56 Ib (considering all anchors) Vcpg = 16985 12 1b (j) = 0.75 [D.4.5] <l>seis = 0-75 (j)V^pg = 9554.13 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel: 0 OOOO - Breakout: 0.0000 - Pullout: 0.0000 - Sideface Blowout • N/A Shear - Steel 0.5371 - Breakout (case 1): 0 9569 - Breakout (case 2): 0.9569 - Breakout (case 3): 0.4785 - Pryout: 0.8373 T.Max(O) <= 0.2 and V.Max(0.96) <= 1.0 [Sec D.7.2] Interaction check; PASS Use 5/8" diameter Carbon Steel Strong-Bolt 2 anchor(s) with 3.375 in. embedment BRITTLE FAILURE GOVERNS; Governing anchor failure mode is brittle failure. Per ACI 318- 08 Section D.3.3.4, anchors shall be designed to be governed by the steel strength of a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively it is permitted to take the design strength ofthe anchors as 0.4 times (0.5 times for the anchors of stud bearing walls) the design strength determined in accordance with Section D 3 3.3, or the attachment the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a force level corresponding to anchor forces no greater than the design strength of anchors specified in Section D.3.3.3. To include the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle failure checkbox and re-calculate. Designer must exercise own judgement to determine if this design is suitable. aboutiblanlc 9/18/2013 NDERSON STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS: 1935 Camino Vida Roble Carlsbad JOB # 13044 contractor Empire Construction 1570 E Edinger Santa Ana, CA DESCRIPTION: Slab Lifting details DESIGN DATA: CODE: 2010 CBC 24632 San Juan Ave # 240. Dana Point, CA 92629 ^ 20\3 ^^''^^ ^70-2323 FAX (949) 470-2324 Emailcraig@andse.com Andersonse.com NDERSON STRUCTURAL ENGINEERING DESIGN LOADS: 1935 Camino Vida Roble Carlsbad ROOF: RFG. 3.5 psf PLY 2.0 2X FRAMING 1.0 PURLINS 1.8 BEAMS 1.5 CLG. 1.8 SPRINKLERS 1.0 MECHANICAL 0.7 MISC. 1.7 TOTAL DEAD 15.0 psf LIVE 20 psf 24632 San Juan Ave # 240. Dana Point, CA 92629 (949)470-2323 FAX (949) 470-2324 Emailcraig@andse.com Andersonse.com .S2 r, J Q LJ _J <$) 5 1/2" CONCRETE PANEL •17 1/2" THICK COL I o •24" WIDE X 12" DEEP F \|\J\JNlNfNj JOB: NDERSON STRUCTURAL ENGINEERING DATE: ITEM CA South Coast Geotechnical Services 24632 San Juan Avenue Suite 100 Dana Point, CA 92629 Phone. 949-374-4100 Fax: 949-388-7711 'jar J @S'::qeo , com May 28, 2013 Mr. Larry Martinez Empire Construction 1570 E. Edinger Avenue Suite A Santa Ana, CA 92705 Project No: 1180-01 Project: Legal Description: Reference: Subject: Remedial Foundation Repair 1935 Camino Vida Roble Carlsbad, Califomia Tract 81-46. Lot 4, City of Carlsbad, Califomia RECEIVE AUG 0 7 20131 CITY OF CARLS BUILDING DIVISI Limited Geotechnical Report for Proposed Remedial Foundation Repair South Coast Geotechnical Services (SCCJS) has been retained to prepare this limited geotechnical report to address a portion of the structure at the subject site that has exhibited distress. Figure 1, Site Vicinity Map shows the property in relation to the immediate surrounding area. The area that is the subject of this report is adjacent to the electrical room and has undergone settlement and some lateral movement. This report addresses current site conditions and provides recommendations for underpinning of certain to foundation elements. Mgure 2, entitled Boring Location Map, depicts the approximate area to be underpinned -with respect to the structure. This map is based on a Site Plan and the grading plan obtained from the City of Carlsbad. This map also depicts geologic information obtained from the referenced report and the location of our exploratory boring. Site Description The site is located on the south side of Camino Vida Roble in the City of Carlsbad. California. The one story building consists of an irregular shaped concrete tilt up .strticture slightly elevated above street grade. The property rests on a previously graded pad. Asphalt paving surrounds the building, however planter areas are located between the pavement and the stnjcture walls. According to grading plans prepared by Rick Engineering the northwesterly portion ofthe property is cut while the remainder ofthe property is fill. A filled drainage swale that trends southerly is located near the westerly side of the property. A subdrain is depicted along the bottom of this swale. At the time of our exploration water discharge was noted from the inside of the building to a planter in the area where settlement has occurred. Field Exploration One test hole was hand augured near the distressed area. Loose landscape fill was encountered to a depth of 1 foot. A 6 to 12 inch layer of % inch gravel underlies the landscape fill. These layers were found to be in a saturated condition. Below the gravel layer a medium dense mottled light yellow brown to -white silty sand with scattered sandstone fragments was encoimtered. This n-iaterial was found to be in a moist condition. At six feet sandstone bedrock was encountered. Fhe bedrock was found to be in a dense condition and is considered suitable for support of the proposed underpinning elements. While satwated conditions were found near the surtace, no freestanding groundwater level was encountered to the depth explored. Groundwater is not anticipated to be a or construction constraint at this site, provided the recommendations contained herein are implemented during design and construction. Laboratory Testing Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory testing include soils that would be exposed and used during grading and those deemed to be within the influence of the proposed structure. Test resuks are presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. Our testing program consisted of the following: y In-situ Moisture Content and Unit Dry Weight for the ring samples. 