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Home My WebLink About1935 Camino Vida Roble; ; CBC2017-0187; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 05/22/2017 Commercial Permit Permit No: CBC2017-0187 www.carlsbadca.gov Job Address:1935 Camino Vida Roble Permit Type:BLDG-Commercial Work Class:Repair Status:Closed -Finaled Parcel No:2120921800 Lot It:Applied:04/21/2017 Valuation:$40,000.00 Reference tt:Issued:05/09/2017 Occupancy Group:Construction Type:Finaled: tt Dwelling Units:Bathrooms:Inspector:AKrog Bedrooms:Orig. Plan Check it: Plan Check #: Project Title: Description:SPERRY:FOUNDATION REPAIR USING PIER JACKS TO LEVEL NORTHWEST CORNER OF BUILDING (PEORMIT IS FOR DOCUMENTATION PURPOSES AND DOES NOT GAURANTEE A FIX) Owner:Contractor: S V N CARLSBAD LLC EMPIRE CONSTRUCTION 18881 Von Karman Ave, 800 1570 E Edinger, A IRVINE, CA 92612 SANTA ANA, CA 92705 BUILDING PERMIT FEE $2000+$342.00 BUILDING PLAN CHECK FEE (BLDG)$239.40 5B1473 BUILDING STANDARDS FEE $2.00 STRONG MOTION-COMMERCIAL $11.20 SWPPP INSPECTION FEE TIER 1 -Medium BLDG $232.00 SWPPP PLAN REVIEW FEE TIER 1 -MEDIUM $55.00 Total Fees:$881.60 Total Payments To Date:$881.60 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. imirmsrm. , 1 HE ha-WINING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE:PLANNING 0 ENGINEERING UILDING 0 FIRE 0 HEALTH 0 HAZMAT/APCD Building Permit Application Plan Check No. ChiC01 - 1_7 iri AFC City Of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 1 0 OK 60 Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit a3ctCarlsbademail: building@carlsbadca.gov .'40 www.carlsbadca.gov •Date 4 /al iii JOB ADDRESS 19.33 Gin L.. SUITE#/SPACE#/UNIT#APN i int)VIIda -_ CT/PROJECT #LOT#PHASE##OF U SKVBEDROOMS #BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK:Include Square Feet of Affected Area(s) LA corner or.b).161j L.6.i ?..or jc 40 kvel lourvlaffion .4A- 101000 EXISTING USE PROPOSED USE GARAGE (SF)' PATIOS (SF)DECKS (SF)FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YESD NOE3 YES ONO 0 YES oN00 APPLICANT NAME _. -z:PROPERTY OWNER elyPrimary Contact r...-inp ft Ca4.61-NCildn ADDRESS ADDRESS 1570 5.Ed :Ayr-?.kg..(int %SI VOA lloirruin Ave ,64 .6 I-Itir.CITY TATE -ZIA CITY STATE ZIP• (Ct.&Aha-PHON FAX Ca 9a7o5 PHO ...4 -vile 0 F LA %—1240 'N i (.0.''.5. EMAIL t EMAIL I tarry The GCencdp..cowl ii.Sility. Jmne()cSperveilvi,(AM DESIGN PROFESMONAL Doe CONTRACTOR BUS. NAMEE. ay r-516neer;brli Cofts-6(.Ten ADDRESS ADDRESS .1570 t E. tolimer un:4. CITY STATE ZIP VTATEIZIP CITY3ot*Aiv.%.at ala 763 PHONE FAX8582IZi•67 1,3 F/3-5 8 .LIS I 1 Q2 .3 g3 PHONrotp 83a. 7.7mEMAILEMAIL\-- a 1 arty IYIECeri.Cre..CtriSTATE LIC. #STATE LIC.#CgAsS CITY BU . LIC.#/4..3J-1Y-1.5 73`7 02 3 te (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 issyan e,Iso requires theapplicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of theBusiness 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 acivil penalty of not more than five hundred dollars ($500)). ir-WORKERS'COMPENSATION ..iri.WOM a.i ii: Workers' Compensation Declaration:I hereby affirm under penalty of perjury one of the following declarations:0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1SLhave and will maintain workers'pensation, as required by Section 3700 of the Labor Code, for the performance/ of the work for which tbis_permit is issued. My workers' compensation insuranA carrier and policynumber are: Insurance Co.(Dn i rii--Unclervur.;Policy No.1C C1803118 Expiration Date ....0 ''I•I 0 This section need not be completed if the permit is for one hundred dollars ($100)s.0 Certificate of Exemption:I certify that in the performance of the work for which this permit is issued,I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California.WARNING: Failure to secure work.'compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8100,000), in addition to the cost of compensation da '..provi.-.forin Se '.n 3706 of the Labor code, interest and attorney's fees. 41.9..akc CONTRACTOR SIGNATURE..0 AGENT DATE 2-„.,11.11 „......