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2713 VIA ROBERTO; ; CBR2022-1134; Permit
Building Permit Finaled Print Date: 10/13/2022 Job Address: 2713 VIA ROBERTO, Permit Type: BLDG-Residential Parcel #: 1673501500 Valuation: $35,000.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Residential Permit CARLSBAD, CA 92010-1350 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Repair (city of Carlsbad Permit No: CBR2022-1134 Status: Closed -Finaled Applied: 04/04/2022 Issued: 05/31/2022 Finaled Close Out: 10/13/2022 Final Inspection: 09/26/2022 INSPECTOR: Alvarado, Tony Kersch, Tim Description: FALKNER: FOUNDATION STABLILIZATION (FOR DOCUMENTATION ONLY, DOES NOT GUARANTEE A FIX) FEE BUILDING PLAN CHECK FOUNDATION REPAIR -RESIDENTIAL Property Owner: EMILY FALKNER 2713 VIA ROBERTO CARLSBAD, CA 92010 SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $1,191.30 Total Payments To Date: $1,191.30 Contractor: ISLAND CONSULTANTS INC PO BOX 1921 CARLSBAD, CA 92018-1921 (760) 889-8150 Balance Due: AMOUNT $334.75 $515.00 $2.00 $4.55 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Plan Check Est. Value ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 PC Deposit -------- Date -------- JobAddress 2.713 Jl/4 /<$~Tb Suite: N'4 APN: l67--35l!J -t5 -tX1 CT/Project#: _______________ Lot#: 257 Fire Sprinklers: 0 YES ~ NO Air Conditioning:~ YES O NO Electrical Panel Upgrade: Q YES~ NO BRIEF DESCRIPTION OF WORK: f=i>uNoffl?oN ~??t t:,/1.JLArtW 0 Addition/New: fo' 4 Living SF, ___ Deck SF, ___ Patio SF, ___ Garage SF Is this to create an Accessory Dwelling Unit? 0 Y e N New Fireplace? 0 Y e N , If yes how many? /Y ,4 D Remodel: Al A-SF of affected area Is the area a conversion or change of use ? 0 Y 9 N D Pool/Spa: NA SF Additional Gas or Electrical Features? __ ~_• '.4 _________ _ □solar: /11.4 KW, __ Modules,Mounted:ORoofOGround, Tilt:OYON, RMA:OYON, Battery:Ov ON, Panel Upgrade: Qy ON .,. D Reroof:_IV'._....__ ___________________________ _ D Plumbing/Mechanical/Electrical Only: _l'-/_4-_,_ ___________________ _ Bl Other: /ttJ.v1+r,oN' vr;\~ll../ZA-770/\/ APPLICA T (PRIMARY CONTACT) PROPERTY OWNER 'Name: ~~ 7e.7{ZoJCI-AA./<.. '✓'/J... Name:. ;!:J//t--.Y M, f'A '-l<Al<.:.7< Address: «:>la ..2Bc Address: 2 7 Ji WA A.a~ City: C~..<!t~~ State: CA Zip: 9 .2©rf City: ~ State: CA Zip: ~ UJ~ Phone: 7 bO· l/9. S'I SO Phone: 76o--8cf67' I I J.. 9 Email: l}~~cS ~{bM Email: ---:~-il/,~'/7~11-1./--rq.JC='-~-g)~M.=-_-l"tf._'1.._,_Ce>_l;J-,------ DESIGN PROFESSIONAL Name: f/a.P,Slc.11-~ ,S~A ~ Address: ~/<A.IJ1l/lJ er. City: ,4f,1.utN<)j) State: CA-Zip: 1/2.373 Phone: l/o'}-.j89-7816 Email: .S~YG"'~C/1'~1-m=~ &If Architect State License: k' t'~ Fl -0 4/1.JD'fb CONTRACTOR BUSINESS Name: nxw#710"6CN 71-te' /..cYGL Addr~ss: J½ 19..)../ City: C:.tt64.J'~AI) State: t'A Zip: ._f._'.2_a_1i __ _ Phone: 769 -JW-Jo/SO Email: & n:-?'{A)fru..t~lt7kY/JQ1!7716Li:MJL.,loM State License: 9705..2..b Bus. License: /!JI.A,:;-/Zi.fj')3? (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.S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)1. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildlng@carlsbadca.gov B-1 Page 1 of 2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: D1 have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is Issued. · l}1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the 1'rf~!'nce of the work for which this permit is ~ued. ,,_ My workers' conu,ensation Insurance carrier and policy number are: lnsur•~~me: ,~.$"-/l~'i I~"'")' /N✓Ufl\,l\r Polley No. /\/ 'l lvt-J./,t,I., 2 8 2-Expiration Date: ~~ ' 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 be come subject to the workers' compensation Laws af California. WARNING: Failure to sea,rt ~ compensation covera,e ls unlawful, and shall subject an employer to aimlnal penalties and civil fines up to $100 .00, In addition the to the cost of compensation, dama,es as provided for In Section 3706 of the Labor Code, interest and attorney's fees. ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: DI, as owner of the property or mv 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 impro11ement Is sold within one year of completion, the owner-builder wlll have the burden of proving that he did not build or Improve for the purpose of sale). 0 I, as owner of the property, am exclusively contnictlng with llcemed 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) llcensed pursuant to the Contractor's License Law). 0 I am exempt under Section _______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property Improvement. QvES Q NO 2. I (have / have not) signed an application for a building permit for the proposed work. .,. 3. I have contracted with the followina person (firm) to pro11lde the proposed construction (indude name address /phone/ contractOtS' license number): 4. I plan to provide portions of the work, but I have hired the followtng person to coordinate, supervise and prOllide the major work (lndude name/ address/ phone/ contractors' llcense number): 5. I will provide some of the work, but I have contracted lhired) the following persons to provide the work Indicated (include name /address/ phone / type of work): OWNER SIGNATURE: 0 AGENT -----------------------DATE: _____ _ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there ls a construction lendi111 agency for the performance of the work this permit ls issued (Sec. 3097 (I) Cillil 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 mani13ement and prevention proaram under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Ac.count Al::t? I Yes / No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes I No Is the facility to be c:onstructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A RNAL CERTIFICATE OF OCOJPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEmNG THE REQUIREMENTS OF THE OFFICE Of EMERGENCY SERVIW AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I ha11e 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 Qty of carlsbad to enter upon the above mentioned property for Inspection purposes. I Al.SO AGREE TO SAVE, INDEMNIFY AND KEEP HARM~ THE CITY OF CARLS8AD AGAINST ALL llABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF TttE GRANTING OF THIS PERMIT.OSHA: AA OSHA permit Is required for excawtlons over S'O' deep and demolition or oonstrJCtion of structures CNer 3 stories In heiaht. EXPIRATION: E11ery perm/tissued by the Bulldlrc Offidel under the f)lt)lllmns of this Code sh.« expire byllmltation and become nul and void If the bulking or'WOl'lc authorized by such permit is not mmmenced within 365 days from the~ of such pennlt or If the buldlng 01 INOflc aulhortzed by such permit Is suspended or abandoned at any time after the wol1c Is commenced for a pel1od of 365 days (A82913). APPLICANT SIGNATURE: ___________________ DATE: _______ _ 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page2of2 Email: Building@carlsbadca.gov Rev. 06/18 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1134) Application Date: 04/04/2022 Owner: EMILY FALKNER Permit Type: BLDG-Residential Work Class: Repair Issue Date: 05/31/2022 Subdivision: CARLSBAD TCT#72-21 UNIT#01 Status: Closed -Finaled Expiration Date: 03/21/2023 IVR Number: 39757 Address: 2713 VIA ROBERTO CARLSBAD, CA 92010-1350 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 09/13/2022 09/13/2022 BLDG-SW-Pre-Con Checklist Item 191452-2022 COMMENTS Status Passed Tim Kersch BLDG-Building Deficiency 09/22/2022 09122/2022 BLDG-11 192374-2022 Passed Tony Alvarado Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS 1. (14)-retro fit, foundation reinforcement "Helicoil", geotechnical engineered reinforcement slow existing footing underpinning-piers into bedrock, per engineered plans and detail specifications, with geotechnical certification letter scope of work-approved. 09126/2022 09/26/2022 BLDG-Final Inspection 192611-2022 Passed Tony Alvarado Checklist Item BLDG-Structural Final Thursday, October 13, 2022 COMMENTS Foundation stabilization, Helicoil engineered foundation reinforcement system, per engineered and geotechnical soils engineer plans and detail specifications-approved. Complete Passed Yes Complete Passed Yes Complete Passed Yes Page 1 of 1 (_ City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires speclaJ Inspection, structural observation and construction material testing. ProjecVPermit: ________ ProjectAddress: 27/J )//A ~0~7[) ~ C~ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you· are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) PeYoA. ~~A/Al( VA (Flr&t) (M.I.) (LaBI) Mailing Address: Pz>l'J l'l 2/ Crt,U,..,.