Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2411 JACARANDA AVE; ; CBR2019-1228; Permit
Ccity .of Carlsbad - Residential Permit Print Date: 09105/2019 Job Address: 2411 Jacaranda Ave Permit Type: BLDG-Residential Work Class: Repair Status: Parcel No: 2550703200 Lot U: Applied: Valuation: $10,500.00 Reference U: Issued: Occupancy Group: Construction Type: Permit Finaled: $1 Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: SIMPSON: FOUNDATION REPAIR (FOR DOCUMENTATION ONLY AND DOES NOT GUARANTEE A FIX) Owner: COOWNER SIMPSON ERIC D AND DEBRA C 2411 Jacaranda Ave CARLSBAD, CA 92009 Permit No: CBR2019-1228 Closed - Finaled 05/16/2019 06/05/2019 9/5/2019 10:01:54AM BUILDING PERMIT FEE ($2000i.) $123.83 BUILDING PLAN CHECK FEE (BLDG) $86.68 SB1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-RESIDENTIAL $1.36 Total Fees: $212.87 Total Payments To Date: $212.87 Balance Due: $0.00 Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City o f Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check IOI Est. Value •fjIO, c-oô - PC Deposit Date • I to 12 JobAddress .WI) Lscivt4 AV'( Suite: APN: .-cco'7o 3-00 CT/Project #: Lot #:--- Fire Sprinklers: yes / no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: $4ib1;Zf ltC fl £4i v% i1c 90p-J—'o(-i OP 41c k'ord- 0.f2- -'4 wfS- 5.1 f oP 'jL4pt 1(1 El Addition/New: ____Living SF, Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? Yes / No New Fireplace? Yes / No, if yes how many? El Remodel: SF of affected area Is the area a conversion or change of use? Yes / No El Pool/Spa: SF Additional Gas or Electrical Features? E] Solar: KW, ______ Modules, Mounted: Roof/Ground, Tilt: Yes! No, RMA: Yes! No, Battery: Yes! No Panel Upgrade: Yes! No 0 Reroof: 0 Plumbing/Mechanical/Electrical Only: Other: %r 7v- APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name:I2c1 Name:fr Address: )91'1 .!ickW 5 Sv,k A Address: c2411 y1py1d hV'( City: ó-w( State: C4 Zip: 'U-'J'( City: eirff b4 State: Zip: Phone: (.(1 LAS— Lf4 Phone: 53ô 'fD& (tf!l EmaiI:Poh4 .4" Email:t0i1— DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: 1144y' i'Z 0 L/er f Name: fl-4 c#-yvt4 "- r I- - Address: 1 ? (, )?tow.4 A/664-4 Address: 3'-)q tJrri SJ- S A City: I(vi DiYfø State: Zip: 1?-I('7 City: LI?-v lrtW-( State: 44 Zip: fppiç Phone:014) 2 13- 04 6A Phone: (bff) &1ii,.-i Email: _o.tiok P51'" Email:___________________________ Architect State License: t--3 I '5 State License: _& Q-7 Bus. License,___ ,33OS (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/she 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/she 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). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingcarIsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. I have and will maintain worker's 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 Company Name: /kPC b% (lY"t? £a nneeo, Policy No. Z4ul - V' ?? I Expiration Date: 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 be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: 1ii6 jZ..4 k'.t.SdTUt1-rb $H1 DAGENT DATE:)44 fciUe'sr (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O 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). O 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 0 No I (have / 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 / 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 / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: flAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-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. 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 representative of the City 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 AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID Cli? IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stones 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 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section .4.4 Uniform Building Code). APPLICANT SIGNATURE: /4 J,- A4 tinL2_ DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingcarlsbadCa.gov B-i Page 2 of 2 Rev. 06/18 Permit Type: BLDG=Residential Application Date: 05/16/2019 Owner: COOWNER SIMPSON ERIC 0 AND DEBRA Work Class: Repair • Issue Date: 06/05/2019 Subdivision: CARLSBAD TCT#73-18 UNIT#01 Status: Closed - Finaled Expiration Date: 02/25/2020 Address: 2411 Jacaranda Ave Carlsbad, CA 92009-9112 IVR Number: 19132 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 08129/2019 08/2912019 BLDG-l1 102437.2019 Passed Paul York Complete FoundationlFtglPier S (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 09/0512019 0910512019 BLDG-Final 103048.2019 Passed Paul York Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes September 06, 2019 Page 1 of I Geotechnica 1 Engineer 4596 Mount Hubbard Avenue, San Diego, CA 92117 Phone/Text: 619-813-8462 Email: martinowen@geotechengineer.com Job No. 140417 August 29, 2019 To: RAD Construction Subject: Special Inspector for Pipe Pile Foundation Repairs 2411 Jacaranda Avenue Carlsbad, CA 92009 Dear RAD Construction: I am the responsible/acting engineer and the special inspector for the pipe piles driven at 2411 Jacaranda Avenue, Carlsbad. If you have any questions, please do not hesitate to call or contact me. Very truly yours, A"Xalct.." Martin R. Owen PE, GE Geotechnical Engineer Martin R. Owen PE, GE Geotechnical Engineer Tel: 619-813-8462 Email: martinowengeotechengmeer.com SPECIAL INSPECTION FIELD REPORT PIPE PILE FOUNDATIONS ADDRESS 2'/II 171c,jQA,vb,4 -yg C,4çQJ$) DATE ,/2r/lg CONTRACTOR / AT) C/cj) 14 c7/0A) Locations of Pipe Piles l?Q'I7 OAtJ /4)44 M-Z))J77O,/ No. of Pipe Piles /0 Depth of Pipe Piles (Below Ground Surface) / g= 7) /9 PE Concrete Pile Cap Dimensions 2- pr x 