„,...,.,...OWNER -BIDER DECLARATION ;10 " I hereby affirm that I am exempt from Contractors License Law for the following reason: I,as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale.If,however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).EiI,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 Contractors License Law). ElI am exempt under Section Business and Professions Code for this reason: 1.I personally plan to provide the major labor and materials for construction of the proposed property improvement.ElYes OW 2.I (have/have not) signed an application for a building permit for the proposed work. 3.I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name /address / phone /contractors' license number): 5.I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone I type of work): tiennetnerrry AUtinleD ClaMATIIDF nAGENT DATE M.1.1.100.1111.1 i . - c a w.e LETE THIS SECTION.FOR NON -RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business Ian, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the j Preey-Tanner Hazardous Substance Account Act?El Yes V No Isthe applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?0 Yes XNoIsthe facility to be constructed within 1,000 feet of the outer boundary of a school site?0 Yes NqNo 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. Mr'ilWif tiMill' illiergiTrig DING 71!AGENCYV6.1%:21.8 •Mia.1.-.411Uffm edldrA AaMiNiEllin 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). Lenders Name Lenders Address 'Tr TrAPPLICANT CERTIFICATION I certify thatI have read the application and state that the above information is correct and that the information on the plans isaccurate.Iagree 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.IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building I 'ial 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 build''lor work authorized by such permit is suspended or abandoned at any time after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). ...leAPPLICANT'S SIGNATURE AD ii3h6t----DATE Li z •17- ,./., I STOP STOP:THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buildingecarlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#:(Office Use Only) 'CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS I71 PICK UP:0 CONTACT (Listed above)o OCCUPANT (Listed above) o CONTRACTOR (On P.1) O ASSOCIATED CB#0 MAIL TO:o CONTACT (Listed above)o OCCUPANT (Listed above) o CONTRACTOR (On Pg. 1)o NO CHANGE IN USE /NO CONSTRUCTION 0 MAIL/FAX TO OTHER:o CHANGE OF USE /NO CONSTRUCTION AKAPPLICANT'S SIGNATURE DATE Je BLDG-Commercial Application Date:04/21/2017 Owner S V N CARLSBAD LLC Wi iass Repair issue Date:05/09/2017 Subdivision:CARLSBAD TCT#81-46 UNIT#01 Stash s Closed -Fineled Expiration Date:11/20/2017 Address:1935 Camino Vida Roble Carlsbad, CA 92008 IVR Number:3305 Scheduled Actual Date Start Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection Complete 05/10/2017 05/10/2017 BLDG-SW-Pre-Con 022837-2017 Passed Andy Krogh Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/17/2017 05/17/2017 BLDG-31 023475-2017 Passed Andy Krogh Complete Underground/Condu it -Wiring Checklist !tern COMMENTS Passed BLDG-Building Deficiency No 05/18/2017 05/18/2017 BLDG-11 023688-2017 Passed Andy Krogh Complete Foundation/Ftg/Pier s (Rebar) Choct!-t COMMENTS Passed BLDG-Building Deficiency Partial Yes 05/19/2017 05/19/2017 BLDG-11 023837-2017 Withdrawn Andy Krogh Reinspection Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/22/2017 05/22/2017 BLDG-11 024032-2017 Passed Andy Krogh Complete Foundation/Ftg/Pier s (Rebar) Checklist item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 024137-2017 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Yes 1111„99 91197 -SWL Pitkirli 2026 Andrea Avenue Torrance, CA90501COSPECIALINSPECTIONANDREiiitipiOPY•Office/Mobile: 310. 489.9178 GEO TECH SERVICES .......4 Email: swIstacylenz@sbcgktalmet Serving ail your special inspection needs Veteran Owned In the Greater LA.Basin Job No.REGISTERED INSPECTOR'S DAILY REPORT 1iskayiyol rine 1 .1 zschoccal REQUIREDL ti Reinforced Concrete 0 Post Tensioned Concrete0fteInforted, Masan% 0 StnAlural Steel Assembly CI Piro Proofing 0 Asp_haft eit- folify Control lierPoxY0Ojher I Job Address '.19301.5^Ccite‘..4.0.1)1-‘1 i etc...K 0\ott.c'''c'''64s644Job Nam*Permit No [iesued 8CeLe44 TM=of Structure affa Architect Materild Description BYPc Vs*"um.).1.,,,..t L..k_.4 frifiZgai°....r,,... .4.-balailimAleaari. elfilib) 4 •# . •s..t Contractort5atiner it to \z.Subcontractor Nit*,________,.......__a 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,MASER.TYPE & WENT. NO'SOF TEST SAMPLESTAKEIt STRUCK CONNECTIONS (MELD MADE H.T. BOLTS TORQUED) CHECKED: ETC. VeriQ plig.cad brulek-CoOpli ILLALk ten..givSkaiteio 4‘0N0A-Mew frtstiwi YYVtioNdetnauttel tItilLicak 164.fe..i fir ...a„..A..:‘...viek....0....