~() . L'A. 9211J//3J Email· />~@k~T~0N7J.lr::J'~-VQZ -Cdl"f Phone· 7~•88,--&to'O I am: □Property Owner Ji(Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Number: '/705'2.6 Expiration Date: ¥'/ ~ /U2Z. _. AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I hav~ read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special Inspections, structural observations, con truction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspecti s noted on the approved plans and, as required by the California Building Code. Slgnatur; · ~/A~-, Date: ...:::.ff,:c,:0_~..:;.~.,a.('.L--"2-'-'------- B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. ~ontractor's Company Name: ~~ON'., eA,' 71-h!:-le'~t.. Please check if you are OWner-Bullder □ Name: (Please pr1nt) ___..;.A_e_~-------------,------.z.-"..;:;J_t._N"AI( _ ___..;._.:,~ _____ _ A (First) (M.I.) (last) Mailing Address: ~~ lt:/1./ C~M-1 > C: ,1-. 9 ~~/ ~ Email: ~@ro~ah'JtDN'Tl'ftS~t:oM State of California Contractor's License Number: 97o5z..6 Phone· 76,J, 8a9 · ti/So Expiration Date: ¥-/4fJ/.2ozz._ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain confonnance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter In compliance with CBC Section 1704.1.2 prior to requesting final lnspect/o~~,,,H Signature: ~ Date: ....:::B<-/t_,;_P/4_2.2---=------- Page 1 of 1 Rev. 03/20 IN TER WEST A SAFEl,ulll COMPANY DATE: 4/15/2022 JURISDICTION: City of Carlsbad PLAN CHECK#.: CB-CBR2022-1134 PROJECT ADDRESS: 2713 VIA ROBERTO SET: I PROJECT NAME: FALKNER RESIDENCE FOUNDATION REPAIR □ APPLICANT □ JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone 0 REMARKS: By: David Yao lnterwest Fax In Person Enclosures: 4/5/2022 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad CB-CBR2022-1134 4/15/2022 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK#.: CB-CBR2022-1134 PREPARED BY: David Yao BUILDING ADDRESS: 2713 VIA ROBERTO BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier FOUNDATION REPAIR Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee by Ordinance ~ Plan Check Fee by Ordinance ,.. J Type of Review: 0 Complete Review D Repetitive Fee _ ,.. I Repeats Comments: D Other D Hourly EsGil Fee DATE: 4/15/2022 Reg. VALUE ($) Mod. D Structural Only $334.751 Sheet of Project: Foundation Stabilization 2713 Via Roberto Carlsbad, CA 92010 Design Calculations For: Emily Falkner Calculations Prepared by: Steven C. Helfrich, P.E. Date: January 10, 2022 Helfrich-Associates, Inc. 30640 Kristin Court Redlands, CA 92373 (909) 389-7316 Project 2109 CBR2022-1134 2713 VIA ROBERTO > 1--0 FALKNER: FOUNDATION STABLILIZATION (FOR DOCUMENTATION ONLY, DOES NOT GUARANTEE A FIX) 1673501500 4/4/2022 CBR2022-1134 Project Info. Project Information: A-1 Project: Foundation Rehabilitation - For: Emily Falkner Owner: Emily Falkner Project Address: 2713 Via Roberto Carlsbad, CA 92010 . - A.P.N. 167-350-15 Year Built: 1978 # Stories: One-story ---~- Garage not applicable sf 1st Floor (approx.) 1,104 sf 2nd Floor 3rd Floor - Total Building Area: 1,104 sf Roof Area (Projected): -sf Work Scope: Structural analysis/design References: Field Notes, GE, FOTL Repair Plan Design Criteria: Roofing: Sheet roofing Exterior Wall Framing: Wood frame / Stucco I Wood ,......_.. Interior Wall Framing: I Wood frame Foundation Walls: Concrete ---·-Snow Load: O psf -Table of Contents Contents: Section Pages Page# Cover A .. Project Info. 1 A-1 Loads B Gravity Loads 1 B-1 Design C Pier Table 1 C-1 Pier Design 1 C-2 Foundation Check ----· 1 C-3 ~· References D Repair Plan 1 D-1 ECP helical piers (ESR 3559 Cover) 1 D-2 Total Pages 7 1/10/2022 10:16 AM Page 1 2021-154 FOTL-Via Roberto-Falkner Fdn Stab. Cales Loads Gravity Loads I B-1 2021-154 / 210923 I FOTL / 2713 Via Roberto, Carlsbad, CA 92010 1 I Roof load 1 Unit Rise= 0.00 Slope= 12.00 0.0 Unit Run= 12 Ratio= 1.00 Item I Adiusted Notes roll roofing = I 3.50 3.50 osf (hor.) 15/32" Plywood = 1.67 1.67 psf (hor.) Roof rafters, 2 x 8@ 2'0" O.C. = I 3.02 3.02 psf (hor.) Blocking, ties & beams = I 0.50 0.50 osf (hor.) Clg Jsts@ 16" OC = 0.00 0.00 osf (hor.) 5/8" GWB, Ceiling = 2.22 2.22 psf lhor.) -· Insulation, R-30 = I 0.80 0.80 psf (hor.) Misc. loads = i 0.29 0.29 osf lhor.) I TotalDL = 12.00 12.00 osf Basic Roof LL = (Not Crit.) 20.00 osf Roof snow load = 0.00 osf (non reducible) Total load (DL + Snow controls) = Critical Load 12.00 osf Exterior Wall (Stucco) Heiaht = 8.00 elf osf Stucco Sidina, 7/8" Th. = 87.50 10.94 osf Stud wall, 2 x 4@ 16" oc = 19.69 2.46 osf 3/8" plywood = 10.00 1.25 osf 1/2" GWB (x 1 side) = 13.36 1.67 psf I Insulation, R 13 = 2.80 0.35 psf Misc. loads = 2.64 0.33 psf DL = 136.0 17.00 osf 17.0 psf Interior Wall (Wood Frame) Height= 8.00 plf psf Stud wall, 2 x 4@ 16" oc = 17.50 2.19 osf 3/8" plywood = 0.00 0.00 psf GWB, 1/2" (X 2 side) = 35.20 4.40 psf Insulation, R-1 3, 3-1/2" = 2.80 0.35 psf Misc. loads = 8.48 1.06 osf DL = 64.0 8.00 osf 8.0 psf Exterior Foundation Wall Height= 0.00 plf osf Concrete wall = 0.00 0.00 lpsf ....... Concrete footina, 18" x 24" = 300.00 300.00 psf GWB, 1/?:':J~ 2 side) = 0.00 0.00 psf 1-· Insulation, R-13, 3-1/2" = 0.00 0.00 osf Misc. loads = 0.00 0.00 osf DL = 300.0 300.00 osf 1/10/2022 10:17 AM Page 12021-154 FOTL-Via Roberto-Falkner Fdn Stab. Cales c-( PIER TABLE I 2021-154 / 210923 FOTL / 2713 Via Roberto, Car1sbad, CA 92010 Pier Max. Struct. Helical Pier Helical Pier Helical Pier Pier No. Type Soan (ft.) Load (k) Load (k) * Cap.-Soil (k) -Cap.-Steel (k) ** Notes I 1 Helical 7.0 8.3 8.3 ·,-------·-· 9.0 37.4 / 22.6 Exterior 2 Helical 7.0 8.3 8.3 ! 9.0 37.4/ 22.6 Exterior 3 Helical 7.0 8.3 8.3 9.0 37.4 / 22.6 Exterior 4 Helical 7.0 8.3 8.3 9.0 37.4/ 22.6 Exterior 5 Helical 7.0 8.3 8.3 I 9.0 37.4/ 22.6 Exterior 6 Helical I 7.0 8.3 8.3 9.0 37.4/ 22.6 Exterior 7 Helical 7.0 8.3 8.3 9.0 37.4 I 22.6 Exterior 8 Helical I 7.0 8.3 8.3 9.0 37.4/ 22.6 Exterior 9 Helical 7.0 8.3 8.3 9.0 37.4/ 22.6 gxterior . -10 Helical 7.0 8.3 8.3 9.0 37.4/ 22.6 Exterior -11 Helical 7.0 8.3 I 8.3 9.0 37.4 I 22.6 Exterior 12 Helical 7.0 8.3 8.3 9.0 37.4 I 22.6 Exterior 13 Helical 7.0 8.3 8.3 I 9.0 37.4 / 22.6 Exterior 14 Helical 7.0 8.3 8.3 -9.0 37.4 / 22.6 Exterior Max= 8.3 kips Min= 8.3 kips • Based on Soils (F.S. = 2.0) ** Based on ECP TA-288-60-8-10 Helical Piers (F.S. = 2.0) Ref. 1: ESR 3559 2021-154 FOTL-Via Roberto-Falkner Fdn Stab. Cales 1/10/202210:17 AM HELFRICH ASSOCIATES ENGINEERING• CONSTRUCTION CONSULTING C-Z-- 30640 KRISTIN COURT, REDLANDS, CA 92373 • 909-389-7316 • 909-389-7326 FAX • WWW.HELFRICH-ASSOCIATES.COM DATE: /-{6 -J_~ Joe: n>IL -VIA Fo~ · ~ PROJECT No. _....2=t>~'7-I...!...-!-/.:511=...,... _____ PAGE _ OF_ f.>t11~. = g' Fr (f~ 5{)/l$ ~) I, '1-'/-1 k... Ht;J "" ---~ 4 ~?3 Pf. LBS -9 /2['5:P fr· 0':) 1-Fr • -HeVC>{..,, f't~s U.:>f:!f' t£J> 7Jr t.r>'l>-{;.I),:, -it. Hl6l,,(C/><L f>,eF5 p,._ = I~,~~ PLL .:: J/4."f k i)II\IM .-~ 1,tfl{::: 1r 'fS?J Pr: t e6 Project No.: 2021-154 / 210923 HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION CONSULTING Project Name: FOTL / 2713 Via Roberto, Cartsbad, CA 92010 FOUNDATION STABILIZATION -Support spacing design Footing -Unreinforced Determine distributed loads on fdn: Roof Dead Load: Tributary width of roof: Mansard Roof dead load: Tributary width of Mansard: Wall weight: Wall height: 1st Floor dead load: Tributary width of floor (0 for 1 story): Foundation Wall wt.: Foundation Wall ht.: Weight of Foundation: Roof load: 2nd Floor load: 1st Floor load: Wall load: Foundation Wall: Footing load: Total applied DL (per ft.): Total applied LL (per ft.): Unfactored DL + LL Factored DL (wu = 1 .4w): Determine 11ft spacing based on bending: Mu=Wul2/8 Solve for L: L=(8M./Wu)"0.5 Substitute tMn for Mu: L• Determine lift spacing based on shear: Vu=WuU2 Solve for L: L = (2V./Wu) Substitute Vn for Vu: L= Use pier spacing of: Alt. Spacing = Mark No. I A-Unreinf. Side Wall 12.0 psf 12.0 ft 20.0 psf 5.0 ft 17.0 psf 10.0 ft 52.0 psf 10.0 ft 100.0 plf ft 250.0 plf 144 plf 100 plf 520 plf 170 plf plf 250 plf 1,184 plf 640 plf 1,824 plf 1,658 plf 6.9 ft 11.6 ft. 6.91ft. 7.01ft. 4 4 A b, = 1/10/2022 f C : :2,SQO psi h,= 20 " 12 " Footing geometry C = 10 Area= 240 Sm= 800 Allowable Moment: Mn=5(f J 112Sm ACI 22.5 Mn: 16,667 lb-ft. ♦: 0.6 ACI 9.3.5 ♦Mn: 10,000 lb-ft. Allowable Shear: ACI 22.5 Vn = 4/3(f' c) 112bwh Vn: 16,000 lb. ♦: 0.6 ACI 9.3.5 ♦Vn: 9,600 lb. Pmu = I 11.Slk Factoredl 11.illk Exist. Soil Pressure: 1,824 lpsf Unfactoredl §.!lk -2.0 -1.6 7~r ~~c·· 1-314" l -2.0 -1.0 -1.6 -0.6 ~~~~ PLAN /~:- ~ 1-1/4"' TARGET LFT LEI/El ·21/9 MANOMETER SURVEY READINGS 1H INCHES l8! HEIJCAI. PIERS (14) • ECP lo100EI. T~10, 0.,.•11. T-•2.9501.111.,P" • 13.21c (EVAl.UATlON REPOATESIH558) /'vV SI.All CRA0(s ,---., 1 I PIER PITS-CUT IN CONCRETE oR IIRICI< PAYERS L --J ADJACENT UNIT (NOT A PARTY) SLAB CRACK REPAIRS -1/2" OR LESS 1. al.MOUCQUMTMMOllllOUAL.TO~&MOl,l,.ONIMlf:C'TIDNCltOUTl:0WTMMMNCIN(TM..YOIIOYP'OXV. 1. 