3T x '1bP n4 ,koSr 001LO 2'2. prx 3nX 4,'te' ,fl°,f'oX. fi3' 1vb c'/4 Aic Pipe piles are approved as installed. Pile cap and grade beam excavations are approved and ready for pouring concrete. Note s/i ,14' 040 £t49C R4K /iq R'r 9 1./)#7D41 j,,'i )/fe ç/i rc If you have any questions, please call. Martin R. Owen PE, GE Geotechnical Engineer EsGil A SAFEbulif Company DATE: 05/30/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2019-1228 SET: I PROJECT ADDRESS: 2411 Jacaranda Ave. PROJECT NAME: Foundation Repair 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 codes when minor deficiencies identified below are resolved and checked by building department staff. E 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. E EsGil staff did advise the apyiiant that the plan check has been completed. Person contacted: ,/) Telephone #: Date contacted: (by: L* Email: Mail Telephone Fax In Person REMARKS: Esgil reviewed proposed foundation repair only and offers no express guarantee that proposed repairs will improve conditions or prevent further cracking. By: Ryan Murphy Enclosures: EsGil 05/20/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2019-1228 05/30/2019 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2019-1228 PREPARED BY: Ryan Murphy DATE: 05/30/2019 BUILDING ADDRESS: 2411 Jacaranda Ave. BUILDING OCCUPANCY: R-3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Foundation Repair city est. 10,500 Air Conditioning Fire Sprinklers TOTAL VALUE 10,500 Jurisdiction Code Icb JBy Ordinance I 1997 UBC Building Permit Fee 1 1997 UBC Plan Check Fee Lii Type of Review: Wo Complete Review r Structural Only 1 Repetitive Fee LLJ Repeats F 173 Other I- Hourly © * EsGil Fee I F I $75.311 Comments: Sheet 1 of 1 RECEIVED j o ©am MAY 16 t2019 Geotechnical Engineer I 4962 Cresita Drive, San Diego, CA 92115 CITY OF CARLSBAD Tel: 619-813-8462, Fax: 619-542-9046 BUILDING DIVISION Email: rnartinowen@geotechengineer.com Job No. 140417 July 18, 2014., To: Mr. Eric Simpson - Subject: Geotechnical Investigation for Proposed Foundation Repairs 2411 Jacaranda Avenue Carlsbad, CA 92009 References: I. Limited Evaluation of Structural Soundness, 2411 Jacaranda Avenue, Carlsbad, CA 92009, by SD Engineering, dated March 22, 2004 Inspection of Foundation Repairs, 2411 Jacaranda Avenue, Carlsbad, CA 92009, by SD Engineering, dated September 7, 2004 Limited Evaluation of Foundation Soundness, 2411 Jacaranda Avenue, Carlsbad, CA 92009, by SD Engineering, dated June 17, 2008 Limited Evaluation of Foundation Soundness, 2411 Jacaranda Avenue, Carlsbad, CA 92009, by SD Engineering, dated April 7, 2014 Dear Mr. Simpson: In accordance with your request, I have conducted a geotechnical investigation of the subject residence, relative to the proposed foundation repairs. My investigation was performed on June 18, 2013. As part of my investigation, I was provided with the above referenced reports by SD Engineering. SCOPE OF WORK The following scope of work was performed for this investigation: 9 Review of SD Engineering reports and other background documents, ( ( Geotechnical Investigation for Proposed Foundation Repairs Page 2 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 , July 18, 2014 Inspection of. building damage and floor level survey, Subsurface exploration, Analysis of data and preparation of this report, which summarizes my findings, conclusions and recommendations for foundation repairs. SITE AND BUILDING DESCRIPTION For the purpose of this report, the front of the residence is assumed to face north. The residence is an approximately 2,200 square feet, two-story, wood frame building with attached garage, constructed in 1977. There is a breakfast nook addition at the rear of the building, date of construction unknown. The house is situated on a graded lot. The house is slightly higher than the street. Adjacent residences to the east and west are at approximately the same elevation and a few feet lower than the subject residence, respectively. At the rear (south side) of the residence, a graded .slope descends about 20 feet to Olivenhain Road. The residence and addition are supported on conventional, shallow footings and have slab floors. Exterior improvements include a concrete driveway, sidewalks and rear patio. There is a low, masonry block wall and glass screen at the top of the rear slope. RESULTS OF BUILDING INSPECTION The building damage is described in detail in the referenced SD Engineering reports. In summary, there are some relatively minor, interior wall and ceiling cracks on both lower and upper levels. There is an apparent floor slab crack in the family room, which has caused X-inch wide separations in the wood flooring. There are other, reported floor slab cracks in the kitchen and elsewhere. The kitchen floor slab crack was reportedly repaired by epoxy cement injection' in 2004. • • - The garage slab is in good condition. There are few minor cracks in the exterior wall stucco. INSPECTION OF EXTERIOR IMPROVEMENTS There are minor to moderate cracks in the concrete driveway and sidewalks. The block wall at the top of the rear slope is undamaged. • Martin R. Owen PE, GE Geotechnical Engineer I Geotechnical Investigation for Proposed Foundation Repairs 2411 Jacaranda Avenue Carlsbad, CA 92009 Page 3 Job No. 140417 July 18 2014 FLOOR LEVEL SURVEY As part of my inspection, I performed a floor level survey across the original and addition slab floors using a Technidea Ziplevel. Survey readings were adjusted for different floor coverings. The garage slab was not surveyed. The results of the survey are shown on the attached Figure 1 and indicate that the original floor has a maximum elevation difference of 2.4 inches. Please note SD Engineering