- ,4.a ins ore tit.cu. ..1_1.i5.kg.L.A3tW%**We.Affeateareci fialtA_.Oft.wietk kotv..ar influeusiteei tiltsubind eicee.cb4.6 Au.fit4atiolt6t.?rep:we 1...b QLitt OA 44AC falaPes..VICIA.fkAti. -VeA tintli rut IkalL6 alt.4.talkie. PeAA*.i ts.1)W1 ii6VA frifAiod nti .. Q tua Atiitoet) ix. to%al ..peri.ne*166 ilie .itio Jai lout .1.4.-.poliktp4 whee 4.411414.0.mu.-Ai4.c.......„.„). iv he ..lacidest-ha-LAid. .kc\.s arvart.feefirasi 4 rteieb Relae 4.c)?i*fe tAbliattizilewt-ILDg.g%tie Aiftwi clArtin tb..la lock g A /ad frftyhre4.( 5 -ilii . ---tei-r1 ._ cowry commix lerrercaarverrn crry aNEWIDAPP PLAN & SPSCS g oatnErJPREVIous tsitFoarchmount -... :.„a:. CHECKLIST commas am NEXT PAOR 1:3 MO!I or CERTIFICATION OF COMPLIANCE iFEEBY ilcmTtrfollgi WaMla CIF MY leit TIME PI TIME OW teaHOURS 0.11EXINE SAMPLES saw-••i t 12...1 AP i Ism - AVManeVens baked 49 illiNktiMUNttii11111N11N;Niowe 4 Rm. 0s Itote CMAIMUM. AN Inspatvans Moth* War*12:110 p.rn. crud running post W.._-Ai"MO p.m.*II be charged a $ later minimum. TWO OF REGISTERED NSi R 514131.446..—.......epotoidby SPECIALIY NO hainthplONNONINI ' riallmimmuirm • A - • Sill 11 Resistance Pier installation Log',-,,E;....•-.' 1 •-..'•':• JOB NAME:,irl.JOB NUMBER: INSTALLER:PIER LOG #:/OF 3 DATE: Cylinder Effective Area Drive Cylinder Effective Area:Red Ram -9.62 Sq. In,Grey Ram -14.18 Lifting Jack:5.15 Sq. In. SECTION LENGTH .7.3'-_ PIER #I PIER #Z.PIER #3 PIER #/PIER #3— SECTION PSI SECTION PSI SECTION PSI SECTION PSI SECTION PSI 1 .2.„400 1 .2406 1 2.50)1 71 00 1 ,..pqr.) 2 i (S-21.2 ,j 700 2 ,400 2 ,/(41M)2 /0r 3 2644 3 ,i Ari0 3 ((,t CYO 3 Mn)3 1(04.1b , 4 1901 4 407),4 le0C 4 /fat 4 ileio 5 2300 5 ,1"0 5 :›Oue _5 j9W-f)5 ieCt 6 606 6 if OM 6 1400 6 ,I1C0 0 6 ii;Cfee 7 7 7 7 7 , 8 8 8 8 8-- 9 9 9 .9 9 10 10 10 10 10 11 11 11 11 11 12 12 12 12 12,. 13 13 13 13 13 14 14 14 14 14 15 15 15 15 15-. 16 16 16 -16 16 17 17 17 17 17 18 18 18 18 18 19 19 19 19 19 .''20 20 20 20 20 21 21 21 ,.,21 I.-21 Depth Depth Depth Depth 0 Depth Below Below (c Below 'r Below Below e1' Grade J Grade Grade Grade Grade,Total Pier Total Pier %,Total Pier .7 a./Tel Pier I ,Total Pier 1 xLengthi'''Length , f.Length Last Pier 1,'Last Pier .,Last Pier tr Ilest Pier t-Last Pier cLength-1 Length Length ,Length Total Pier )7.Total Pier et TotdseloPthler t.'Total Pier Total Pier e Depth 'f Depth Depth Depth .,. Vitt i . Resistance Pier Installation LogLi:c.it:._:.,:,t:-•L.:- JOB NAME:1„.4./dxg.c!JOB NUMBER: INSTALLER:PIER LOG #:Z.—OF 3 DATE: Cylinder Effective Area Drive Cylinder Effective Area:Red Ram -9.62 Sq. In,Grey Ram -14.18 Lifting Jack:5.15 Sq. In. SECTION LENGTH =3' PIER #(p PIER #1 PIER #FS'PIER #I PIER #tO SECTION PSI SECTION PSI SECTION PSI SECTION PSI SECTION PSI 1 2.3(76-1 Z/o 1 "l/'O°1 )1a.1 5#oo 2 /6-610 2 &V 2 /700 2 /STD 2 14'4)0 3 2003 /Sail.f)3 i 7411 3 2.aoo 3 /5-61) 4 1900 4 /706 4 ,/gob ,4 fiC0 4 /54C 5 23C0 5 Zc'.00.5 ZicT.5 2360 5 Cyr 6 4(336 6 24.00 6 4.64)6 44900 6 1400-0 7 7 37.1)-0 7 7 7 8 8 chXYD 8 8 8 9 9 9 9 9 10 10 10 10 10 11 11 11 11 11 12 12 12 12 12 13 13 13 13 13 14 14 14 14 ,14 )1 15 15 15 15 15 16 16 16 16 16 17 17 17 17 17 18 18 18 18 ,18 19 19 19 19 19 20 20 20 20 ,20 21 21 21 , 21 21 fDepth ' Depth Depth Depth Depth Below C--.Below 5- Below 5 r Below ---Below Grade Grade Grade Grade Grade Total Pier 7 z i Total Pier .7 3.4 r Total Pier _,,.,i Total Pier .....Total Pier Length `---Length.t -Length I-4-Length Length -• Last Pier 'i Last Pier 7 I Last Pier 2 LtestngPitehr _Lest Pier -, Lerlilth -'Length -I Length -1Length TotalPier-)-7 1 Total Pier 33 1 Torrelnor .2.7.- Toirel3thier —Total Pier __ Depth .r-f ..,Depth ImMrommeor.....I NMI ' 6 . L'Resistance Pier Installation Log JOB NAME:adrAci JOB NUMBER: INSTALLER:PIER LOG #:3 oF3 DATE: Cylinder Effective Area Drive Cylinder Effective Area:Red Ram -9.62 Sq. In,Grey Ram -14.18 Lifting Jack:5.15 Sq. In. SECTION LENGTH :3' ,, PIER #i j PIER #PIER #PIER #PIER # SECTION P81 SECTION PSI SECTION PSI SECTION PSI SECTION PSI 1 1-44(2)1 1 1 i 2 1700 2 2 2 2 3 /700 3 3 3 3, 4 /500 4 4 4 4 5 2-216 5 5 5 5 6 LIXO 6 6 6 6 7 7 7 7 7— 8 8 8 8 8,. 9 9 9 9,9 10 10 10 10 10 11 11 11 If 11•,. 12 12 12 12 12 13 13 13 13 13..,..