11.MdUCUaltlATU: nwt fl~ all' u .. llWI t~ SHOUlDll fl.U.DNl'Matf"IOH fTM.VOfl tl'il POICY MO IIONA»OID WTH FORTitctl CIUCMfflCH AT 1111CM(& CM eonu M:'lkJSS THI! caAU • SIi OITM. .,.. - !PLAN! FORTMSS ORIO-Sfflat Da.OthDl'fllWtm) ... ~ATIOffl)WO,,Q/f fORT•HI I TMl.llATtolf IVITCMS lll:l lJIOXV ,tMJNQ T[CHHOlOQV CMIOff ,-11 a,no FOi aTitUCl'UlltM.. CtUaC SfflCHNQ MO M:•OIIICIUl'.Nl ~lDCICIIPTIDH,A"'UIII.PftlGHAflD.M-CIWIIC110NM.CMIC:lNF11UlOMDtTJt#F'OflUHASN4 UT'Utw.LYIOlifOf:O •fJNrOlltCLlr,fl'ff l'Oflt CftACK &nfCHlilQ ANC,&T•lHaTHPINO OlfCOHCRU'I H.o IIIMOl«V lrM.ICl'UflU, fOltTltf.U CMtl04TIT'CH IUAPS Htf. T'YPICA!lL V ntlOll&TAUL.D UIINO fOAl'M.IS ...,.ff.Ml TOf()IIN A.CNlaoN faD ltttWOIIICIOP01.VWl(jt4Cf'lllll l't"lfCW.CSU PfCWlCA'TIONOOI OHUT ,ft @ ~~TRESS GRJ~lJTClfJtETAIL SLAB CRACK REPAIRS -GREATER THAN 112" t, CIIACU Oltl!Atlll fkAH VJ INCHQ 0fl MOM fNM 1e INOtf.l VUtrtcM. OffUT ~ K IUl~<O NfO ftCPI.AC,(0, W CIITAa. WON Y-""11 Slff"lf. f1-CbGiCIO IKTIOM &MOI.ILO • ....an AMO Mfll,JiUD WfH A NIW llAI DOrMWLID lilTO THf IXltTING tl.A& THI lltf«M:0 l"l:Ntl10Nt al TJC aM *Y • IW'\.AUD MM A NEW MAI OJI nil INllll 1llCl(N(SI o,i THICUII. ntt.~fllf ll.M&HOUU)IE IIIIOtfOftCfOWTH AfltMf NO. 4 Sf!.t&. ll!-OKJIQ MU ,VC,:0 tll IOlM Olltfel10ttl AT ti INCttfS OH CClffl!ll THI MJNfOACDtl!NT INOUU) ll LOCATto fll TMf MDCN.& ON(.THltQO, lMf at.MICDff. " •• (CQMM(NOl[OTMAl 'CkAMI". IIYIIJUO roNOW TH( l'\AC(Mhl ANOlt-""OflT OIi ltfl IWMIOfllCOlf_NT, Mt.CIDYIMC Matt fl MOT KCOMl,IC..oeA. • A ~NM aNU!.ltlll. "'lf&l:Nl, IT IHOUlOK 111:fCC:MlntUCll.D. TMECQfattrt UnJlfOIN THI: CWII.Mlil0l,U"'11,Vl A SlUWO# • INCHIEIOA LH& ...,, .... 1: .!'._ CWIII..LNGfll'CIICVMMIM DOlllti.l•1ro.c:JHfOo:tnMII L ..... -.aaal!N'iN'Cft.......,._ ...._WTM~UtJtl> f'tNC)MOiltNC>MlOW..,._,. t0CHl£a.1IOI} ~M.&.Yltl'Olt. ...... fl"T(OOOftlOI.WMJ'..HT)""JCfs.MCJU,10M.1. ~NC>nc..........,.011&.M/IIMA ® TYPICAL SLAB REPAIR DETAH.. NO_, ~ ~ C ~ j ~ ~ !!: m 1• < ~ 4 Q.. ~ I W Ill f 0:: i=: i: J~ ,1 HH i J:(/) §C> (.)W fZ ~~I~ u,_0 .::> _JOI"' UJ(/) lz J:?i 81 ·,....,._ H-,.-,__,.. 2 D \ --- ICC EVALUATION SERVICE www.icc-es.org I (800) 423-6587 I (562) 699-0543 ICC-ES Evaluation Report ESR-3559 DIVISION: 31 00 00-<ARTHWORK Section: 31 63 00-Bored Plies REPORT HOLDER: EARTH CONTACT PRODUCTS, LLC. EVALUATION SUBJECT EARTH CONT ACT PRODUCTS (ECP) HELICAL FOUNDATION SYSTEMS 1.0 EVALUATION SCOPE Compllance with the following codes: ■ 2018, 2015, 2012 and 2009 lntemational Building Code9 (IBC) ■ 2018, 2015, 2012 and 2009 International Residential Code® (IRC) Properties evaluated: Structural and geotechnical 2.0 USES 2.1 IBC: Under the IBC, ECP Helical Foundation Systems are used either to underpin foundations of existing structures or to form deep foundations for new structures; and are designed to transfer compression and tension loads from the supported structures to suitable soil bearing strata. Underpinning of existing foundations is generally achieved by attaching the helical piles to the retrofit brackets (Type A side-load brackets), which support compression loads only. Deep foundations for new construction are generally obtained by attaching the helical piles to new construction brackets (Type B direct-toad brackets) that are embedded in concrete pile caps or grade beams, which support both tension and compression loads. 2.2 IRC: Under the IRC, ECP Helical Foundation Systems may be used as an alternative foundation system supporting light- frame construction, exterior porch deck, elevated walkway and stairway construction and accessory structures. 3.0 DESCRIPTION 3.1 General: The ECP hellcat foundation systems consist of a helical pile and a bracket that allows for attachment to the supported Compliance with lnternatlonal Codes • Compliance with State Codes A Subsidiary of the International Code Council® Reissued September 2021 This report is subject to renewal August 2023. structures. Each helical pile, consisting of a lead section and one or more extension sections, is screwed into the ground by application of torsion to a depth that conforms to project requirements for avoidance of unsatisfactory subsurface conditions and ensures a suitable soil or bedrock bearing stratum has been reached. The bracket is then installed to connect the pile to the concrete foundation of the supported structure. 3.2 System Components: The ECP helical foundation systems include either one of the following: a Model TA-150, a Model TA-175, a Model TA-288, or a Model TA-350 helical pile (shaft with helices) and either a Type A side-load bracket (TAB-175-LUB underpinning bracket for use with Model TA-175 pile; TAB- 288-LU8 and Model-300 underpinning brackets for use with Model TA-288 pile; or TAB-350-LUB underpinning bracket for use with Model TA-350 pile); or a Type B direct-load bracket (new construction bracket T AB-150-T for use with Model TA-150 pile; new construction bracket TAB-175-NC for use with Model TA-175 pile; or new construction bracket TAB-350-NC for use with Model TA-350 pile), for attachment to concrete foundations. 3.2.1 Helical Pile Lead Sections and Extension Sections: The ECP Model TA-150, Model TA-175, Model TA-288, and Model TA-350 helical pile lead sections consist of multiple helical-shaped circular steel plates (helices) factory-welded to a central steel shaft The depth of the helical piles in soil is typically extended by adding one or more steel shaft extensions that are mechanically connected together by integral, forged steel couplings, to form one continuous steel pile. The extensions do not include helical bearing plates. The TA-150 central steel shafts of the lead section and extension sections are 1½-inch (38.1 mm), solid, round- comered, square (RCS) steel bars. The TA-175 central steel shafts of the lead section and extension sections are 1 ¼ - inch (44.5 mm), solid, round-cornered, square (RCS) steel bars. The T A-288 central steel shafts of the lead section and extension sections are round, 27 /e-inch-outside-diameter (73 mm), nominally 0.262-inch-wall-thickness (6.7 mm), hollow structural steel sections (HSSs). The TA-350 central steel shafts of the lead section and extension sections are round, 3 ½ -inch-outside-diameter (88.9 mm), nominally 0.300-inch-wall-thickness (7.6 mm), hollow structural steel sections (HSSs). Figures 1A, 18, 2A and 28 provide details for lead section, coupler and extension section of TA-150, T A-175, T A-288, and T A-350. ICC-ES Ewvuation Report., aN: not to b< comtrued as N:prt.tentlng aesthetics o, a'!)' 01lwra11rlbu1ts 1101 sp,c-ijit:olly oddrr:=d. 1,ar ar, they ta M con..,trued as an e,,da~ement 0/1/w ,uhJ<tl 0/1/,. nport ora ,..,,,,,,,,,.,,,Jdat/011/or its uJt. Then, ,s no warranty by ICC Ew,/uotio,, &nice, /..LC, expnss or implied. as 10 any finding or other mailer //1 this N:port, or as 10 any product ro,·ui,d by tht rt!port. Copyright C 2021 ICC Evaluation Serlice, LLC. All rights ,-ved. Paget of30 0-2 HELFRICH ASSOCIATES ENGINEERING • CONSTRUCTION L--JI ___.CONSUL Tl NG January 7, 2022 Emily Falkner Email: SUBJECT: emfalkne@gmail.com SOILS REPORT 2713 Via Roberto Carlsbad, CA 92010 Project No. 210923 ON ON lDO ...-N o--~ l{) :::t (V) o:::t r--- (0 ...- The following report presents results of our subsurface exploration of the above property;..,_ A visit was made by the undersigned on September 23, 2021 to observe and documen......- conditions, and subsurface exploration was performed on December 7, 2021. la-- Recent floor elevation measurements show that the southeast corner of the home ha settled more than 2 inches. 0 Site Description The subject site is a single portion of a condominium complex building and is located at 2713 Via Roberto, in the City of Carlsbad, San Diego County, California. This property is identified as Assessor Parcel Number 167-350-15-00. The project site currently is occupied by a one-story, wood-frame, single-unit of a multi-unit, residential structure with detached garage. The subject site is bounded by Via Roberto to the West, by Avenlda Louisa to the north, by tennis courts to the east, and by a two-story, multi-unit, residential structure to the south. The property is situated on a flattened area, above a north-facing, descending slope, which is about 20 feet in height with an average gradient of approximately 2:1 (horizontal : vertical}. The building pad lies at an approximate elevation of approximately 159 feet above mean sea level (MSL}. Site Exploration and Subsurface Conditions The site exploration program consisted of excavating and sampling one exploratory soil boring using a hand auger and other hand excavation tools. The soil boring was excavated to a depth of about 10 feet below existing ground surface. Relatively undisturbed ring samples and bulk samples were obtained from the soil boring for laboratory testing. The 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2713 Via Roberto Page No. 2 depths and sample descriptions are shown on the attached boring log presented in the Appendix. The soil boring location is shown on Figure A-2 presented in