obtained a slightly different floor differential of 2.6 inches during their most recent inspection. As shown by the floor level contours, the floor slopes down to the south and southeast. The high floor point is located on the north side of the living room. The low point is located at the southeast corner of the family room. The floor differential is indicative of soil/foundation settlement. The amount of settlement is in the moderate range. The breakfast nook addition floor has an elevation difference of 6/10 inch and slopes slightly down to the north. The elevation difference appears to be partly construction related. REVIEW OF PREVIOUS SD ENGINEERING REPORTS SD Engineering inspected the residence in 2004, 2008 and 2014. They observed a general increase in building and floor slab damage during this period. They also measured an increase in floor elevation difference from 1.3 to 2.6 inches during this period. SD Engineering recommended floor slab repairs in the kitchen in 2004, which were subsequently performed. SD Engineering recommended underpinning portions of the house with driven pipe piles in 2014, subject to the findings of a subsurface soil investigation. DRAINAGE AND IRRIGATION Surface drainage is moderate overall. Roof gutters have been installed and are connected to solid outlet pipes. There are irrigated planter areas next to the front of the house. SUBSURFACE EXPLORATION The subsurface investigation consisted of drilling three test borings to a maximum depth of 5 feet using a 6-inch diameter hand auger. The borings were drilled on June 18, 2014. The approximate locations of the test borings are shown on the attached Figure 2. Logs of the test borings are presented on Figure 3. Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Investigation for Proposed Foundation Repairs Page 4 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 July 18, 2014 SUBSURFACE FINDINGS The soils encountered in the test borings consisted of a 3-1/2-feet thick layer of dry to moist, loose to medium dense, silty sand fill soils, underlain by moist, dense, siltstone and claystone bedrock of the Santiago Formation. The fill soils appear to have been poorly compacted and were placed too dry at the time of construction. The fill soils are very low to non-expansive. GEOLOGYAIJD SEISMICITY From published geologic maps, the lot is underlain at depth by siltstone and claystone bedrock of the Santiago Formation. There are no mapped, earthquake faults at the site. However, the residence is subject to ground shaking and possible damage from earthquakes on nearby or more distant, active faults. SLOPE STABILITY There are no indications of rear slope instability. Vegetation consists of moderately dense bushes and small trees. CONCLUSIONS The building damage and sloping floor condition appear to be due to settlement of the upper, 3-1/2-feet thick, fill layer underlying the residence. From the test borings, the fill soils were poorly compacted and appear to have been placed too dry. From the floor level survey, the amount of settlement is in the moderate range. Fill settlement is typically activated by infiltration of surface water. Rainfall and landscape irrigation water are the most likely water sources. Leaking water and/or sewer pipes can sometimes provide an additional water source. The residence appears sound, from a geotechnical standpoint, and there are no indications of building or foundation instability. In view of the age of the house (37 years), future, major settlement is unlikely. However, as evidenced by the continuing building damage and increase in floor elevation difference between 2004 and 2014, some minor to moderate, additional settlement and building damage are still possible, especially with heavy water infiltration. Martin R. Owen PE, GE Geotechnical Engineer ( . ( Geotechnkal Investigation for Proposed Foundation Repairs Page 5 2411 Jacaranda Avenue Job No. i40417 Carlsbad, CA 92009 July 111, 2014 FOUNDATION REPAIR RECOMMENDATIONS The residence can be strengthened against possible, additional settlement by constructing a continuous, deepened footing around the entire residence. The new deepened footing should extend through the upper fill layer and at least 1 foot into the underlying bedrock for an estimated, total depth of at least 4-1/2 feet. 2. Deepened footing details are shown on Figure 5. The deepened footing should extend beneath the existing footings and be structurally connected to the existing footings with rebar dowels. Please note, deepening of the garage footings has not been recommended, because there is no significant garage damage; however, if desired, the garage footings can be deepened in a similar fashion. Floor coverings should be removed so the extent of the floor slab damage can be determined. Floor slab cracks should be repaired in accordance with the floor slab repair recommendations presented in Appendix A. If desired, floors can be surface leveled with a floor topping compound such as Ardex cement. All foundation and floor slab-repairs should. be inspected and approved during construction by the undersigned., Wood and floor tile coverings should preferably be replaced with other, more flexiblefloor coverings such as laminate or carpeting. If new floor tiles are placed, they should be underlain by a slip-sheet. DRAINAGE AND OTHER RECOMMENDATIONS Water should not be allowed to pond next to building foundations. Roof drain outlets should be tested to make sure they are working properly. Water and sewer pipes should be tested for possible leak. Landscape irrigation should be maintained at moderate to low levels. Martin R. Owen PE, GE Geotechnical Engineer I Geotechnical Investigation for Proposed Foundation