• 14 14 14 14 1 14 15 15 15 15 15 16 16 16 r 16 16 17 17 17 17 17 18 18 18 18 18r. 19 19 19 19 19 20 20 20 20 20 , 21 21 21 ' 21 21 Depth .Depth Depth Depth Depth Below 3-Below Below Below Below Grade Grade Grade Grade ..,Grade Total Pier 2.S .Total Pier Total Pier Total Pier Total Pier Length Length Length Length Length , Last Pier 7 'Last Pier Last Pier Last Pier Last Pier Length Length Length Length Length Total Pier -,7/Total Pier Total Pier Total Pier Total Pier Depth _`'' f _Depth Depth Depth _Depth . EsGil Corporation In Partnership with Governmentfor Building Safety DATE:5/3/2017 D APPLICANT JURIS. JURISDICTION:City of Carlsbad PLAN REVIEWER FILE PLAN CHECK NO.:CBC2017-0187 SET:I PROJECT ADDRESS:1935 Camino Vida Roble PROJECT NAME:Foundation Repair for Industrial Building Transmitted herewith are plans for proposed foundation repairs, to attempt to mitigate continued settlement of the existing foundation and to further prevent resulting structural damage. Esgil Corporation cannot offer any guarantees that the proposed system will resolve the present problems, nor should the City offer such representation.However, acceptance of the proposed remedies may result in an enhanced foundation support system from the current situation. At the time of permit issuance, the following should be noted on the plans:"Prior to the City building inspector approving final inspection, the responsible design professional shall notify the building official, in writing, that the proposed foundation repairs have been installed in accordance with the design". Sincerely, ESGI '114 -PORi TION OF v7 By:il":".ari5 9320 Chesapeake Drive, Suite 208 •San Diego, California 92123 •(858) 560-1468 •Fax (858) 560-1576 1111111111111MNIN (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION:City of Carlsbad PLAN CHECK NO.:CBC2017-0187 PREPARED BY: David Yao DATE:5/3/2017 BUILDING ADDRESS:1935 Camino Vida Roble BUILDING OCCUPANCY: BUILDING AREA Valuation Reg.VALUE ($) PORTION (Sq. Ft.)Multiplier Mod. foundation repair per city 40,000 Air Conditioning Fire Sprinklers TOTAL VALUE 40,000 Jurisdiction Code cb By Ordinance $342.49 Bldg. Permit Fee by Ordinance V' Plan Check Fee by Ordinance 1r $222.62 Type of Review:E Complete Review 111 Structural Only Repetitive Fee El Other Repeats Hourly Hr. @ * EsGil Fee $191.79 Comments: Sheet 1 of 1 macvalue.doc + STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CB Cao 1 7-01 a7 E-29 SW STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Evelon Control Sedment Caved BMPs Traddng Non-Storm Water Waste Management and Materials 1.ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE BMPs Control BMPs Management BMPs Polution Control BMPa AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATIONS OFEROSIONAND SEDIMENT CONTROL BMPs WHEN RAIN 5 5 -7. IS EMINENT.fil - g =-•-o.a g5f.f 12_i §g 2.THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION m 0. -2 S I toz I i cli. c •... . Er t•-5 1 6 w g a ss4.i —"NCONTROLDEVICESTOWORKINGORDERTOTHESATISFACTIONBest Management Raabe&4 .F. ° 17 ._g-s.-a S....ii.a §geiOFTHECITYINSPECTORAFTEREACHRUN-OFF PRODUCING (BMP) Description —3 1 -a ILn.s ,,-g m a I...co Ec-=.-lo 2 .t'0 M i'33 cn ol ci .2 li....-8 >•°§5 5 °...-_s!0 g 8 E In,E RAINFALL.-'2 .2 0+.2 ,y,o ce .., E 0 -.id Is I Q cm=2 .A °'T.' 72-as-6 cr.-.2 En m 8.2 -s .E'.u-g -6 t 'V El 7.1 %-0 kyr;gg 1 m =irk .t..-ma p:g b cy 3.THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION S g a gi gi g 3 3 t 3 ei-.i A er.g:rg eai ka7 E. &c2 ->g 4e.-;3 A 76, -A A15 l'A 4 CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY _ INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASQA DedgnatIon --->n as Of .-el ./-vl <0 n ro 1:-'-'C.1 I I I 'T 7IIII I I I 7 I 7 7 7 T 7 T ?"r T T T UNFORESEEN CIRCUMSTANCES *UCH MAY ARISE.(La'ili .`.'.'al bi M Di IN iti M IN bi K ff II)U1 VI CI)i i I I I IzzzzConstmcbon Adivity __ 4.ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE Grading/Soil Disturbance __-. AT THE END OF EACH WORKING DAY WHEN THE FIVE (5)Trenching/Excavation ::)‹..._-. DAY RAIN PROBABIUTY FORECAST EXCEEDS FORTY PECENT Stockpiling (40%).SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER Drilling/BorIna ' EACH RAINFALL Concrete/AsphaltSawcutting '. _ 5.ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM Concrete Flatwork .__- AGGREGATE. Paving ---. Conduit/Pipe Installation 6.ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER Stucco star Work PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST Waste Disposal .- BE INSTALLED AND MAINTAINED.StagIng/Lay Down Area . Equipment Maintenance and Fueling --._-_ 7.THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER Hazardous Substance Use/Storage _.___ THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED DewaterIng .