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Home My WebLink About2666 FLOWER FIELDS WAY; ; CBC2024-0038; PermitBuilding Permit Finaled {city of Carlsbad Commercial Permit Print Date: 08/23/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2666 FLOWER FIELDS WAY, CARLSBAD, CA 92010-8330 BLDG-Commercial Work Class: 1670308000 Track #: $0.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Repair Permit No: Status: CBC2024-0038 Closed -Fina led Applied: 01/31/2024 Issued: 06/12/2024 Finaled Close Out: 08/23/2024 Fina l Inspection: 08/20/2024 INSPECTOR: Renfro, Chris Alvarado, Tony Description: RETROFIT FOUNDATION STABILIZATION FOR APARTMENT COMPLEX WITH ANCHOR UNDERPINNING FEE BUILDING PLAN CHECK Property Owner: RAINTREE FLOWER FIELDS LLC 28202 CABOT RD, # 300 LAGUNA NIGUEL, CA 92677-1249 (760) 434-1060 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) FOUNDATION REPAIR-COMMERCIAL SB1473 -GREEN BUILDING STATE STANDARDS FEE Total Fees: $1,168.25 Total Payments To Date: $1,168.25 Contractor: CAMP FACILITY SERVICES 11 GODDARD IRVINE, CA 92618-4600 (866) 924-4207 Balance Due: AMOUNT $341.25 $197.00 $104.00 $525.00 $1.00 $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.car lsbadca.gov {cityof Carlsbad Job Address 2666 Flower Field way Tenant Name#: Flower Field Condominiums COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ________ _ Est. Value PC Deposit Date Suite: _____ APN: 167-030-80-00 Lot #:. ____ Year Built: _________ _ Year Built:. __ _ Occupancy: R-2 & U Construction Type: V-B Fire sprinklersO'ESQNO A/C:QYESQNO BRIEF DESCRIPTION OF WORK: Proposed slab on grade stabilization at residential condominiums D Addition/New:. ____________ New SF and Use,, __________ New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify). ___ _ OTenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW,. ___ Modules, Mounted:ORoof O Ground D Re roof:. ____________________________________ _ D Plumbing/Mechanical/Electrical O0ther: ------------------------------------- APPLICANT (PRIMARY CONTACT) Name: Camp Facility Services Address· 11 Goddard City· Irvine Phone· (866)924-4207 Email· lscallon@campfs.com State:_C_A __ Zip: 9261 8 DESIGN PROFESSIONAL Name: EJD Engineering INC. Address: 14 726 Ramona Ave. STE 41 o PROPERTY OWNER Name: Raintree Partners Address: 34052 La Plaza, Ste 201 City: Dana Point Phone: (480)797-3169 State: CA Zip:_9_26_2_9 __ _ Email: ___________________ _ CONTRACTOR OF RECORD Business Name: Camp Facility Services Address: 11 Goddard City: Chino State:._C_A __ Zip: 9171 0 City: Irvine State:,_C_A __ Zip:92618 Phone: (909)517-2451 Phone: (866)924-4207 Email: Earnest@ejdenginerring.com Email: ___________________ _ Architect State License: _6_7_76_5 __________ CSLB License #:._1_0_88_9_2_3 ____ Class:._8 ______ _ Carlsbad Business License# (Required):, _______ _ APPLICANT CERT/FICA TION: /certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: /herebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations(CHOOSE ONE): 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. PolicyNo. ______________________________________ _ -OR- (!]1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: E,tv\ PL.er-lee~ I~!';>. (' 01"'\ pA(V'j Policy No. WC( lG I':\ '\(o(p(o So, 3 ExpirationDate:_~9~l_\_\-N:-Y~-------- -OR- Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ____________________ _ CONTRACTOR CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): LAgH s~~; SIGNATUR r:_,.-:;;..u,"'-'"C~f,-,l-' ....... :>,<;,.....:~-DATE: c,,/1::; l.:ie@'-1 Note: If the person signing above is an authorized agent for the contractor provide a letter of -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: n 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. ~. 