Repairs Page 6 2411 Jacaranda Avenue job No. 140417 Carlsbad, CA 92009 July 18, 2014 LIMITATIONS Please note I have reviewed no building plans, grading plans or soil reports as part of this investigation. The above conclusions and recommendations are based-on my investigation and experience with other, similar properties in San Diego County. This report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility. This opportunity to be of service is appreciated. If you have any. questions, please do not hesitate to call. Very truly yours, Martin R. Owen PE, GE Geotechnical Engineer Attachments: Figure 1, Floor Level Survey Figure 2, Locations of Test Borings Figure 3, Boring Logs Figure 4, Foundation Repair Plan Figure 5, Deepened Footing Details Appendix A, General Recommendations for Floor Slab Repairs Martin R. Owen PE, GE Geotechnical Engineer ( ( Geotechnical Investigation for Proposed Foundation Repairs Page 7 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 July 18,2014 FIGURE 1 FLOOR LEVEL SURVEY SCHEMATIC ONLY, NOT TO SCALE MADDITION LOW 2.0" ": " -20 -2.0" -2.0" -Emiiö1 8"J -0.3" -0.2" FRONT • 'S 0ENTRY a HIGH GARAGE POINT LEGEND • -2.4"• RELATIVE FLOOR LEVEL SURVEY READINGS IN INCHES -2.0" A FLOOR LEVEL CONTOURS IN INCHES • Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Investigation for Proposed Foundation Repairs Page 8 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 July 18, 2014 FIGURE 2 LOCATIONS OF TEST BORINGS SCHEMATIC ONLY, NOT TO SCALE LEGEND* B-3 I APPROXIMATE LOCATION OF TEST BORING Martin R. Owen PE, GE Geotechnical Engineer p -i ( Geotecholcal Investigation for Proposed Foundation Repairs Pige 9 2411 Jacaranda Avenue Job No. 140417 Cajisbad, CA 92009 July 18, 2014 FIGURE 3 BORING LOGS BORING 04 Depth Feet Soil Description 0-3.5' FILL: Light brown, silty sand, dry to moist, loose to medium dense 3.5-4.5' BEDROCK: Gray-brown siltstone/claystone, moist, dense Bottom of Boring = 4.5 Feet BORING B2 Depth Soil L Feet Description I 0-3.5' FILL: Light brown, silty sand, dry to moist, loose to medium dense 3.5-4.5' 1 BEDROCK: Gray-brown siltstone/claystone, moist, dense Bottom of Boring = 4.5 Feet BORING B-3 Depth Soil Feet Description 0-3.5' FILL: Light brown, silty sand, dry to moist, loose to medium dense F 3.5-5' 1 BEDROCK: Gray-brown siltstone/claystone, moist, dense Bottom of Boring =5 Feet Note: Test borings were drilled on June 18, 2014 using a hand auger. Martin R. Owen PE, GE Geotechnical Engineer El Geotechifical Investigation for Proposed Foundation Repairs - Page 10 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 July 18, 2014 FIGURE 4 FOUNDATION REPAIR PLAN SCHEMATIC ONLY, NOT TO SCALE LR 2 LEGEND RECOMMENDED LOCATION OF CONTINUOUS, DEEPENED FOOTING (SEE REPORT TEXT AND FIGURE 5 FOR MORE DETAILS) Martin R. Owen PE, GE Geotechnical Engineer ( Geotechnical Investigation for Proposed Foundation Repairs Page 11 2411 Jacaranda Avenue Job No 140417 Carlsbad, CA 92009 Jury 18,2014 FIGURE 5 DEEPENED FOOTING DETAILS SCHEMATIC ONLY, NOT TO SCALE NO.4 REBAR DOWELS SPACED 12" APART ON CENTERS, DRILLED AND EPDXIED 6" INTO EXISTING FOOTING GRO\SURF&CE ,.. 15" EXTERIOR WALL EXISTING SIX NO. 5 REBARS, PLACED TWO - TOP, TWO MIDDLE AND TWO BOTTOM 4-1/2 FT. MN. (1 FT. MN. INTO BEDROCK) / 1. jr-'-NDEEPENED FOOTING 21" LI (APPROX.) NOTES Reinforcing steel should be tied with No. 3 rebar stirrups spaced 2 feet apart Reinforcing steel should have at least 3 inches clearance from edge of concrete Epoxy cement for rebar dowels should conform to ICC-ESR-17722) Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Investigation for Proposed Foundation R&pairs Page 12 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 July 18, 2014 APPENDIX A GENERAL RECOMMENDATIONS FOR FLOOR SLAB REPAIRS PRESSURIZED INJECTION OF FLOOR SLAB CRACKS WITH EPDXY CEMENT Floor slab cracks, 1/32-inch to 1/8-inch wide, should be repaired by pressurized injection with epoxy cement. Floor slab cracks less than 1/32-inch wide should be surface sealed with epoxy cement. FLOOR SLAB REBAR CRACK STITCHING Floor stab cracks more than 1/9-inch wide but less than 3/8-inch wide should be repaired by rebar crack stitching, whereby 2-foot lengths of No. 5 rebars are placed in 1 inch wide and 1-1/2 inch deep slots saw cut or drilled across the crack at spacings of 2 feet maximum along the alignment of the crack, and epoxy cemented in place. The remainder of the crack should then be pressure injected or gravity filled with epoxy cement. SAW CUTTING OF FLOOR SLAB CRACKS Floor slab cracks more than 3/8-inch wide, or with a vertical crack displacement in excess of 1/8 inch, should be repaired by saw cutting on either side of the crack for a minimum total width of 3 feet, and replacing the saw-cut section with a new slab section. The new slab section should be at least 6 inches thick and reinforced with No. 4 rebars spaced at 12 inches on centers in two directions, and placed at mid-height in the slab. The new slab section should be doweled to the existing slab with No. 4 rebars, spaced at 12 inches apart horizontally, and extending at least 6 inches into the adjacent slab. New slab sections should be underlain by 4 inches of clean sand, with a 10-mil visqueen moisture barrier placed at mid height in the sand layer. TOTAL OR PARTIAL FLOOR SLAB REPLACEMENT (LIVING AREA AND GARAGE) Total or partial replacement of living area or garage floor slabs may be necessary if the slab damage is extensive or if the house is releveled by jacking. Existing floor slabs should be saw cut as close as possible to exterior and interior, load-bearing footings. Replacement floor slabs should extend continuously beneath interior, non-bearing walls. Interior, non-bearing