__ TO ENSURE COMPUANCE WITH CITY STORM WATER QUALITY Site Access Across Dirt _- REGULATIONS.Other (list): Instructions: 1.Check the box to the left of all applicable construction activity (first column)expected to occur during construction. 2.Located along the top of the BMP Table is a list of BMP's with it's corresponding California Storrnwater Quality Association (CASQA)designation number.Choose one or more BMPs you intend to use during construction from the list.Check the box where the chosen activity row intersects with the BMP column. 3.Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST:(1)IMPLEMENT .1ildgyAGEMENT PRA TI S Slio STRUCTI on-PROJECT INFORMATIONsane THE MOBILIZATION OF TANTS SUCH AS SEDIMEN AND TO Site Address:I q3-5- Volt."Cos,,,,,,n„minoi1:.11e.AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE RELATED POLLUTANTS;AND (2)ADHERE TO,AND AT ALL TIMES,ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN.Assessors Parcel Number:-.041,04-110.6 IVA/ COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES EROSION CONTROL PLAN.Emergency Cone'1 UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED Noma -rdiez.. BY CITY OF CAR. 24 Hour Phone 7W -2.413'0477004(.0 ez. Ets 'S GET NAME (PRINT) c--5'9*/ 7 Construction Threat to Storm Water Quality (Check Box) IVTIER OIWIERSIGaME (SIGNATURE)DATE 0 MEDIUM 0 LOW E-29 Page 1 of 1 REV 02/16 DeBerry Engineering Associates Project:1930 Camino Vida Roble Job #:By:WJD Date: April 17 2017 Page:1 of 5 Phone (858) 451-0713, Fax (858) 451-2783 STRUCTURAL CALCULATIONS Project:1930 Camino Vida Roble Carlsbad, California Client:Empire Construction Subject:Foundation Stabiliation Calculations Calculated By:William DeBerry **- 111111;10•1' SOILS REPORT SOUTH COAST GEOTECHNICAL SERVICE 24632 SAN JUAN AVE SUITE 100 DANA POINT, CA 92629 949-388-7711 kkqREPORTNO1180-03 7te.642DESIGN CRITERIA (S .4) ExproeF .4u1T7/Governing Code:2016 California Building Code •cz /C •.'" 6›.4Steel:ASTM A-36 1.6 OF Concrete fc =3000 psi CBC2017-0187 Epoxy Adhesive:Simpson SET XP, ICC ESR #2508 1935 CAMINO VIDA ROBLESPERRYFOUNDATION REPAIR USING PIER JACKS TO LEVEL NORTHWEST CORNER OF BUILDING (PEORMIT IS FOR DOCUMENTATION PURPOSES AND DOES NOTGAURANTEE A FIX) 2120921800 4/21/2017 CBC2017-0187 DeBerry Engineering Associates Project:1930 Camino Vida Roble Job #:By:WJD Date:April 17 2017 Page:2 of 5 Phone (858) 451-0327, Fax (858) 451-2783 ROOF Dead Load (psf): Roof Covering 4 Framing 4.5 Total Dead Load 8.5 Ceiling Load (psf): Drywall 2 Insulation 1.5 Other (Mech, Elec, etc.)0.5 4 Total Roof Dead Load 12.5 Roof Live Load 20 Total Roof Load (psf)32.5 EXTERIOR WALL Concrete Tilt-up 96.7 Drywall 2 Total Wall Dead Load (psf)98.7 Concrete tilt up wt psf 96.7 psf 8" thick Reinforced Conc BEAM FROM EXISTING CONTINOUS FOOTING=DL+LL= DeBerry Engineering Associates Project:1930 Camino Vida Roble Job #:By:WJD Date:April 17 2C Page:3 of 5 Phone (858) 451-0327, Fax (858) 451-2783 LOADS BEAM SPAN (ft)FLR TRIG.RF TRIM WALL FLOOR FLOOR LL ROOF DL ROOF LL WALL DL TOTAL DL TOTAL LL LENGTH LENGTH (ft)TRIG.DL (psft (pat)(PO (Psi)(Pat)OW Obtft) (ft)HEIGHT (ft) Load to footing 25.00 28 13.5 40 12.5 20 99 2,763 500 Load on Pier (DL + LL x 6 =19576 lb MIMI DeBerry Engineering Associates Project:1930 Camino Vida Roble Job #:By:WJD Date:April 17 201 Page:4 of 5 Phone (858) 451-0327, Fax (858) 451-2783 228'-0" 72'-0"156' -0" PREVIOUS WORK 2013 i LOCATION OF WORK r- _ _ ti-fti -0 o 0itI /SE.ICV7IND F 0 R __11' E "1? ., CI 0 0 _=I . I 1 I IAN § I rliii0 i:ocv-M 0 0 d d LP fli) bco L Pier Layout DeBerry Engineering Associates Project:1930 Camino Vida Roble Job #:By: Date:April 17 2017 Page:5 of 5 Phone (858) 451-0713, Fax (858) 451-2783 Design Data Pier System 2.875 in dia Vertical Load to Pier 22.18 K Minimum Install depth 15 ft Unbraced Length 0.5 ft Eccentricity e 4.25 in Conc to Stl coefficient of friction 0.45 Friction FOS 2.00 Normal surface force 11.09 k Design Load 22.18 k Moment (ecc)94.27 in-k Sleeve Data Sleeve Length 48 in Sleeve OD 3.434 in Wall Thickness 0.183 in r 1.151 in2 A 1.871 in2 S 1.444 ins Z 1.938 ins I 2.48 Ina E 29000 ksi Fy 50 ksi Pier Data Design Tube OD 2.88 in Design Wall thickness 0.17 in k=2.1 r=0.951 in A=1.31 in2 c=1.41 in S=0.85 in3 Z=1.14 in3 I=1.22 in4 E=29600.00 ksi Fy=50.00 ksi 546.36 Pier Results kl/r 2.69 OK AISC 360-16 Fe=1630.00 ksi Fcr=49.36 ksi Pn=56.60 ksi FOS comp 0 1.67 Allow Ax Comp Str 33.90 ksi Actual Axial Comp Str Dem 20.30 ksi OK D/tpier 20.80 OK <.45E/Fy Mn 146.00 Kip-in Flex FOS fib 1.67 Allow Flexural Strength Mn/Qb 87.40 Kip-in ActualFlexural Demand Mn 21.8 Kip-in Combined