the Appendix. The boring log for this report represents Helfrich Associates' interpretation of the field logs and results of laboratory tests. While the noted stratification lines represent approximate boundaries between soil types, the actual transitions may be gradual. Fill depth in the boring was¾ of a foot or greater. It is likely fill depth will be greater closer to the descending slope. Fill soil consisted of silty sand (SM), which was dark, dry, and loose. Some gravel and roots were encountered in the borings. Weathered bedrock, Identified as Santiago formation, was found underlying the fill soils. This material was weathered sandstone, fine-to medium-grained, which was brown to light brownish gray and light yellowish brown, moist, and medium dense to dense. Laboratory Testing Laboratory testing was performed by Noorzay Geotechnical. Included in our laboratory testing program were in situ moisture content, direct shear analysis, and expansion index tests on the samples. Pertinent results are included on the exploratory logs. A representative sample was tested for corrosivity characteristics including sulfates, chlorides, minimum resistivity and pH. Laboratory test results are included in the Appendix. Soil classifications provided in our geotechnical Investigation are in general accordance with the Unified Soil Classification System (USCS). Helfrich-Associates has reviewed the laboratory test results and accepts the results for use in our analysis. GEOLOGIC HAZARDS Regional Geologic Setting The subject site is situated in the Peninsular Ranges Geomorphic Province, one of eleven such provinces recognized in the State of California, Note 36. The geomorphic provinces are topographic-geologic groupings of convenience based primarily on landforms, characteristic lithologles, and late-Cenozoic structural and geomorphlc history. The northern portion of the Peninsular Ranges province encompasses Southwestern California west of the Imperial-Coachella Valley trough including the California coast and Santa Catalina and San Clemente Islands, and south of the major portion of the Transverse Ranges geomorphic province, which includes the Santa Monica, San Gabriel, and San Bernardino mountains. The province contains a diverse array of metamorphic, sedimentary, volcanic, and intrusive igneous rocks. Near the coastline, younger rocks include thick sequences of marine and non-marine elastic and pelitic sedimentary rocks of Mesozoic and Tertiary age, ranging from claystones to conglomerate. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2713 Via Roberto Page No. 3 The subject site is located in an area underlain by Tertiary sedimentary bedrock and Mesozoic granitic and metamorphic rock. A regional geology map and legend are Included in the Appendix as Figures 4 and 4a, respectively. Faulting and Ground Rupture The subject site is not located within an Alquist-Priolo Earthquake Fault Zone; there is no AP map for the San Luis Rey quadrangle. As with most of Southern California, the subject site is situated in an area of active and potentially active faults. Active faults present several potential risks to structures, the most common of which are strong ground shaking, dynamic densification, liquefaction, mass wasting, and surface rupture at the fault plane. The following four factors are the principal determinants of seismic risk at a given location: • Distance to seismogenically capable faults. • The maximum or "characteristic" magnitude earthquake for a capable fault. • Seismic recurrence interval, in turn related to tectonic slip rates. • Nature of earth materials underlying the site. Based upon proximity to regionally significant, active faults, ground shaking is considered to be the primary hazard most likely to affect the site. Characteristics of the major active fault zones selected for inclusion in analysis of strong ground shaking are listed in the following table. Numerous significant fault zones are located at distances exceeding 40 kilometers from the site, but greater distances, lower slip rates, and/or lesser maximum magnitudes indicate much lower risk to the site from the latter fault zones than those listed below. Fault Zone1 Rose Canyon (rl-ss) Coronado Bank (rl-ss) Elsinore, Julian Segment (rl-ss) San Andreas (Cochella Segment) (rl-ss) Distance from Site (km) 6.5 33 36 98 Fault Length (km )1 70±7 185±19 76±8 96±10 Slip Rate (mm/yr)1 1.5±0.5 3.0±1.0 5.0±2.0 2 5.0±5.0 Reference Earthquake M(Max)1 7.2 7.6 6.8 7.2 Fault Type1 B B A A 1. California Department of Conservation, Geological Survey, 2007 (Appendix A), California Fault Parameters for the National Seismic Hazard Maps and Working Group on California Earthquake Probabilities, CGS Special Report 203A, USGS Open FIie Report 2007-1437 A. 2. U.S. Department of the Interior, Geological Survey, 2008, website: 2008 National Seismic Hazards Maps -Source Parameters. httos;//earthqyake usgs goy/cfus1on/hazfaults 2008 search/query results cfm. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2713 Via Roberto Page No. 4 3. Southern Callfornla Earthquake Data Center, website: Significant Earthquakes and Faults, htto•//scedc caltech edu/slgnlflcant/fault-index.html 4. Fault Geometry: (ss) strike slip; (r) reverse; (n) normal; (rl) right lateral; (II) left lateral; (0) oblique; (45 N) direction. Landslides The California Geological Survey has not produced a Seismic Hazards Zones report for the National City quadrangle. A map available from CGS (Tan and Giffen, 1995) shows the subject site to be located within a zone designated as 'generally susceptible' to landslides. No evidence of landslide activity was observed during the field work, and no landslides have been mapped on or near the subject site. The probability the site will be adversely affected by landslides is considered to be low. Groundwater No groundwater or evidence of shallow groundwater was encountered in our exploratory test pits drilled to a maximum depth of 10 feet. The nearest water well data available from the State Water Resources Board, Water Data Library is well number 11S05W13Q003S, located about 3 miles northwest of the site at an elevation more than 100 feet lower than the subject site. Due to the distance, intervening topography, and differing geology, water level information from this well is not considered to be representative of site conditions. The site Is not located within any known groundwater basin. Groundwater is not anticipated to adversely affect the proposed project. Liquefaction There is no State of California, Seismic Hazards Zones Report for the San Luis Rey quadrangle. Based on the lack of shallow groundwater and the presence of shallow bedrock, liquefaction is not considered to be a geologic constraint. Flooding According to Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps, the subject site lies within a zone of minimal flood risk. Flooding Is not considered to be a geologic constraint at the subject site. Selching Seiching is the oscillation of an enclosed body water, usually due to strong ground shaking following a seismic event. Seiching can affect lakes, water towers and swimming pools. There are no known, enclosed bodies of water close enough to adversely affect the subject site during seismic events. For this reason, the seiching risk is considered to be low. Tsunamis Tsunamis are large sea waves caused by the displacement of a large volume of water. Tsunamis are not considered to be a geologic hazard at the subject site due to its elevation and inland location. 