walls should be temporarily supported on concrete blocks or short, steel pipes. Replacement floor slabs should be at least 6 inches thick and reinforced with No. 4 rebars spaced at 12 inches on centers in two directions, and placed at mid-height in the slab. Replacement slabs should be doweled to existing footings with No. 4 rebars, spaced at 12 inches apart horizontally, and extending at least 6 inches into the footing. Replacement slabs should be underlain by 4 inches of clean sand, with a 10-mil visqueen moisture barrier placed at mid height in the sand layer. Martin R. Owen PE, GE Geotechnical Engineer Geotechnkali Investigation for Proposed Foundation Repairs Page 13 2411 Jacaranda Avenue Job No. 140417 Carlsbad, CA 92009 July 10,2014 S. EXTERIOR SLABS New exterior slabs should be at least 5 inches thick and reinforced as for interior floor slabs. Slabs should be constructed with construction joints 5 t 10 feet apart. 6 REPAIR OF FOOTING CRACKS Footing cracks to approximately %-inch wide should be repaired by pressurized injection with epoxy cement. Wider footing cracks will require special repairs. 7. CONCRETE STRENGTH AND CURING To minimize the potential for slab shrinkage cracking, it is recommended (but optional, since this may require special inspection) that new concrete have a minimum strength of 3,000 psi. Concrete should be poured with a maximum slump of 4 inches. New concrete slabs should be maintained moist by light sprinkling for the first 48 hours after construction, to aid the curing process. Some slab shrinkage cracking of new slabs is possible. Martin R. Owen PE, GE Geotechnical Engineer RECEIVED MAY 162019 CITY OF CARLSBAD BUILDING DIVISION Geotechnical Engineer 4596 Mount Hubbard Avenue, San Diego, CA 92117 Phone/Text: 619-813-8462 Email: martinowen@geotechengineer.com Job No. 140417R May 15, 2019 To: Mr. Eric Simpson Subject: Geotechnical Reinspection of Residence 2411 Jacaranda Avenue Carlsbad, CA 92009 References: Geotechnical Investigation for Proposed Foundation Repair, 2411 Jacaranda Avenue, Carlsbad, CA 92009, by Martin R. Owen PE, GE, dated July 18, 2014 Supplemental Report of Foundation Repair Recommendations, 2411 Jacaranda Avenue, Carlsbad, CA 92009, by Martin R. Owen PE, GE, dated July 22, 2014 Report of Inspection of Foundation Repairs, 2411 Jacaranda Avenue Carlsbad, CA 92009 by Martin R. Owen PE, GE dated February 9, 2015 Dear Mr. Simpson: In accordance with your request, I have conducted a geotechnical reinspection of the subject residence. The purpose of the reinspection was to evaluate reported new building damage. My reinspection was performed on December 17, 2018. PREVIOUS FOUNDATION REPAIRS Previous foundation repairs were performed in 2015 and consisted of the following: New, deepened, sister footings, approximately 4-1/2 feet deep, were constructed next to and beneath portions of the existing footings (see attached Figure 3). The footings extended through the upper fill soils and at least 1 foot into dense, siltstone/claystone bedrock. Geotechnical Reinspection of Residence Page 2 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 The foundation repairs were limited foundation, repairs and did not extend around the entire house. It was understood that some additional damage was possible and you would perform additional repairs, if necessary. No floor slab repairs were performed even though floor slab cracks were observed during my original inspection. RESULTS OF BUILDING REINSPECTION The new building damage consisted of several, relatively minor, wall and ceiling cracks on both lower and upper levels. The entry door in the rear patio addition sticks. There is an apparent new floor slab crack in the kitchen, that could be felt through the laminate floor coverings. Please note floor coverings were not removed for this reinspection. There are also new, minor cracks in the garage slab. No new, exterior wall stucco damage was observed. FLOOR LEVEL SURVEY As part of my reinspection, I performed a new floor level survey of the original and addition slab floors. Survey readings were adjusted for different floor coverings. The garage slab was not surveyed. The results of the new survey are shown on the attached Figure 1 and indicate that the original floor now has a maximum elevation difference of 3.3 inches. Previously the elevation difference was 2.4 inches. The high and low floor points are shown on Figure 1. For comparison, the 2014 survey is shown on Figure 2. The amount of additional slab movement since 2014 is shown on Figure 1 in red. It appears there has been some additional settlement in the southeast portion of the original house and addition and what looks like expansive soil uplift on the west side to northwest portion of the house. Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 3 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 WATER AND SEWER PIPE LEAKS There has been a recent (2018) water pipe leak in the kitchen and a sewer/drain pipe leak in the small, lower bathroom, as shown on Figure 1. No information regarding the amount of leakage was provided. The leaks were repaired. CONCLUSIONS The new building damage appears to be due to additional soil movement resulting from localized saturation of the fill and bedrock resulting in turn from the water and sewer/drain pipe leaks that occurred in 2018. Water from the pipe leaks appears to have been trapped inside the deepened footings, compounding the problem. The uplift movement on the west side of the house appears to be the result of water-induced expansion of the underlying bedrock. The lack of a deepened footing around the entire house also appears to be a factor in the new distress. The building was unable to act