Axial and Flexural Check 0.48 OK 24632 San Juan Avenue oh South Coast Geotechnical Suite 100 ,Dana Point, CA 92629 Services Phone:949-374-4100 Fax:949-388-7711 Email:carl@scgeo.com January 9, 2017 Project No:1180-03 Mr. Larry Martinez Empire Construction 1570 E.Edinger Avenue,'E'1;',711-f Suite A v Santa Ana, CA 92705 APR 9 / 20/7C/ry. Project:Remedial Foundation Repair #2 kat1935 Camino Vida Roble L'/Ain S13LI DI OS b Carlsbad, California /0A/ Legal Description:Tract 81-46, Lot 4, City of Carlsbad, California ,;ore Reference:1) South Coast Geotechnical Services, May 28, 2013; Remedial Foundation Repair, 1935 Vida Roble, Carlsbad, California, report dated May 28, 2013 2) As Built Grading Plan, Rick Engineering, dated March 12, 1990 Subject:Limited Geotechnical Report for Proposed Remedial Foundation Repair at Northwest Corner of Industrial Building,1935 Vida Roble, Carlsbad, Californi South Coast Geotechnical Services (SCGS) has been retained to prepare this limited geotechnical report to address distress to the northwest corner of the structure at the subject site that has reportedly exhibited distress.Prior underpinning work addressing other portions of the building was accomplished in 2013 (Reference 1).Figure 1,Site Vicinity Map shows the property in relation to the immediate surrounding area.Currently,a portion of the northwesterly corner of subject building extending approximately 20 feet in an easterly direction has been impacted by settlement of foundation elements.This report addresses current site conditions and provides recommendations for underpinning the exterior foundation elements in the identified area.Figure 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 Reference 2 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 structure slightly elevated above street grade on a previously graded pad.Asphalt paving surrounds the building with planter areas located between the pavement and the exterior walls of the building. Planter areas are irrigated with sprinklers that are located adjacent to the building structure. A\AI 41 "Art...11 1 January 9, 2017 Project No.1180-03 According to grading plans prepared by Rick Engineering.the northwesterly portion of the property is cut. while the remainder of the property is fill.A filled drainage swale, that trends southerly, is located near the westerly side ofthe property.A subdrain is depicted along the bottom of this swale. Field Exploration One boring was excavated at the approximate location depicted on Figure 2 utilizing a tripod rig with 8 inch diameter solid stem augers.In addition,one hand dug test pit was excavated adjacent to the building wall to determine the depth of the footing below existing grade.The test pit revealed a fabric-wrapped gravel-filled "burrito drain"adjacent to the foundation at a depth of approximately 16 inches.The outlet condition for the subdrain was not obvious and the purpose of this "subdrain" is unknown.However,it is inferred that water from landscape irrigation and unoff has accumulated in this drain and leached into the building support soils.As exposed in the boring, loose fill was encountered to an approximate depth of 18 inches at which level the fill was found to be in a medium dense (firm) condition and moist to damp.At 71/4 feet sandstone bedrock was encountered.The bedrock was found to be very dense and is considered suitable for support of the proposed underpinning elements.No freestanding groundwater was encountered to the depth explored.Groundwater is not anticipated to be a factor or construction constraint at this site,provided the recommendations contained herein are implemented during design and construction. Laboratory Testing Samples were reviewed along with the field log to select those that would be analyzed further. Those selected for laboratory testing include soils that would be deemed to be within the influence of the structure.Test results 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: In -situ Moisture Content and Unit Dry Weight for the ring samples. Consolidation and hydro-consolidation potential of the soil to evaluate compressibility. Expansion index tests to evaluate the expansive nature of the soil.The samples were surcharged under 144 pounds per square foot at moisture content of near 50% saturation.Samples were then submerged in water for 24 hours and the amount of expansion was recorded with a dial indicator. Chemical Analyses Soluble Sulfates to evaluate the potential adverse