30640 Kristin Court, Redlands, CA 92373-909-389-7316 -Fax 909-389-7326 -www.helfrlch-associates.com Soils Report 2713 Via Roberto Page No. 5 CONCLUSIONS Based on our observations and investigation, the most likely causes of the foundation movement are soil settlement. The proposed improvements presented below are intended to lift and stabilize the foundations. The proposed underpinning project is feasible from a geological and geotechnical engineering standpoint, provided the recommendations presented in this report are implemented during design and construction. RECOMMENDATIONS RE-LEVELING USING HELICAL PIERS The re-leveling/ underpinning of exterior footings can be performed utilizing 2-7/8-inch round pipe helical anchor piers with helical underpinning brackets installed to a minimum torque of 2950 ft-lbs. For a minimum torque of 2950 ft-lbs., the allowable capacity of the helical pier is 1.3.2 kips (FS greater than 2). The capacity of the helical piers is determined from published correlations with the installation torque and should be verified during installation. The helical piers should consist of 8-inch and 1.0-inch helical plates. Construction and inspection requirements for installation of the helical piers should be placed on the repair plans. The piers should be installed to so that the top helical plate is at least 8 feet below ground surface and founded on firm, competent materials. The effect of group action will not be significant when the piles are spaced at least 3 t imes the diameter. Helical piers for this project are not intended to resist seismic, wind, or lateral soil loads. Total and differential settlement of the foundations where the piers have been installed under their design loads is expected to be less than 1./2 and 1./4 Inch. CORROSION Due to the corrosive potential of the onsite soils to ferrous metals, the piers should be galvanized or designed with adequate sacrificial thickness redundancy to provide a minimum 50-year design life. EXTERIOR REPAIR RECOMMENDATIONS The stabilization should be performed by coordinated raising of the perimeter and interior of the structure until the maximum lifts presented on the plans is achieved. Upon completion of the stabilization operation, it is recommended that the foundation be observed for cracks in the footings and stem walls. Cracks In the footings and stem walls 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2713 Via Roberto Page No. 6 greater than 1/8 inch should be structurally evaluated and repaired so that the structural integrity of the footing is maintained. Foundation cracks less than or equal to 1/8-inch- wide should be injection grouted with Simpson ETI-LV or GV epoxy. After the piers are installed and the building is lifted, structural grout should be injected into the space below the foundations and slabs to restore the original soil support to the structure. Additionally, the stabilization may cause distress to the utility connections to the building. Care should be taken to protect the connections, and they should be monitored and tested upon completion of the stabilization activities and repaired, as necessary. Exterior repairs should be performed after the foundation repairs are made to restore the landscaping, irrigation, and patios/sidewalks to their preconstruction condition. Planters should be provided with area drains to prevent water ponding. Irrigation systems should be carefully installed and monitored to ensure that soils near the building and/or slopes are not over-irrigated. The existing sump pump should be repaired and maintained in working order to alleviate the shallow groundwater conditions below the southeast corner of the house. INTERIOR REPAIR RECOMMENDATIONS Additional distress to the building, such as drywall cracking may occur during the stabilization. Therefore, it is recommended that a qualified contractor who specializes in performing such stabilization performs the repairs. Cosmetic repairs to the building are likely to consist of repairs to the interior and exterior walls, ceilings, and floor surfaces. This work should be done after the stabilization work is completed. It Is recommended that any cracks within the interior floor slab be repaired as detailed below. Slab cracks less than or equal to 1/4-inch-wide should be injection grouted with Simpson ETI-LV or GV epoxy. Slab cracks greater than 1/ 4-inch-wide but less than 1/2-inch-wide should be filled with Simpson ETI-LVor GVepoxy and reinforced with Fortress Carbon Fiber Staples at 18 inches on center across the crack. Cracks greater than 1/2 inches or more than 1/8 inches vertical offset should be removed and replaced. The cracked section should be saw-cut and replaced with a new slab doweled into the existing slab. The removed portions of the slab may be replaced with a new slab of the same thickness or thicker. The replacement slab should be reinforced with at least No. 4 steel reinforcing bars placed in both directions at 18 inches on center. The reinforcement should be placed in the middle one-third of the slab height. It is recommended that "chairs" be utilized to aid in the placement and support of the reinforcement. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrich-associates.com Soils Report 2713 Via Roberto Page No. 7 If a moisture barrier is present, it should be reconstructed. The concrete utilized in the new slab should have a slump of 4 inches or less. Cracks in the concrete can occur due to shrinkage. The above recommendations regarding the reinforcement and concrete design should be taken only as minimal and should be verified by the project Structural Engineer. If ceramic tiles are Installed as a future floor covering, it is recommended that the floor tiles be underlain with a slip sheet or other method for reducing the potential for future cracking of the tiles. Any underlayment should be installed in accordance with the recommendations of a qualified tile contractor. EARTHWORK Earthwork at the site is anticipated to be relatively minor and limited to excavation for the lifting points, minor site grading, and subgrade preparation associated with the floor slab and foundation repair. The on-site soils are considered expansive and should be moisture conditioned to 2 to 4 percent above optimum moisture content when re-using the material as compacted fill. Expansive soils are not anticipated to significantly affect the structure when stabilized using helical piers. Excavation difficulties are not anticipated, and conventional grading equipment may be used. Within areas where earthwork is to be performed, any existing ground improvements, vegetation, or loose debris should be removed to expose the underlying soils. The subgrade should be verified to be firm and unyielding. Compacted fill should be placed in horizontal lifts not more than 8 inches In loose thickness and compacted to at least 90 percent of the maximum dry density, as evaluated by the latest version of ASTM D1557. The moisture content of the fill during compaction should be brought to 2 to 4 percent above optimum moisture content. The on-site soils, less any contaminated soil, debris, organic matter, or other deleterious materials, may be used in the site fills. Rock or other soil fragments greater than 4 inches in size should not be used in the fills. Temporary, shallow excavations with vertical side slopes will generally be stable, but there is a potential for minor sloughing. All excavations should be made in accordance with Cal- OSHA requirements. ADJACENT PROPERTIES STATEMENT Based on our field investigation and laboratory testing results, it is our opinion that the proposed underpinning will be safe against hazards from landslide, settlement or slippage and the proposed construction will have no adverse effect on the geologic stability of the adjacent properties or future developments provided the recommendations presented in 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com Soils Report 2713 Via Roberto Page No. 8 this report are followed. CLOSURE The recommended repairs are intended to stabilize the foundations and slabs in the affected parts of the site. Due to the nature of the subsurface conditions at the property, additional future movement of the building and surrounding concrete slabs should be anticipated. Areas of the property that have not been repaired may experience damage in the future, although the extent of this damage is anticipated to be minor, provided good irrigation and maintenance practices are followed as provided in Appendix C. We appreciate the opportunity to submit this report. Please call if you have any further questions. Very sincerely yours, Helfrich-Associates, Inc. Steven C. Helfrich, P.E., G.E. Enclosed: References Appendix A -Site plan and Maps Appendix B -Field and Laboratory Test Results Appendix C -Maintenance Recommendations 30640 Kristin Court, Redlands, CA 92373-909-389-7316 -Fax 909-389-7326 -www.helfrich-assoclates.com Soils Report 2713 Via Roberto Page No. 9 REFERENCES California Department of Water Resources, Control Board, Geotracker Website, 2021, https://geotracker. waterboards.ca.gov California Department of Water Resources, 2021, http://www.water.ca.gov/waterdatalibrary. California Department of Conservation, Division of Mines and Geology, Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Relative Landslide Susceptibility and Landslide Distribution Map, Rancho Santa Fe Quadrangle, DMG Open-File Report 95-04, Plate 35A, Oceanside/San Luis Rey, Scale 1:24,000. California Department of Conservation, Geological Survey, Kennedy, M.P., and S.S. Tan, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Regional Geologic Map Series, Scale 1:100,000. California Geological Survey Web Site, 2010 Fault Activity Map of California, July 2015. Southern California Earthquake Data Center, website: Significant Earthquakes and Faults, http://scedc.caltech.edu/slgnlflcant/fa ult-lndex.htm I Structural Engineers Association of California, 2021, OSHPD Seismic Design Maps website, https:/ /seismicmaps.org U.S. Department of the Interior, Federal Emergency Management Administration (FEMA), 2019, Flood Insurance Rate Map, Panel 06073C 0762G, Scale 1:6,000. U.S. Department of the Interior, Geological Survey, 2021, Unified Hazard Tool, interactive website, https://earthquake.usgs.gov/hazards/interactlve/ U.S. Department of the Interior, Geological Survey, 2018, San Luis Rey Quadrangle, California, 7.5' Series (Topographic), Scale: 1:24,000. 