as a unit and adjust to the soil movement. The residence still appears sound, from a geotechnical standpoint, and there are no indications of building or foundation instability. FOUNDATION REPAIR RECOMMENDATIONS The residence can be strengthened against possible, additional soil/foundation movement by constructing driven pipe piles around portions of the building as shown on Figure 3. Pipe piles should be 2-inch diameter, Schedule 80 steel pipes spaced approximately 5 to 10 feet apart. The pipe piles will prevent additional settlement and expansive soil uplift movement. An alternate pipe pile foundation repair consists of installing the pipe piles in phases, as shown on Figure 4. The Phase 1 piles (shown in yellow) will be driven at this time. The Phase 2 piles (shown in red) will be driven later, if needed. You have indicated you do not wish to construct grade beams between the pipe piles in order to minimize disturbance to concrete and other improvements next to the house. Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 4 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 Some disturbance will still be necessary to construct the concrete pile caps but will be limited to the size of the pile caps which is about 2 to 3 feet square. However, if cracks are observed in the existing footings during the repairs, it will be necessary to install 3-feet deep minimum grade beams between the pipe piles. 4. No foundation repair recommendations have been provided for the garage. Some additional garage damage is possible. S. Typical pipe pile details are shown on Figure 4. Typical details for pipe pile jacking pads, couplings and spacers are shown on Figures 5 and 6. Please note, jacking pads, couplers and spacers are premanufactured and will eventually be encased in concrete. No special welding inspection is required. Pipe piles should be driven to refusal in dense bedrock. Bedrock exists at a depth of approximately 3-1/2 feet. B. Pipe piles should also be load tested. Specifications for driving and load testing pipe piles are presented in Appendix A. INSPECTION OF PIPE PILES Pipe piles should be inspected and approved during construction by the undersigned. FLOOR SLAB REPAIRS Floor slab cracks should be repaired in accordance with the recommendations presented in Appendix B. It is recommended that floor slab cracks be observed by the undersigned prior to repairs. REPAIR OF WATER AND SEWER PIPE LEAKS Water and sewer pipes should be tested for possible leaks and repaired or replaced as necessary. Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 5 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 DRAINAGE AND OTHER RECOMMENDATIONS Water should not be allowed to pond next to building foundations. Roof drain outlets should be tested to make sure they are working properly. Landscape irrigation should be maintained at moderate to low levels. LIMITATIONS As stated previously, this report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility. This opportunity to be of service is appreciated. If you have any questions, please do not hesitate to call or contact me Very truly yours, /4"X-VA)rk/ Martin R. Owen PE, GE Geotechnical Engineer Attachments: Figure 1, Floor Level Survey 2018 Figure 2, Floor Level Survey 2014 Figure 3, Pipe Pile Foundation Repair Plan Figure 4, Alternate Phased Pipe Pile Repair Plan Figure 5, Pipe Pile Details Figure 6, Pipe Pile Jacking Pad Details Figure 7, Pipe Pile Coupling and Spacer Details Appendix A, Specifications for Driving and Load Testing Pipe Piles Appendix B, General Recommendations for Floor Slab Repairs Martin R. Owen PE, GE Geotechnical Engineer -2.0" ADDION -1.91 &22j17.!JJ El — -1-0.6" 0 1-1.7" -1.6" +0.4" .0919 -0.7'; -0.2" +1.0" +1.0" LOW POINT PF/1? 2*9 Geotechnical Reinspection of Residence Page 6 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 1 FLOOR LEVEL SURVEY SCHEMATIC ONLY, NOT TO SCALE 2018 SURVEY 1.7"J1 -0.6' I LEAK4o" GARAGE 0 10. 111 -0.113 FRONT 4 :::g: 0 HIGH POINT NUMBERS IN RED ARE CHANGES IN SLAB ELEVATION SINCE 2014 LEGEND -2.9"I RELATIVE FLOOR LEVEL SURVEY READINGS IN INCHES -2.0" A FLOOR LEVEL CONTOURS IN INCHES Martin R. Owen PE, GE Geotechnical Engineer UY LO P01 -2.0" -1.0" Geotechnical Reinspection of Residence Page 7 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 2 FLOOR LEVEL SURVEY SCHEMATIC ONLY, NOT TO SCALE 2014 SURVEY LEGEND RELATIVE FLOOR LEVEL SURVEY READINGS IN INCHES -2.0" A FLOOR LEVEL CONTOURS IN INCHES Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 8 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 3 PIPE PILE FOUNDATION REPAIR PLAN SCHEMATIC ONLY, NOT TO SCALE 0 LEGEND APPROXIMATE LOCATIONS OF RECOMMENDED PIPE PILES I -=J EXISTING DEEPENED FOOTINGS INSTALLED IN 2015 (SEE REPORT TEXT AND FIGURE 5 FOR MORE DETAILS) Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 9 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 4 ALTERNATE PHASED PIPE PILE REPAIR PLAN SCHEMATIC ONLY, NOT TO SCALE LEGEND APPROXIMATE LOCATIONS OF RECOMMENDED PIPE PILES (PHASE 1) APPROXIMATE LOCATIONS OF RECOMMENDED PIPE PILES (PHASE 2) -] EXISTING DEEPENED FOOTINGS INSTALLED IN 2015 (SEE REPORT TEXT AND FIGURE 5 FOR MORE DETAILS) Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 10 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 5 PIPE PILE DETAILS BENT NO.4 REBAR EXTERIOR DOWELS WALL ® 6" SPACINGS, DRILLED AND EPDXIED 6" INTO EXISTING FOOTING EXISTING GROUND / FOOTING SURFACE \—(A—PP—RO-X-)-30 \ THREADED I STEEL PIPE <6-9" J/ SPACER r fl/f 11 28 2 TO 3-FEET SQUARE : CONCRETE PILE CAP \ STEEL JACKING PAD 2-INCH DIA., SCHEDULE 80 STEEL PIPE PILE Notes: 1) Grade beam reinforcing steel should have at least 3 inches clearance from outer edges of concrete, 2) Steel rebar dowels/anchors should be placed in accordance with ICC ESR-2508 using Simpson SET-XP epoxy adhesive. Martin R. Owen PE, GE Geotechnical Engineer I Geotechnical Reinspection of Residence Page 11 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 6 PIPE PILE JACKING PAD DETAILS It1I!XJS 71 - - -- '1 I • I I I I I. S I I I I I'- 6f piPE. I 5j4 OVER eiPr9/L. ALL k'S -f; 0 .