effects of the soil on concrete,in accordance with Table 4.2.1 of ACI 318-08. Moisture-Density determinations were made in accordance with ASTM standards. Maximum Density-Optimum Moisture Determinations in accordance with ASTM 1557-07. Recommendations for Foundation Underpinning General:Those portions of the existing foundation that have been affected by settlement should be underpinned into approved dense bedrock.The underpinning may be accomplished by using hydraulically driven steel tube sections (push piers) with steel foundation brackets to transfer structural 2 January 9, 2017 Project No.1180-03 loads to competent earth materials at depth.Actual design of the underpinning, spacing, and structural ties to the existing structural elements is the responsibility of the Structural Engineer.A representative of this office should observe the installation ofthe piers. The property owner should recognize and accept that the use of existing foundations in conjunction with new structural elements may result in differential performance 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 for anticipated new conditions,it should be understood that the foundation conditions for existing elements contain some degree of uncertainty. Allowable bearing pressures are given below for foundations bearing into approved bedrock.An allowable vertical earth pressure of 4000 psf for the underlying bedrock may be used in design. An allowable lateral bearing of 400 psf and a coefficient of friction of 0.35 may also be used in design for bedrock conditions. Support locations of the pipe piles should be spaced along the exterior foundation elements 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 structural engineer based on the distribution of building loads and the structural capacity of existing elements.The structural engineer should evaluate the exterior wall for lateral deflection.If significant lateral movement is detected that affects the structural integrity of the wall then helical pier tiebacks may be utilized in conjunction with the push piers. Pipe piles are to be independently hydraulically driven to refusal 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 slab to soil contact. Site Drainage An effort should be made to identify the length, composition and discharge outlet (if any)of the burrito drain as described above.Areas adjacent to the building should be protected from water intrusion into subgrade soils.Positive drainage should be maintained away from the structure.Planter bottoms should be sealed and drained in a manner that evacuates water away from the building foundation soils. 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. 3 January 9, 2017 Project No.1180-03 Geotechnical Services During Site Development The use of this re port is contingent upon SCGS being retained during construction operations to provide geoteclmical services as required by the jurisdictional building official. Anticipated services include, but are not necessarily limited to: Observation of underpinning 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 design and that a qualified representative from SCGS is afforded the opportunity to observe the methods of the foundation underpinning. oortunity to provide our professional services. Please contact our office if there are We appreciate thepp any questions or comments concerning this letter. Respectively submitted, SOUTH COAST GE I '...;Igi!ITi -z..SERVICES 1;j't by,) g.........0 CARL D.SCHRENK% EG*900 L -410. Carl D. Schrenk *CERTIFIED ENGINEERING * David A. Pur ;:_::,..,:._s :::2.1.2:2)81C4/ '4-rri EG 900 GEOLOGIST CE 428:7. d>..ze./'- 's \.)A T;Lif...'If ..... i....0 ... 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SOUTH COAST GEOTECHNICAL SERVICES Excavation No.:B-1 & TH-1 Excavation Date:01.03.17Project Name/Address:1935 Camino Vida Roble Excavation Method:Tri-Pod Solid Stem AugerProject No.:1180-03 1 Sampling Mode:Rope & Cathead, SPTExcavation Location:See Figure 2 Logged By:Carl Schrenk Page 1 of1 D Senses E I D CType0 11 Pesettatien Yyen D Ita r an Description of Units RisiStante V LtSCS g t 13tvologichtnacture T 13 G allowsAn a Dots H I rttt 0 t •maw The shank:anon Neesshorn nopresset the appteshuste I T L t boundary babesen seN seedier reek types and the hineielen k (54) maybevadat --- X Fill, sandy clay to silty clay, mottled yellow brown t brown ,medium dense to dense, CUML 102.6 19.3 moist to damp, occasional roots x 8,13,17 5'x x ,8.8,10 hard drill at 5' x 