30640 Kristin Court, Redlands, CA 92373 -909-389-7316 -Fax 909-389-7326 -www.helfrlch-assoclates.com APPENDIX A Site Plan and Maps Reference: United States Department of the Interior, Geological Survey, o 2000 2018, San Luis Rey Quadrangle, California, j'--_¾~ I 7.5-Minute Topographic, Scale 1 :24,000. Approximate scale In Feel SCMl40 blnlN COUIIT RIDIJJC)S,CA 92.173 .ot--Sa►7SU 909...Uf.-732• FAX -MO..AttCIII-MSOCIATU..CON Site Location Map 2713 Via Roberto Carlsbad, California A-1 Legend 8-1 Garage Structure ~ -Approximate location of exploratory soil boring. 0 30 60 Scale Approximate in Feet Condominium Building Location 2713 Via Roberto Reference: San Diego County, 2021 , SanGIS Interactive map page, https://www.sangis.org/interactive/index.html Site Plan 2713 Via Roberto Carlsbad, California A-2 Reference: California Department of Conservation, Geological Survey, Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Regional Geologic Map Series Scale 1:100,000. Seate Approximate in Feet Regional Geologic Map 2713 Via Roberto Carlsbad, California A-3 Legend for Geologic Symbols and Units ---•• •• ••••• Contact (left)-Separates geologic-map units.Solid where meets map-accuracy standard; dashed where may not meet map-accuracy standard; dotted where concealed I I I I I I I I I I .L.LL.Lll.J...L 20 1 •. Contact (left)-Separates terraced alluvial units where younger alluvial unit is incised into older alluvial unit; hachures at base of slope, point toward topographically lower surface. Solid where meets map-accuracy standard; dashed where may not meet map-accuracy standard. Fault (above)-Solid where meets map-accuracy standard; dashed where may not meet map accuracy standard. Dotted where concealed by mapped covering unit; queried where existence uncertain. Hachures indicate scarp, with hachures on downdropped block. Paired arrows indicate relative movement; single arrow indicates direction and amount of fault-plane dip. Bar and ball on down-thrown block. 0 Alluvial flood plain deposits (late Holocene). E} Landslide deposits, undivided (Holocene, Pleistocene). I Qops.1 I Old paralic deposits. units 6-7 (late to middle Pleistocene). I Oop2-4 I Old paralic deposits, units 2-4 (middle Pleistocene). I avop13 I Very old paralic deposits, unit 13 (middle to early Pleistocene). I Qvop12 I Very old paralic deposits, unit 12 (middle to early Pleistocene). -Santiago formation sandstone (middle Eocene). -Tonalite, undivided (mid-Cretaceous). 0 Metasedimentary and metavolcanic rocks, undivided (Mesozoic). S0640KIISTINCouln RDUNDS. CA 12173 -.se•nu IOl-sl .. 7121 FAX -~JD.CON Regional Geologic Map Legend 2713 Via Roberto Carlsbad, California A-3a Reference: FEMA Flood lnsurace Rate Map, 05/16/2012, Panel 06073C 0762G. FEMA Flood Map 2713 Via Roberto Carlsbad, California A-4 - ZONE A ZONl!AE ZONE AH ZONE AO ZONE AR ZONE AH ZONEV ZONE VE LEGEND SPEOAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION _ __ __ _ BY THE 1 % ANNUAL CHANCE FLOOD No Base Flood Elevations detemlned. Base flood BeYMions delermlned. ~513~ (EL 987) 0.2'M. anooal chance~ bouldary floodway boundary lone D bouldary Base Rood BeYation line and value; eleva!lon In fes• Base Flood Elevation value where t.nlorm within zone; ~ In res• Rood dell(hS d I to 3 feet (usual'( a,a d 1)()11dklg); Base Rood '11.efererud to the North Am!rbn Vertical Dltum o( 1988 Elevalions dellmlined. @------0 Cross se:tion line Flood depths o( I to 3 feet (usually Sheet flOw on sloping terrain); average @-_____ -@ Transect Nne =.inea. del!rnWcl. F« nas "alkMal fan flooding, llelodtles also 87'07'45", 32'22'30" GeograptjC CXl0rllnates re'ererud to the North Ar1M!Jican Dltundl983(NAD83), westenHo!rnispl',ete Special Rood HazNd t,na 1onner1y protected from the 1 % annual chance flood by a flood control system that WM subseque,:tJy decbtifled. lone AA lndlaltes that the former flood (l)l'lbof system Is being restored to provide proteaion from the 1% .muai d>anCe o, greater flood. kflO to be proCllCled from 1% annual chance flood by a Federal flood proteaion system lrder CIOIISlnK:lion; no Base Flood Elevations detwmined. coastal flood zone with wlocity hazard (wave action); no Base Flood Elevalions dellmlined. Coastal flood zone with llelOcit'f hazard (wave action); Base Rood EleYations dele'lrined. FLOODWAY AREAS IN ZONE AE "'76"""N 600000 FT DX5510 x •M1.5 I~ Universal Transverse Mercator grid values, zone IIN 5000-foot grid ticks: C.llomla State Pline COO<dlnate ,vstem, zone V (FIPS20NE 0405), Lambert Conlormal Conic l)fCj«tlon Bench marl( (see explanation In Notes to USers se:tion d this ARMpanel) RNe-Mile M.'.P REPOSITORY Rolor lo isling of Map Ropositorios on Map I-• The flOodway IS the thannel d a 5lreem plus an, ad)lait ftoodj)laoft .-that fflJSt be~ free d encroadwnent so that the 1% IIMUII chance flood can be earned without Slbstantial lncn:ases in llood heights. ~ t::::::::.::I ZONEX CJ ZONEX ZONED OTHER FLOOD AREAS Areas d 0.2'11, annual chance Ibid; lW6lS d 1,r, annual chance flood with average depths of less than 1 foot or with drainage areas less than I square-; and areas p,ctected by ievees from 1% annual a,anc:e flood. OTHER AREAS Areas de!ermlned 10 be Ol.tslcle the 0.2'M. annual chance floodl)laln. Areas In which flood haz.atds are llldelermined, bit possible. COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS ~ OTHERWISE PROTECTED AREAS (OPAs) CBRS aieas and OPAs are normally located wilhln or adjaa!nt to Special Flood twllrll t,nas. 1% annual chance~ baundlry SOMO blmN couu •mu,.,._CA 92113 -.ae►nu IOl.-..7aM f'Al F« o::mnunlty map reYISlon history prior to a,untywlde mapping, refer to the Community Map History !able IOcaled In the Rood 1Mur1ne2 Study report to,: thiS Jur1Sdlclion. To determine If flood Insurance IS available In lhiS Cllffltnunlty, contact ycur Insinne2 agent or call the National Flood Insurana! Program at 1 ·800-638-6620. Map Scale 1" = 500' A-4a lllml!n:,:---1 iill !~!~!!!~ RG ~CONSULTING --- FEMA Flood Map Legend 2713 Via Roberto Car1sbad, California OS HPD Marron Rd Sprouts Farmers Marketf Waterstone Carlsbad C., Rising Glen C., f Hidden Canyon Community Park Google Date Design Code Reference Document Risk Category Site Class Type Value >s 0.99 S1 0.362 SMS 1.188 SM1 null -See Section 11.4.8 Sos 0.792 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.432 FPGA 1.2 PGAM 0.519 TL 8 SsRT 0.99 SsUH 1.097 SsD 1.5 S1RT 0.362 S1UH 0.397 S1D 0.6 PGAd 0.5 CRs 0.902 Description 12/27/2021, 5:44:39 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1 .0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods U.S. Geological Survey-Earthquake Hazards Program Unified Hazard Tool Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design MaP-S web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. r. Input Edition Dynamic: Conterminous U.S. 2014 (up, Latitude Decimal degrees Spectral Period I Peak Ground Acceleration Time Horizon Return period in years L-l _3_3._1_74_9_7_8 __________ _.I I 2475 Longitude Decimal degrees, negative values for western longitudes I -117.319911 Site Class 259 m/s (Site class D) " Hazard Curve Please select "Edition" "Location" & "Site Class" above to ' compute a hazard curve. Compute Hazard Curve A Deaggregation Component Total • •• • •• •• .. , .. •• •• .. •• • •• •• .. .. .. .• .. • • .. ... .. •• .. .. . .. • ■ E = (-oo .. -2.5) ■E=(-2.5 .. -2} ■E=(-2 .. -1.5) 0 E=(-1.5 .. -1) 0 E = (-1..-0.5) □ E= (-0.5 .. 0) 0 E= [O .. 0.5) 0 E= (0.5 .. 1) ■ E= (1 .. 1.5) ■ E= (1.5 .. 2) ■ E= (2 .. 2.5) ■ E = (2.5 .. +oo) Summary statistics for, Deaggregation: Total Deaggregation targets Return period: 2475 yrs Exceedance rate: 0.0004040404 yr1 PGA ground motion: 0.52028191 g Totals Binned: 100 % Residual: 0 % Trace: 0.1 % Mode (largest m-r bin) m: 6.9 r: 10.75 km E0: 1.03 CJ Contribution: 12.75 % Discretization r: min = 0.0, max= 1000.0, I:,.= 20.0 km m: min = 4.4, max= 9.4, I:,.= 0.2 E: min = -3.0, max = 3.0, I:,.= 0.5 CJ Recovered targets Return period: 2765.4018 yrs Exceedance rate: 0.00036161111 yr1 Mean ( over all sources) m: 6.65 r: 15.95 km E0: 1.3 CJ Mode (largest m-r-e0 bin) m: 6.91 r: 10.23 km E0: 0.9 CJ Contribution: 6.58 % Epsilon keys EO: [-00 .. -2.5) El: [-2.5 .. -2.0) E2: [-2.0 .. -1.5) E3: [-1.5 .. -1.0) E4: [-1.0 .. -0.5) ES: [-0.5 .. 0.0) E6: [0.O .. 0.5) E7: [0.5 .. 1.0) ES: [1.0 .. 1.5) E9: [1.5 .. 2.0) £10: [2.0 .. 