- ipi'.p,I Martin R. Owen PE, GE Geotechnlcal Engineer Geotechnical Reinspection of Residence Page 12 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 FIGURE 7 PIPE PILE COUPLING AND SPACER DETAILS PILE C106MINif be-rAIL- GOIPL.l4 $L)$ 1j$,D. E1v ' p,PE'IL-E c&rio,JS .GI# to r,Pe Ic" "sqHo fIPS 3J." LU# weLbtD /joi.E -r/IReAbEZ' (PAoER y10 r,gr IJLj IV b -rAi 1 fiU7 IY"ALmzAb 6Jb li.*r W1ØJJ!$1— .? s6" b Plpt. NO1 TO Martin R. Owen PE, GE Geotechnical Engineer Geotechnical Reinspection of Residence Page 13 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 APPENDIX A SPECIFICATIONS FOR DRIVING AND LOAD TESTING PIPE PILES A. DRIVING Pipe piles shall be mechanically driven with a pneumatic or hydraulic hammer through fill and/or unconsolidated, natural soils to refusal in dense, natural soils or bedrock. Pipe piles shall be 2-inch diameter, Schedule 80 steel pipe. The pile tips may be open or closed. Pipe piles shall be driven within 6 inches horizontally of the existing footings. Pipe piles may be inclined up to 10 degrees from vertical in order to minimize the distance between the pipe pile and the footing. Pipe pile driving refusal is defined as 1/8 inch or less ground penetration in 10 minutes using a 90-pound, pneumatic jackhammer. S. If pipe piles meet refusal at depth less than 3 feet below the bottom of the pile cap excavation the Engineer shall be consulted for further direction. If the refusal depth of two, adjacent pipe piles varies by more than 3 feet, the Engineer shall be consulted regarding the advisability of driving an additional pipe pile adjacent to the shorter pipe pile. A driving log showing refusal depth and driving time for each pipe pile shall be recorded and provided for review. Refusal depths shall be measured from the ground surface. The driving log shall also reflect the loads to which the pipe piles were tested. B. LOAD TESTING Pipe piles shall be individually load tested against the existing footings using a 12 ton or greater hydraulic jack with a calibrated pressure gauge. Each pipe pile shall be load tested to 18,000 pounds for a minimum period of 1 hour. If the jack gauge pressure drops below 18,000 pounds during load testing the pile shall be redriven to refusal and load tested again. If the weight of the building is insufficient to provide a test load of 18,000 pounds, and/or if footing damage appears likely from jacking, the test load may be reduced by the Engineer. In certain clay soils, the jacking pressures may continue to drop during testing even though the driving refusal specifications were met. Should this occur, the Engineer should be contacted and requested to provide additional guidance. Martin R. Owen PE, GE Geotechnical Engineer CC ibiR it flL1oE wi OM ., (14j ItbtThI$ I f q ) A x:'iqqA 'jq qqDIPIMAT CAOJ Ci/iA DIVIRVOIN CI H01 ADRr)a YHVt1J .A 11 juo lt 19MM6.t. ,fls ib'r u :trriiiq r0'v e. j IlrI ?TIq qI ?!JO1!)(i !) 1tILtTh rj I19'! QI bci liti:u h toriij Q\biG .h9t o qo ed aqi -IT .q Os r .iernib bnI- d ltcl 1iq cJ v'rc &k eqi' ni3 lu V IISM01h,al srbnl 3 iiir! tv3vi.i tid 116d: cj(j j&zjq £ cq .'rIr riwd sxxvdh r3 1rinrn cii & I vnciiessibqb 0.t n; vu b'iriibni .'niiccii stif bn s jrtu t;tjnira 01 r noii iaiq brij usl io mmi 8\! .s hsr'h 1 Iu: iihiib iq 1q9 . rribcj 3!inuDnq biuoq-t9 n..'? fhq rr o ro1101 9th wci1 i&E nfi I: uol !iui 119sm e.sfiq sqin i .noeib isrIi,. io qd 111MU iriiri3 ed a Or yd hv• iq qiq j!1 -)b 1cva la cL9ib BJI1 i itctk 3111 ol Iiq aq Inoiiib1.c ' i1'.'Nb In yiIdiVbh J1IJ ori bqj1v..nw bci Lbiuj31 sd Ifrr &;q !Dqie, thci iol 91m1 jr ih hrtt :tiqth 1tjU'91 2j.N.,o,1r,. gol Srwvib A , rT br1Lo 911! u10- 1 11nr1' rIirheh li;i1I 'ivi 'ol ;iIivoq b, ~Jesl S W zhir qq sr1JJ rhirw cij' ;bd e rIi ht Irk I E11404T C1A0 . . 1fS O W31 i ni#cic gn1!ie srR ?riiEc b .7t bro,vflrJbik'ii: qci It 11Iiq L 'iS .1 000.81 ot e,'rol bh d 1i6ti iq qq rbJ upq 1's,mOiisn G iiIio ,bj :iuthsi ?bn1.cr4 Q0O. wctd qrb n,ssq •u t ic uhdq mrr.iohn s iol o irl,w ard It .fl.i 1-4asl fcot brIG lwha,j of sid fli11a sftl co tui rpi 'ittooI i o\ri brfflóq 00013t ici ebtvowi cii tn9!t1W.ni !. ciibIiud 3(11 .s-?&n3 vdf yd b9nubsi 541. vsrn bio i 9(11 cicn hjAd shtft :cv riit.W r1iL'b qeii cii J.:1c 6rn U2i nL1b43j Qrl flr yb 4Ei13 fl bsr, bch d ucrk ciiJ di ,mx, eirij 61movie.Mm -ew 11iiii'o 1cau91 nvhci .9fWjiti IEflOthbb, bhioq o:t b.4aIJp9) Geotechnical Reinspection of Residence Page 14 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May 15, 2019 APPENDIX B FLOOR SLAB REPAIR RECOMMENDATIONS PRESSURIZED INJECTION OF CRACKS WITH EPDXY CEMENT Floor slab cracks, 1/32-inch to 1/16-inch wide, should be repaired by pressurized injection with epoxy cement. Floor slab cracks less than 1/32-inch wide should be surface sealed with epoxy cement. REBAR CRACK STITCHING Floor slab cracks more than 1/16-inch wide but less than 3/8-inch wide should be repaired by rebar crack stitching, whereby 2-foot lengths of No. 5 rebars are placed in 1 inch wide by 1-1/2- inch-deep slots saw cut across the crack at maximum spacings of 2 feet along the alignment of the crack, and epoxy cemented in place. The remainder of the crack should then be pressure injected or gravity filled with epoxy cement. SAW CUTTING OF CRACKS AND PARTIAL FLOOR SLAB REPLACEMENT Floor slab cracks more than 3/8-inch wide, or with a vertical crack