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). -OR- D1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-□, am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a capyof the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I /www.leginfo.ca.gov/ ca/aw.html. OWNER CERTIFICATION: /certifythatlhavereadthe applicationandstatethattheaboveinformationiscorrectandthatthe information on the plansisaccurate. lagree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2024-0038) Permit Type: BLDG-Commercial Work Class: Repair Application Date: 01/31/2024 Owner: RAINTREE FLOWER FIELDS LLC Issue Date: 06/12/2024 Subdivision: CARLSBAD TCT#83-13 Status: Closed -Finaled Expiration Date: 01/13/2025 Address: 2666 FLOWER FIELDS WAY CARLSBAD, CA 92010-8330 IVR Number: 54525 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Date Start Date Status 06/17/2024 06/17/2024 BLDG-SW-Inspection 251923-2024 Partial Pass Tony Alvarado Re inspection Checklist Item COMMENTS Passed Are erosion control BMPs No functioning properly? Are perimeter control BMPs No maintained? Is the entrance stabilized to No prevent tracking? Have sediments been tracked No on to the street? Has trash/debris accumulated No throughout the site? Are portable restrooms No properly positioned? Do portable restrooms have No secondary containment? BLDG-SW-Pre-Con 251922-2024 Partial Pass Tony Alvarado Re inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency July 17, 2024: Yes 1. Spoke to Contractor representative regarding apartment building engineered Healy coil reinforcement foundation system. 2. Inform Contractor representative regarding City of Carlsbad preconstruction meeting requirements and guidelines -OK. 3. Discussed with contractor representative SWPPPS, BMPS, soil, sediment, trash debris devices and measures required. -OK. 06/21/2024 06/21/2024 BLDG-11 252514-2024 Partial Pass Chris Renfro Re inspection Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on foundation stabilization on Yes Building #11 . Verified (21) Helical Anchors installed at multiple locations around building. Collected engineering observation reports. 07/03/2024 07/03/2024 BLDG-11 253871-2024 Partial Pass Chris Renfro Reinspection Foundation/Ftg/Piers (Rebar) Friday, August 23, 2024 Inspection Incomplete Incomplete Incomplete Incomplete Page 1 of 2 PERMIT INSPECTION HISTORY for (CBC2024-0038) Permit Type: BLDG-Commercial Work Class: Repair Application Date: 01/31/2024 Owner: RAINTREE FLOWER FIELDS LLC Status: Scheduled Date 07/16/2024 08/20/2024 Closed -Fina led Issue Date: 06/12/2024 Subdivision: CARLSBAD TCT#83-13 Expiration Date: 01/13/2025 IVR Number: 54525 Address: 2666 FLOWER FIELDS WAY CARLSBAD, CA 92010-8330 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency COMMENTS Partial pass on foundation stabilization on Building #10. Verified (21) Helical Anchors installed at multiple locations around building. Collected engineering observation reports. 07/16/2024 BLDG-11 254784-2024 Partial Pass Chris Renfro Foundation/Ftg/Plers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Partial pass on foundation stabilization on Building #9. Verified (21) Helical Anchors installed at multiple locations around building. Collected engineering observation reports. 08/20/2024 BLDG-11 258537-2024 Passed Chris Renfro Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency NOTES Created By Chris Renfro COMMENTS Partial pass on foundation stabilization on Building #9. Verified (21) Helical Anchors installed at multiple locations around building. Collected engineering observation reports. TEXT RECEIVED FINAL SPECIAL INSPECTION REPORT FOR RETROFIT EPOXY FOUNDATION REPAIRS BLOG-Final Inspection Checklist Item 258539-2024 COMMENTS Passed Chris Renfro BLDG-Building Deficiency BLDG-Structural Final Passed Yes Reinspection Incomplete Passed Yes Passed Yes Created Date 08/20/2024 Passed Yes Yes Complete Complete Friday, August 23, 2024 Page 2 of 2 consultants FIELD TO: File engineering geotechnical applications f ROJECT NAME A, ( LOCtlON I I ""' SUPERINTEt-jDENT/FOREPERSON REPORT City of car\sbad JUL 2 2 7.tJ24 ENGINEER "" -\J PERSONNEL ON SITE V ) TYPE OF □ Structural Steel Assembly INSPECTION □ Drainage REQUIRED □ Reinforced Masonr □ As halt SUMMARY OF OBSERVATIONS AND/OR DISCUSSIONS: \l .