2.5) Ell: [2.5 .. +oo] Deaggregation Contributors Source Set ~ Source Type r m Eo Ion lat az % UC33brAvg_FM31 System 33.26 Rose Canyon [19J 10.22 6.97 0.95 117.412°W 33.125°N 237.13 16.68 Oceanside altl [OJ 16.04 7.12 1.10 117.596°W 33.057°N 243.10 5.o7 Elsinore (Temecula) rev [SJ 34.39 7.59 1.82 117.008°W 33.341°N 57.43 2.52 San Jacinto (Anza) rev [OJ 72.78 8.11 2.29 116.880°W 33.717°N 33.99 1.28 Rose Canyon [18J 10.28 6.76 1.09 117.407°W 33.118°N 231.96 1.26 Rose Canyon [16J 13.19 6.66 1.34 117.362°W 33.062°N 197.37 1.00 UC33brAvg_FM32 System 29.46 Rose Canyon [19] 10.22 7.00 0.95 111.412°w 33.125°N 237.13 15.73 Elsinore (Temecula} rev [SJ 34.39 7.62 1.79 117.008°W 33.341°N 57.43 2.65 Oceanside alt2 [6J 15.82 7.59 0.80 117.598°W 33.061°N 243.90 2.10 Rose Canyon [18J 10.28 6.76 1.09 117.407°W 33.118°N 231.96 1.32 San Jacinto (Anza} rev [OJ 72.78 8.10 2.29 116.880°W 33.717°N 33.99 1.26 Coronado Bank alt2 [10] 36.56 7.53 1.95 117.573°W 32.924°N 220.22 1.08 UC33brAvg_FM31 (opt) Grid 18.78 PointSourceFinite: -117.320, 33.206 6.07 5.71 0.87 111.320°w 33.206°N 0.00 3.13 PointSourceFinite: -117.320, 33.206 6.07 5.71 0.87 111.320°w 33.206°N 0.00 3.13 Poi ntSourceFi nite: -117 .320, 33.278 11.42 5.90 1.50 111.320°w 33.278°N 0.00 1.33 Poi ntSourceFi nite: -117 .320, 33.278 11.42 5.90 1.50 111.320°w 33.278°N 0.00 1.32 UC33brAvg_FM32 (opt) Grid 18.50 Poi ntSourceFi nite: -117 .320, 33.206 6.07 5.70 0.87 117.320°w 33.206°N 0.00 3.13 PointSourceFinite: -117.320, 33.206 6.07 5.70 0.87 111.320°w 33.206°N 0.00 3.13 Poi ntSourceFi nite: -117 .320, 33.278 11.42 5.90 1.50 111.320°w 33.278°N 0.00 1.31 Poi ntSourceFi nite: -117 .320, 33.278 11.42 5.90 1.50 111.320°w 33.278°N 0.00 1.31 APPENDIX B Field and Laboratory Test Results SUB SURF ACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY /RELATIVE Visual-Manual Procedure (ASTM D2488) DENSITY MAJOR DIVISIONS GROUP TYPICAL NAMES CRITERIA SYMBOLS GW Well Graded Gravels and Gravel-Reference: 'Foundation Engineering', Peck, Hansen, Clean Sand Mixtures, Little or no Fines Thombum, 2nd Edition. Gravels Gravels Poorly Graded Gravels and SO% or more GP Gravel-Sand M UC.tures, Little or Standard Penelration Test ofCoarse no Fines Granular Soils Fraction Retained on GM Silty Gravels, Gravel-Sand-Silt Penetration Resistance, Relative Coarse• No. 4 Sieve Gravels Mixtures•• N, (Blows/ Fool) Density Grained with Soils• Fines GC Clayey Gravel, Gravel-Sand-Clay Mixtures•• 0-4 Very Loose More than SW Well Graded Sands and Gravely 4 -IO Loose 50% Sands, Litcie or no Fines Retained Clean IO-30 Medium on No. 200 Sands Sands Poorly G radcd Sands and Sieve SP Gravely Sands, Little or no Fines 30 -50 Dense More than SO% of Coarse Sands SM Silty Sands, Sand-Silt Mixtures .. > so Very Dense Fraction Passes with No. 4 Sieve Fines SC Clayey Sands, Sand-Clay Mixtures•• ML Inorganic Silts, Sandy Silts, Rock Standard Penetration Test Flour Cohesive Soils Silts and Clays CL Inorganic Clays of Low 10 Penetration Consistency Unconfined Medium Plasticity, Gravelly Resistance, N, Compressive Liquid Limits 50 % or less Clays, Sandy Clays, Silty Clays, (Blows/ Foot) S1rength, Fine Lean Clays (Tons I Sq. Grained Ft.) Soils• OL Organic Silts and Organic silty Clays of Low Plasticity <2 Very Soft < 0.25 50 % or MH Inorganic Silts, Micaceous or 2 -4 Soft 0.25 -0.5 more Diatomaccous silts, Plastic Silts Passes No. 4 -8 Medium o.s -1.0 200 Sieve Silts and Clays CH Inorganic Clays of High Plasticity, Fat Clays 8 -15 Stiff 1.0-2.0 Liquid Limits Greater than 50 15 -30 Very Stiff 2.0-4.0 % OH Organic Clays of Medium lo High Plasticity > 30 Hard > 4.0 Highly Organic Soils PT Peat, Muck, or Other Highly Organic Soils • Based on material passing the 3-inch sieve . •• More than 12% passing the No. 200 sieve; 5% to 12% passing No. 200 sieve requires use of duel symbols (i.e., SP-SM., GP-GM, SP-SC, GP-GC, etc.); Border line classifications are designated as CH/Cl, GM/SM, SP/SW, etc. U.S. Standard Sieve Size 12" 3" 3/4" #4 #10 #40 #200 Unified Soil Classification Boulders Cobbles Gravel Sand Silt and Designation I I I Clay Coarse Fine Coarse Medium Fine Moisture Condition Material Quanti!}: Other S):mbols Dry Absence of moisture, dusty, Trace <5% C -Core Sample dry to the touch. Slightly 5 -12% S -SPT Sample Moist Damp but no visible moisture. Little 12 -25% B -Bulk Sample Wet Visible free water, usually Some 25 -50 % CK -Chunk Sample below the water table. R -Ring Sample N -Nuclear Gauge Test V -Water Table .,.,. ~HELFRICH 12/27/2021 ICMMOKl:~COUlll !G~~R~~!!!u;,~ RIDl.AflOS.CA 92173 Simplified uses Soils Classification Chart -.U►7UI l"'""''NN■V· 909-sa .. 7S2t: F.U RG WWW~TU,.CON CONSULTING HELFRICHsuBSURFACE EXPLORATION LOG ASSOCIATES BORING NO. B-1 ENGINEERING• CONSTRUCTION CONSULTING Project Name: 2713 Via Roberto Date: 12/7/2021 30 lbs. NIA Logged By: MN 158± 10' Type of Rig: Shovels, hand auger Drive Wt. Drill Hole Dia.: 4" Drop: SM 2 I 06.6 9.8 5 6 7 100.2 14.0 8 I I I.Y 14.1 11 12 Elevation: Depth of Boring (ft.): Description opso1: Silty sand, dark brown (7.5 YR 3/2), loose, dry, with roots and organics ~tia~~~atio~---------------- Weathered sandstone, brown ( I 0YR 5/3), moist, medium dense, some gravel to 2", some clay. Recovered as silty sand to sandy silt. Weathered sandstone, light brownish gray ( I 0YR 6/2), moist, medium dense, fine to medium sand, some clay. Recovered as silty sand to sandy c.:ih Weathered sandstone, light yellowish brown (2.5Y 6/3), moist, dense, fin e to medium sand, some gravels to 1/2", trace roots, some clay. Recovered as silty sand to sandy silt Weathered sandstone, light yellowish brown (2.5Y 6/3). moist, dense, fine to medium sand. Recovered as silty sand to sandy silt End of onng at I ' gs No groundwater encountered No caving noted Backfilled with soil cuttings S -SPT Sample R -Ring Sample B -Bulk Sample N -Nuclear Gauge Test D -Disturbed Sample * -For reference only. Not calibrated for density calculations. Project X Corrosion Engineering Corrosion Control -Soil, Water, Metallurgy Testing Lab REPORT S211216E Page I Results Only Soil Testing for 2713 Via Roberto, Carlsbad Respectfully Submitted, December 19, 2021 Prepared for: Maihan Noorzay Noorzay Geotechnical Services, Inc. 16817 Rainy Vale Avenue Riverside, CA 92503 maihan@noorzaygeo.com Project X Job#: S211216E Client Job or PO#: Helfrich #210923 Eduardo Hernandez, M.Sc., P.E. Sr. Corrosion Consultant NACE Corrosion Technologist #16592 Professional Engineer California No. M37102 ehernandez@projectxcorrosion.com 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 95 1-226-1720 www.projectxcorrosion.com ►:◄ Project X Corrosion Engineering Corrosion Control -Soil, Water, Metallurgy Testing Lab Method Soil Analysis Lab Results Client: Noorzay Geotechnical Services, Inc. Job Name: 2713 Via Roberto, Carlsbad Client Job Number: Helfrich #210923 Project X Job Number: S2 l l 216E December 19, 2021 ASTM ASTM D4327 D4327 ASTM G187 REPORT S211216E Page 2 ASTM D4972 Bore# / Description Depth Sulfates Chlorides Resistivity pH B-1 SM/ML sot er As Rec'd I Minimum (ft) (mg/kg) (wt%) (mg/kg) (wt%) 0-3 27.8 0.0028 19.9 0.0020 Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts p~r mill ion) of dry soil weight ND = 0 = Not Detected I NT= Not Tested I Unk = Unknown Chemical Analysis performed on I :3 Soil-To-Water extract PPM = mg/kg (soil)= mg/L (Liquid) (Ohm-cm) 16,080 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com (Ohm-cm) 3,350 8.9 22 ►:◄ Project X Corrosion Engineering t ,,.T<_,._., C ••tOn.J • '-.. I. \\•1 ... nd \kt,1lln1)') f :ti> - Lab Request Sheet Chain of Custody Phone: (213) 928-TI 13 · Fax (951) 226-1720 · www.projcctxcorrosioo.com Ship Samples To: 29990 Technology Dr, 1113, Murrida, CA 92563 Project X Job Number ,52.l/l/GE A/oorZ/Uf Htlft;rl=tt 2.10123 2-:Z Ii Vitt. f?okrh, I Q,,arl IMPORT ANT: Please complete Project uil Sample Identification Data as you would like it to appear lo report & lodude this form with samples. Compa11y Name: Noorzay Geotechnical Services, Inc. Contact Na-: Maihan Noorzay Phone No. : 9512649023 Mailiug Address: 16817 Rainy Vale Avenue, Riverside, CA 92503 Contact Email: maihan@noorzaygeo.com Acceanllag Coatact: Maihan Noorzay l11volce Email: maihan@noorzaygeo.com Project Name: 2713 Via Roberto, Carlsbad Client Project No: Helfrich # 210923 P.O.#: 50.y 3 Day 20.y ,..,_ RU811 IUSlf ANALYSIS REQUESTED (Please circle) NOTES 75%_...., •--.... Tum Around Time: w I I Ii Ii gi ae !~ ~~ !~ ~,~ ~= ~111 ~ St ~;;: :t ~ :t i a~ _Results By: 0 Phone O Fu 0 Email O Mall O Overnight Mall (charges apply) ~ ~ ·j 3~ "' ... ~;: 1:: "'~ .,~ ;en :! ,.. ~ ,! f ! • Date & Received by : Def111lt 5§ i! ;;; i! :!! i:'l~ al ~1 a~ ;:.