displacement across the crack in excess of 1/8 inch, should be repaired by saw cutting on either side of the crack for a minimum total width of 3 feet, and replacing the saw-cut section with a new slab section. The new slab section should be at least 6 inches thick and reinforced with No. 4 rebars spaced at 12 inches on centers in two directions, and placed at mid-height in the slab. The new slab section should be doweled to the existing slab with epoxy cemented No. 4 rebars, spaced 12 inches apart horizontally, and extending at least 6 inches into the adjacent slab. New slab sections should be underlain by 4 inches of clean sand, with a 10-mil visqueen moisture barrier placed at mid height in the sand layer. TOTAL OR PARTIAL FLOOR SLAB REPLACEMENT Total or partial replacement of living area and garage floor slabs may be necessary if the slab cracking is extensive, the floor elevation difference is excessive, or if the house is releveled by jacking. Existing floor slabs should be saw-cut as close as possible to exterior and interior load- bearing footings. Martin R. Owen PE, GE Geotechnical Engineer t. 4JI to r ;nhiP t) .a *vt dn( flJfLVi. rbc :'tI 1. U S TAGMñOD ilAfl i$OOJ TM) Y(O4HT1W tDA1t) 10 I6T3!WB CiU22q .1 r1fl 'd b;q9 d bci' ri-ëiJ\L o canE\t aiI1 ;'xo 1jy %tu 3dFuci2 brit cbrn-E\I r?cU c(Aa ici in9rr. .ThifIJ VLT1)AIL) 1A8 yd bn6q91 oc bwe: obw !Dr-8V rri 'i ibid vblvi rbr,.J-Ulj!' iii .rorn dt o&-i -\! Ve obl,v cii . ni b9islq chii .ot4 to tool-. ynr4w r1on?ih i3u '!c.k. io trrniU t1i gruoc 3ot & 10 agnbsq2 iimixtrn Js ,boi orti nons IU3 vvu v04l,qh-r:n 'fluiq rib rtj bIork ori i it iir;n i11• .9D&q i beirs1ruoj y:oq DruG rnn .ir1 Art-irn9 '(xoq: r1w it.) bxij3,:ltfll Th3MDAjqiR e 2I300J! JAI Miiq Qt4A Yl3A!l'j 40 )!/111 WA .E ai ?Qt I ITIS fai ;CiD t' .r!ii':, zi .ibi':s ruDrs SkE. fo5dl '1tc; vlu dcL iooPl U ICY1 bE,t7 Sell to bi 19iiIE 1Wu3 wcr vd brq id btucidz cb: 8\1 10 a I; ?i1j 9riT no,n9z duz ':jOr notiia >w& such sqn tjr tcu ,3tjjw lopi Jtiirn 91 li, o6cj2 16d'n It o4 thivi bqwW5, bm *irt etni3nia ) ri bLort usbiz csde wtn riouJ dI v/5ri rT AWq oth at r -'m Is bsiq br ,er ftuib owl ru iry r'o rbru ; rbn t b.';q? fl6d9! • .oi1 b9Sfl'3m' \'Uq9 thiW d2 ,rJlx rft 0 wob DC tDLIO1k iOzb5 d!z wt4 .dk 1nih 01 o!!': Age,:)qi a lawjl nth6ix9 1c yH6;f1ci1o0 ts.!Don.fq t 'd oiuiaom n90!JpzlV 11m,01. s i-'Iiw brtu itb to rn A yd nimc tid 1)6,02 bnt7z 90 rd. iu.n him T0ft13AJt UA i00J1 JAI VIM ) IATC)T . Th rini Vysa2913ru gtj yr rridr)a 'ocP qprjGS brus &it t3riv1 k ir rn9:GLu Isa Eq #o CQT yd oLtv91'n el LOc sol It ,o .turuvThb ncIsvu oó1 r! nx, ?4 gnil.wna -bcit .'uVij Ch411.cr, Ol sidid2lIq a Q aui&a 1001 fl'?3 CMjt y'%1n3d u) "aS JtV,0 .51 Mh Geotechnical Reinspection of Residence Page 15 2411 Jacaranda Avenue Job No. 140417R Carlsbad, CA 92009 May IS, 2019 Replacement floor slabs should extend continuously beneath interior, non-bearing walls. Interior, non-bearing walls should be temporarily supported on concrete blocks or short, steel pipes. Replacement floor slabs should be at least 6 inches thick and reinforced with No. 4 rebars spaced at 12 inches on centers in two directions, and placed at mid-height in the slab. Replacement slabs should be doweled to adjacent, existing footings and floor slabs with epoxy cemented No. 4 rebars, spaced 12 inches apart horizontally, and extending at least 6 inches into the existing footing or floor slab. Replacement slabs should be underlain by 4 inches of clean sand, with a 10-mil visqueen moisture barrier placed at mid height in the sand layer. ADDITIONAL RECOMMENDATIONS EXTERIOR SLABS New, exterior slabs should be at least 5 inches thick and reinforced with No. 4 rebars spaced at 18 inches on centers in two directions and placed at mid-height in the slab. REPAIR OF FOOTING CRACKS Footing cracks to approximately 1/8-inch wide should be repaired by pressurized injection with epoxy cement. Wider footing cracks will require special foundation repairs (provided separately). CONCRETE STRENGTH AND CURING To minimize the potential for floor and exterior slab shrinkage cracking, it is recommended (but optional, since this may require special inspection) that new slab concrete have a minimum strength of 3,000 psi. Concrete should be poured with a maximum slump of 4 inches. New concrete slabs should be maintained in a moist condition by light sprinkling for the first 48 hours after construction, to aid the curing process. Some shrinkage cracking is possible. Martin R. Owen PE, GE Geotechnical Engineer Zr 't"bJi!th iivq q$(.1it:i1ip&) .zrEw n'.d-ron iot,in d;trn d V!j,Jrt1flO) bCiX' iuorh z& ooli ims. !•i' rior1 o a'ic n inrqi y 1oqrn J iJOd flrw 1h9d rcn ioh,;JnI di! rtw b ortr rc 4ii e$ciI 3 ir I is A biucc!t da oci •2-t ig t uiJ'1 tr;i ; hi tith owi ru ?i ru. IG j'o 11vi ?dc 1nQ! his toc rsi i; nfl Oli)&W&)edjl:jQ ~dlsfp.me&k olrd {,ruI ' i'ii bnt .Inssic,r 3i:' 3b11 £1 bsq i'n t. .o4 !e' n..gb to ?D't)1I 4 vd I1ftL rJ I)UQfl?.d& ru1i rq'i Io!i 10 6,14001 rilix' t? bila t3111 rti j4dai5d bin; fl; bs1q t' d ft ;Vp!v In•L (IJ.. afl? OfflXJf 1&i Ofl3Y3 JS hqi d91 I ON ruii'J bjuiri jf;.i l dl.'.r1)r'i a jIj h.o.ode Wr.4. 1Q'j* jj uiIr .i11 ,i j ; bicIq bru rctbnib owl nil 1ln no rtlnii 8t MD i;icth; 10 fli.c31 : dflw noiix4d b9Iu! ;q 'd bisc, M !,Aoode shm rbri-i\.i y irnivoiqqc o hb3vouq) iqi nui6bruucI iq itupei Riw nstóp LW •iri ycoq (l(itq2 £fl'U4lJ Q1IS. iTM3T 34j • Iwi) tbnqrnmot 0 ji isliiiirfr thi OII1Xt bos iou ,r,! c:1rviuç n1 rnfrurrt ol tnurn'nicn b ewrid qtn.3noj dsI 1u4i (floinaqvi ;chq? 1IIip1 vtrn .1r1 pi Lrqi wY'l cY :jrmit' iUinixtr j ci.hi ett;oq hntrI q UO.E o 1-3ruTlt. 1n? 3nf 3nIN1nq nli nobb'oD liorn ii rd 9d bfuodz ic4sl .ildka j s&ir •mua ,o'c nnui d• bn j jt i"d