14 24,30 96.3 18.8 •Bedrock, Del Mar Formation, sandstone, pale Rx gey to light orange, very dense, damp, friable, thinly bedded, oxidized —10.x 13,25,27 Total Depth 10' No free water No caving TP-1 Schematic Drawing ,• Fill, clayey silt with bedrock fragments, loose, moist, scattered roots. Refusal at 16" on burritio wrapped subdrain Face of Building Ex. Ground*TP-1 ip"-z-Footing -Subdrain •' *Planter area ,_ LABORATORY TESTING PROJECT:1935 Camino Vida Roble Project No.17-3745 Carlsbad, CA DATE:01110/17 A.Moisture -Density Determination Dry unit weights and field moisture contents were determined for core specimens obtained from the test specimens by measuring the volume and weight of the specimens. Moisture determinations were made in accordance with ASTM test methods.The results are summarized below: Sample Location Material Type Moisture Content Dry Density PCF B1 @ 2.5'Olive brown slightly sandy silty clay 19.1 102.6 B1 @ 7.5'Gray &brown silty clay to clayey silt 18.8 96.3 B.Maximum Density-Optimum Moisture Determination Maximum density and optimum moisture content were determined in accordance with Test Designation ASTM D 1557-07.The test results are summarized below. Sample Location Material Type Optimum Moisture Max. Dry Density PCF Bi @ 0 —5'Light olive brown slightly sandy silty clay 16.0 110.0 C.Hydro-Consolidation Test One Hydro-Consolidation test was performed on typical on-site materials in accordance with the appropriate portions of ASTM Test Designation D 2435-70.The results are shown on the attached Drawing "CONSOLIDATION CHART". PROJECT :1935 Camino Vida Roble MATERIAL: LOCATION:B1 Olive brown slightly sandy silty clay DEPTH:2.5' DATE:01/07/1 7 0 Indicates percent consolidation at field moisture al Indicates percent consolidation after saturation 10 20 40 80 160 psi 0.0 C --ammo' 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 11 1 1 1_.1......_L__1.1.111J__.........1__1 1HLLLL4_1_1_1___11._1111to-- I i I I I II 1 1 I 1 1 I I I 1 1 1 1 I 1 1.4 1 II I.Il 1 1 HI I d I ]II 1 I I I I1III111 2.0 ----+--4--1-4-4 +-H----1---1-H4---+-1---1-x-'44+4 1 I 1 1 I 11 I 11 1 I 1 1 I I 1 1 1 1 I I I 1 1 1 I 11 I 1 1 1 1 1 1 1 I I 1 1 1 1 1 I I 1 1 1 1 II I 1 1 1 1 1 1 I I 111113.0 ----- 1 ---r --- 1 - 1 -1 -171 ----r -- 1 -1 -- lir nr - f ---r- i -r -rr - 1 -17 1 I I I I II 1 1 1 1 1 I 1 1 1 1 1 1 I I I I 1 1 I 1 1 1 1 1 1 I I 1 4.0 ----.1 -1--1-...L..-1 - 1 1 .4.../.1 --.1----.1.-11-1.-.1- 1 ---Lt...-L-1.-.1.-L -1.-1 --z.1 1 1 1 1 11 1 11 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 11 1 111 1 1 11 11 - 1 1 1 1 1 1 1 I I 11 1 11 1 I I 11 1 1 1 1 1 I 1g5.0 ----t --1-- 1 -1-1 t1-1 -- 1 ---1--f -I 1-1-i ---t - 1 -t ---1-1-'1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 111101II 11 I II I 1 .1 1 1 I:__L__L_L....1 1.11 ii 1.J_ILLUL _____L_L_LI.ii.11o6.0 — cc I I 1 1 1 1 II I I I 1 1 1 1 1 1 1 I 1 I 0z 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 c.)1 1 1 1 'I 1 11 7.0 ----4 ---4--1-4--441+-14-- 1 ---- 11 ---1 - 114 -1H-L4L4---14-1-14--1-1--1-1-F -14 1 I I 1 1 1 11 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1.111 1 II d ii I,!di 111,id Li I,I, HI{..1.1 II8.0 ----T --r --rl.T11---r --T- 1 1'-rr --T -r -rrl -T -ri 1 I 1 11111 111 1 11111 1 I it I 1 1 11111I1t1111 9.0 ----..1.--.1--I-1.-I -1.-1.-U----I--_1 -..1..-I -1-1-1-.1.1------L-1.--1-.---I ...I.-11 1 I 111111 111 I I 1 1 I I I I I 11 I 11 I 11II111111 1 1 1 1 1 1 11 1 111111 I 1 11111 10.0 ----1 ---I -l-t-1 - 11 - 1 -11 ---__I___T -- 1 -11- 1 - 1 -11- 1 -- 11 —I--1-1"- 1 'ft / 1 1 1 I 1 II 1 I 1 1111 1 1 1 1111 I 1 1 1 1 1 11 I 111111 I 1 11111 ______1__L__1_114.4.1___1____H__1_LI...____1.....1___I__11.11I11I1ii,i DELLI I I 1 1 I 1 I 1 1 1 1 1 1 11 1 II 11111 1 I I 1111 !I !!1,1 !!!I!!!I!1 !!1 1 I I!!IL !!Io li\ci 4CS3 Fri §§§98.§0 0 o o 0 0000000oo1-0 o o o 0CMCO-in 0 0 0 0 00.1 CO V'in LOAD IN POUNDS PER SQUARE FOOT CONSOUDATION CHART D.Expansion Index Expansion Index tests were performed in accordance with ASTM Test Designation D- 482.9.The test results are summarized below. Sample Location Expansion Classification B i @ 0-5'96 High. E.Sulfate Ion Sulfate ion content tests were performed in accordance with California Test Method 417 at Anaheim Testing Laboratory. Sulfate exposure classifications are in accordance with Table 4.2.1 of ACI 318-08.The test results are summarized below. Sample Location Description Soluble Sulfate in Soil Class Percent by Weight Bt @ 0-5'Light olive brown slightly sandy silty clay .1996 S2 Severe