~ .., ... -go ;:[:;; ~:!! Method ~a~ ~o .,, ... ~§ "'::t ~:. :,: l2 "'~ ~§ <Q ::t ::t ... SPECIAL INSTRUCTIONS: i t: ~ ~ ] :fl ·s: I J 8 ~ ii ] " i :[ ~ ·j j ll -~-~ DAT& ~ j ~ :a ! ! ~ 1] Ji SAM PU: ID -BORE # DF.SCRI PTION DEPTH (ft) COIJ ,ltCTED 8cn ~ :i: "3 ti iii ~ z J ,'). (/) < h I B-1 SM/Ml 0-3' 12}07/21 ,-I✓ 1 ✓ [✓ f7 11 r I ' l ,-r r 2 r rr I r r r r r ' i ' ' ' i ' r r-' ' r 11 ' 11 ' 3 4 r I I r r f ' ,-r ! r -I s r ' ,. I [ ,r ' ' I ' ' 6 I c--[ ,r ' ' r r ,r I 11 7 r 1 I 1 r ' If --1 ' i ' ' ' 8 r-- I ' ' ' ti ' 1 1 ' ' I 9 ' I ' r r r 11 I I r r I\ 10 r r r r 1 1 11 r r r r r ' ,-' r ' r ' i rr ' r I ' I II 12 ' ' r ' 1f r ' [ r - 13 I If r r r i l r r ' i -' I I I 14 I I I NoorzayGeo Job Name: 2713 Via Roberto, Carlsbad Job Number: Helfrich# 210923 Sampled By: M. Noorzay Date Sampled: 12/7/21 Expansion Index ASTM D4829 Tested By : M. Noorzay Date Completed: 12/15/21 Input By: M. Noorzay Sample Number: B-1@ 0-3' SAMPLE CONDITION Initial Initial Wt. Speci men & Ring (gr) 789.6 Initial Wt. of ring (gr) ___________________________________ ,._ ___ 37_3 ___ +----------1--------1 Wt. Specimen (gr) 416.6 Wt. Specimen (lbs) ______________________________ ,._ ___ o._9_16_5_2 __ ➔--------➔--------t Specimen diameter (in) ------------1-----4 ___ _,._ ________ _,._ _______ -1 lnit. Spec. Height (in) ____________________________ ,._ ____ 1 ___ ➔--------➔--------t Volumeofring(cu. Ft.) 0.007272 Moist Density (pcf) 126.03 Wt. moist soil+tare (gr) 200 Wt. dry soil+tare (gr) 185.2 Wt. of tare (gr) ___________________________________ .._ ___ .;.o ___ ➔--------➔--------t Wt. dry soil (gr) ______________________________________ 1_8_5_.2 ___________________ ---t Wt. of water (gr) 14.8 M/C(%) 8.0 DRY DENSITY (pcf) 116. 70 % Saturation* (48-52) 48.6 Start (g) 448.2 Final Moisture End (g) 382.2 % 17.3 Date lime Dial 12/13/21 3:45PM 0.295 12/13/21 3:55PM 0.296 12/13/21 4:05PM 0.332 12/14/21 3:45PM 0.357 Expansion Index: 62 Expansion Potential: MEDIUM Expansion Index Potential Expansion 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above-130 Very High NoorzayGeo Direct Shear ASTM 03080 Job Name: 2713 Via Roberto, Carlsbad Tested By: M. Noorzay Job Number: Helfrich# 210923 Date Completed: 12/15/21 Sampled By: M. Noorzay Input By: M. Noorzay Date Sampled: 12/7/21 Sample Number: B-1@ 6' Sample Description: SM/ML Samples Test ed 1 2 3 Peak Ultimate Boring ID B-1 B-1 B-1 Friction, phi (Deg) 34.0 34.3 Depth (in/ft.) 6' 6' 6' Cohesion {psf} 276.4 229.3 Sample Type: r ing Normal Stress (psf) 1000 2000 4000 Method: Drained Maximum Shear Stress (psf) 905 1696 2953 Consolidation: Yes Ultimate Shear Stress (psf) 905 1602 2953 Saturation: Yes Soil Type SM/M L SM/ML SM/ML Strain Rate (in/min): 0.005 Shear Stress v. Displacement 4000 ----1.000 3500 ~2.000 3000 ......._4,000 ] 2500 -- ::I ~ ~ 2000 ~ -j 1500 ---- / / 1000 i -~ 500 r~ 0 -Dl~acement 0.00 0.05 0.10 0.15 0.20 0.25 0.30 5000 4500 4000 3500 c-! 3000 "' _t.---f 2500 VI -----~ ~ 2000 ~-.,:; ~ . VI 1500 ~-~ . 1000 .•· .. ~ o Peak 500 .... o Ultimate ~-I 0 0 500 1000 1500 2000 2500 Normal Stress (psf) 3000 3500 4000 4500 NoorzayGeo Job Name: 2713 Via Roberto, Carlsbad Job Number: Helfrich# 210923 Sampled By: M. Noorzay Date Sampled: 12/7/21 Bori ng Number 8-1 Sample Depth (ft) 3 Sample Number 1 Sample Type RING uses Description SM/ML Number ofRings 3 Total Weight ofRings+Soil (gms) 560 Volume of Rings(ft3)(1r = 0.0027 ft3) 7.972E-03 Weight of Rings (gms)(lr = 45.497 g) 136.5 Weight of Soil (gms) 423.5 Wet Density (pcf) 117.1 % Saturation (Assumed Gs=2. 7) 45.8 Container Number 1 Tare(gms) 0.0 Wet Soi I + Tare (gms) 250.0 Dry Soil+ Tare (gms) 227.6 Weight of Water (gms) 22.4 Water Content (%) 9.8 Dry Density (pcf) 106.6 In-Situ Moisture Content and Dry Density ASTM D2937 Tested By : _M_. _N_oo_rz_a_y _________ _ Date Completed: _1_2.:.../_15...;./_2_1 _________ _ Input By: _M_. _N_oo_rz_a_y:..... ________ _ 8-1 B-1 6 9 2 3 RING RING SM/ML SM/ML 3 3 549.7 598.1 7.972E-03 7.972E-03 136.5 136.5 413.2 461.6 114.3 127.7 55.5 75.1 2 3 0.0 0.0 250.0 250.0 219.3 219.2 30.7 30.8 14.0 14.1 100.2 111.9 APPENDIX C Maintenance Recommendations MAINTENANCE RECOMMENDATIONS The most important aspect of slope maintenance is proper control of surface drainage. Uncontrolled water from broken pipes, improperly maintained irrigation systems, and rainfall are the most prevalent cause of slope instability in Southern California. The following recommended procedures should be followed by the property owner to minimize slope instability: 1) Homes should be provided with roof drains, gutters, and downspouts, and these facilities should be checked at least twice per year. 2) All drainage devices should be checked at least twice per year to ensure that they are not blocked. All blockages should be cleared. 3) Drains at the top of slopes should not allow water to overflow onto the slope. 4) Terrace drains and brow ditches on slopes or at the tops of slopes are designed to carry runoff water to an appropriate discharge point. These drains should be checked at least twice per year, and cleaned of any accumulation of dirt and other debris. Water that backs up in surface drains will overflow and seep into the slope, creating instability. 5) Water should not be permitted to collect or pond in yard areas. This water will either seep into the ground (loosening the soils) or will overflow onto the slope. Once erosion is started, it is difficult to control and severe damage can occur quickly. 6) Loose soil or debris should not be left on slopes. Loose soils soak up water more readily than compacted fill, and will often slide downslope. This material may clog terrace drains, and may cause additional slope damage. 7) Slopes should not be over-irrigated. Naturally, ground cover will require some moisture during the hot summer months, but during the wet season, irrigation can cause heavy ground cover to move, which not only destroys the cover, but also may begin slope surface erosion. Heavy ground cover can cause surface sloughing when saturated due to the Increased weight and weakening of the near surface soil. 8) Water should not be allowed to collect against foundations, retaining walls, or basement walls. These walls are typically built to withstand the effects of normal soil moisture, and may require subsurface drains to collect and transfer excessive water away from the structures. 9) Irrigation systems should not be left running on or near a slope, particularly during the rainy season. 10) Swales that have been graded around the home or on the lot should not be blocked. These swales are typically constructed to provide drainage toward the driveways, street or other positive outlet. 11) Building pad and slope surfaces should be periodically inspected for rodent activity. Burrowing rodents will reduce slope stability by allowing additional water infiltration and channeling of surface runoff Into the slope soils. STORM WATER POU.UTION PREVENTION NOTES 1. IU NECDSNlY EQUf'ME)IT NO MA1U!IIILS SHAU. 11£ AVNLJaE. ON SITE TO FACIUTAIE RAl'II INSTAU.AT1CN rE EROSON NllJ SEDIUENT comux. BUPI -RAIN IS EYNENT. 2, Tl£ OWIER,tQmiACT!R SHAll. RESTORE M.l EROSON CONTRU. 0£\la:s TO ll0fl0NC CADER TO 11£ SATISrAC'DOH rE 11£ OlY INSF£tTllR ArTER EACH RIJIHlfF Pll<lDIJallC P.JffN..l. l. 111£ OWIER/1:QflltACTCII SHIU NSTIU MD1IONAL ER090N CQNlll(L N£A:IIIICS AS MAY 11£ AEll.9IEII BY Tl£ Q1Y lllffCTOfl DUE TO ltaJlllt£TE GRADIN8 OPOIAllOHS OR UNFOIElUl4 CIRQJIISTAIO:S IHCII 11.AY AAISE. 4. AU. IEIOVAlll£ l'ftOTECTI\E llEWE5 SHIU lit: IN PUCE AT 11£ 00 rE EACH -C DAY llO 1HE mE: (5) DAY IWI l'RCXIMIUTY FORECAST orm,s rORTY PCOOIT (~. $1.T N«> 01H[I! DEIRS !HAU. BE ROIO\t:11 /FTER EA01 RAH'AU. 5. IU GRA\EL BAGS SHIU CONTAIN 3/4 INQ4 Mll11IUII AGQGAlE. 8. MlEQUATE EROSION 1H) SElllMENT COHTROL Mil PEJaCTEII PR0TEC110N llEST IINIMlllfNT PRACllCE IIEASJR£S MUST BE INSTAWD AHO -TAINED. 7. THE art llftCTOR SHIU HA\E THE AU11104IITY TO .II.TEii TIIS Pl.NI OORtlG OR SErORC CONSTROCTION AS HEDllD TO EIISUIIE allf'UIIHCE lflH OTY STOIIII WATVI QUMJTY REQUllONS. OWIIER'SCERTTACATE: 1 INDSTNI> NII M:l(NO'UDG[ 1HAT 1 MUST: (1) 1ll'l.OIENT IIEST IWtMDIOff PIIAt11CfS (BIIP$) -c:at$lllJC'IION AC1M1Ei TO 11£ IWIIUI IX1UIT MM:llCMU TO A'llm 1HE --!If l'CIWITMl1$ SJCll AS .-r Nil TO A\Ul 1HE _. Cf Sllllll W.mt TO COlfflUCll0N A£1.Al(J) l'CIJJITNflS; NCI (a) AIHR£ TO. NIil AT ICJ. 111t1, CCllf'I.Y 111H 1HIS CJTY N'ffl0\61 111R 1 CCNS11M:11011 -1HRClJQ4QJT 11£ IUIAllOI !If 11£ CCIIS11llC110II ACTI\11!£5 ~~=- E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 ca· ____ _ SW BE$T MANA081E11T PRACTICES (IIMPISB.ECTlON TABI.£ --_.__ - j 1 11!1 .... ...___~. 4 f jJ ! t lf tlllof'l"-""'"➔ ! I § j 11] ~J J l l~ i.11 CASQ,\~➔ ~ ~ ~ ~ ~ ~ .... ., . 1Hd1 ... ill • ~ --.. ,r --" --... ·-SIio .,,_ ... ,_ SHOW THE LOCATIONS OF ALL CHOSEN 8MFt AB0\11: ON THE PROJECTS SfTE PWUEROSION COHTflOI. PIAN. SEE TIE REVERSE $/OE OF THIS SHEET FOR A SA.IRE EROSION CONTROL PUN. Pqo 1 of 1 !! Iii ,_ .__ j i I IJ -.. * I! ----------- J f H l ~ l 1 !1 f I] ii Id u Ii :u ~ .. ... w w i • j i 1 CcNlnlctlon -to 51..,. -Q.,dlt, (O..d<llo,) 0 1IIIUII )0 lOW u 11 11 • • * -... fl£V 01/10