5*" Particle Size Analysis to classify and evaluate soil composition. The gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. y Consolidation and hydro-consolidation potential ofthe soil to evaluate compressibility. y Direct Shear to evaluate the relative fi-ictional strength of the soils. Remolded specimens were placed in contact with water before testing and were then sheared under normal loads ranging Irom 0.5 to 2.0 kips per square foot. Recommendations for Foundation Underpinning General: Those portions of the existing foundation that have been affected by settlement should be underpinned to the underiying approved dense bedrock. The underpinning may be accomplished by using hydraulically driven steel tube sections with steel foundation brackets to transfer structural loads to an approved depth. Actual design of the underpinning, spacing, and structural tics to the existing structural elements is the responsibility of the Structural Engineer A representative of SCGS should observe the installation ofthe piers. file property owner should recognize and accept thatthe use of existing foundations in conjunction with new structural elements may result in differential perfbrmance between foundation systems. The support conditions and structural capacity of existing foundations is speculative based on past performance and limited observations. While the structural engineer should review and analyze existing foundations fbr anticipated new conditions, it should be understood that the foundation conditions for existing elements contain some degree of uncertainty. Allowable bearing pressures arc given below for foundations bearing into approved bedrock /dense earth materials, at a n-unimum depth of 6 feet below existing grade. An allowable vertical earth pressure of 2000 psf may be used in design.An allowable lateral bearing of 150 psf (below a depth of 3 feet) and a coefficient of friction of 0.25 may also be used in design. A one-third QA) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. Support locations of the pipe piles should be spaced along the exterior footings/pier or both where support and lifting is desired, as determined by the structural engineer. Prior to placement of the pipe pile brackets and piles, a reinforced grade beam may be necessary to supplement the existing foundation elements. Support locations and the need for grade beams, should be determined by the structm-al engineer. The structural engineer should evaluate the exterior wall for lateral deflection. If significant lateral movement is detected that afiects the structural integrity of the wall then helical pier tie backs may be utilized in conjunction with the push piers. Pipe piles are to be independently hydraulically driven to reflisal into bedrock with a force of 2.5 times the ultimate service load of the pile. The geologist or geotechnical engineer should observe all hydraulically driven piles to verify embedment conditions. After lifting of the affected area of the structure, a quick setting high strength slurry/or approved chemical grout should be provided beneath the lifted foundation elements and slabs to fill any voids created by the leveling and to provide a concrete siab to soil contact. Site Drainage Positive drainage should be maintained away from the structure. Drainage or effluent water (including roof gutters) should not be directed into the planter areas adjacent to the building. Landscape water should be kept at a minimum. Development Impact The proposed development is not anticipated to adversely impact adjacent properties provided the recommendations contained herein are implemented in design, construction and maintenance of the project. Geotechnical Services During Site Development The use of this report is contingent upon SCGS being retained during construction operations to provide geotechnical services as required by the jurisdictional building official. Anticipated services include, but are not necessarily limited to: ^ > Observation of underpiimmg operations to assess embedment and bearing conditions. Please note that the above services should be requested by the owner, contractor or authorized agent at least 24 hours in advance notice. Failure to do so may impede project progress. Closure It is the opinion of the undersigned that the recommendations provided herein are incorporated in the dc^sign and that a qualified representative from SCGS is afforded the opportunity to observe the methods of the foundation underpinning. We appreciate the oppoitunity to provide our professional services. Please contact our office if there are any questions or comments conceming this letter. Respectively submitted, SOUTH COAST GEOTECHNICAL SERVICES Carl D. Schrenk EG 900 Attachments: Figure 1, Site Vicinit Figure 2, Boring Location Map Auger Boring Log Laboratory Testing Moisture-Density Direct Shear Test Hydro-Consolidation Test Particle Size Analysis (Sieve) Reviewed by, David A. Purkj CE 4281 a.v NO, 42^^.0 \ Exp. 3-31-4 \^7fn77...^7^7^ Distribution: 5/Addressee NO SCALE Figure 1 , Site Vicinity IVlap 1935 Camino Vida Roble Carlsbad, California SOUTH COAST GEOTECHNICAL SERVIC CB131917 1935 CAMINO VIDA ROBLE SVN CARLSBAD - FIX FOUNDATION ARF A OF .C!l AR I IFTINin IN NW CORNER OF Final Inspection required by: 1-1 ———1 Approved Date / By BUILDING ^/^e/(^ ^T PLANNING ENGINEERING FIRE Expedite? Y N AFS Checked by HazMat APCD Health Forms/Fees Sent Reed Due? By Enona y N Fire Y N HazHealthAPCD Y N PES.M y N School Y N Sewer Y N Stormwater Y N Specral Inspection V N CFD. Y N LandUse Density ImpArea FY Annex Factor PFF Y N Comments Date Date Date Date Building Planning Engineering Fire Need? «>a(PcC.V- ^ ija;/.pe-C^O.' ^77r-- a Done jfi.r^^U-<Y,nS.^..Y€4^^0r \rS'-J a Done QjhTl(/^fi^A./)(m{^J'iC/\jH^u/i^