( : ~ 1=, I . ..,,,. \ I (' LA { ,,. ~ ·H" r (,, .,_J \~,,, ( .}1-/.Id ,,,., I .... l.A Alf ✓ I'__ -{ I TESTS PERFORMED: / CYLINDERS: RECOMMENDATIONS: Z...12 L., PROJECT NO. Quality Control 0 Epoxy 0 Other r-1vv l" , , 1 4 V .( \ SIGNATURE, TITLE (POSITION) PERSONNEL ON SITE (o EGA CONSULTANTS 375-C Monte Vista Avenue Costa Mesa, CA 9262 7 (949) 642-9309 FAX (949) 642-1290 engineering DATE 1 • \ \ J I t, ROJECTNO. geotechnical 1 ) city of i0artsba ,I-I---'---'---'------'-'.::..:...J.-~,_;-.:.---=-..:...c.....:.::.:.-~c1'--T1------1 consultants FIELD TO: File \ \) TYPE OF INSPECTION REQUIRED R E p dht2 2024 BUILDING DIVIS I 1, I □ Soils □ Reinforced Concrete 0 Reinforced Masonr L,....., I □ Structural Steel Assembly P Quality Control □ Drainage □ Epoxy □ As halt □ Other SUMMARY OF OBSERVATIONS AND/OR DISCUSSIONS: • .,, r--..:..::;..i.::.------+--'-'-"'-'--c--~;.:;...__--'-'...c;;;....c.,---'--'--'-:,.,<--_;;_1c....,\c..:;__,_l1:....:,_-1,___...;.:\.,1'---'---\-'-=-~ :.....:{"--i;___;;_T_;\'-'-'-'-'...,_..:::...;.:..,::V:..._;F_,::...:.....;,.:.:.:c...J.----'-'':....:....:........:...:...&..-.=.c..:Y':.........:.'~c,""="c.:...' ____:_:.4 l 1( n ,,,., I 4 \,i I I, JJ lt -4 7 /./ (., .. '..+ 1 I,. ~•t 't J lA 1 ).,, • "t J tf ,J ~ -p I ('. ~ TESTS PERFORMED: RECOMMENDATIONS: PERSONNEL ON SITE , ~I• Vt • A,; I _,. F., ,t, ,J:. .. I I 11 I t. I, \(\. j,. 1,. b ,\ ·, I , , • {A .., I '1 J II + ,,,, ~-~ w I) ..\ \, \ / CYLINDERS: ~1 () C I I , l .. , I' l~ I {., ..,.. v l I , ( ...,_, IA, SIGNATURE, TITLE (POSITION) EGA CONSULTANTS 375-C Monte Vista Avenue Costa Mesa, CA 9262 7 (949) 642-9309 FAX (949) 642-1290 consultants engineering geotechnical c, .. ~afieifi FIELD RE p O Rf 2 2 20'"11:--N1__:RAC:..__TO-~S_;__;....) .:.!__,r ------=----~J;..._.f, BUILDING DI 51l'el~ER'-' ,· 1 .• , 'W' ,Qpy TO: File EQUIPM/=NT ONI Sl~E I I i) t I IT I -\', (I y \ .J'-V ., "t JI PERSONNEL ON SITE 1,1 ,--JI f'..,, TYPE OF i!l Soils O Structural Steel Assembly INSPECTION O Reinforced Concrete O Drainage REQUIRED O Reinforced Masonr O As halt ().,, I k ) , .. l y , l 7Jtb I L• V, I\ I J i V V\ j I,, (" .At -,, J A I',. ...... 1'\ (_ ( .\ V ( ... .... t:4 vv "I .\ \II \ .r\vt! '1-I I\,\ -\-\ L v'I:] -( I i.,(1 J l I "1 • ◄ \ I ~ 1 , ll .t l("I I d , __ ,, .. I ' (. \.Wt, I -\ ( I I "" - TESTS PERFORMED: / CYLINDERS: RECOMMENDATIONS: ( t]\; I \ , . ) j 0 Quality Control 0 Epoxy 0 Other + 41 .., + ,/.. ""i ~ ' ~ v SIGNATURE, TITLE (POSITION) PERSONNEL ON SITE EGA CONSULTANTS 375-C Monte Vista Avenue Costa Mesa, CA 92627 (949) 642-9309 FAX (949) 642-1290 consultants engineering geotechnical applications FIELD REPORT ro:AECQRD CO OATH ..,J I J TYPE OF □ Soils □ Structural Steel Assembly l!l"Quality Control INSPECTION □ Reinforced Concrete □ Drainage □ Epoxy REQUIRED O Reinforced Masonr O As halt O Other TESTS PERFORMED: / CYLINDERS: RECOMMENDATIONS: (A I ..\ PERSONNEL ON SITE I , I (,"" SIGNATURE, TITLE (POSITION) EGA CONSULTANTS 375-C Monte Vista Avenue Costa Mesa, CA 9262 7 (949) 642-9309 FAX (949) 642-1290 consultants engineering . Sfi~tf ical ,ty of Carl appt:cations JUL 2 2 202~ FIELD ~,~i£>~TsioN TO: File '1 D, ,,_ ... , I DAY\ I \ DATE SUPERINTENDl_:NT/FOREPERSON , f ~ TYPE OF O Soils O Structural Steel Assembly INSPECTION O Reinforced Concrete O Drainage REQUIRED O Reinforced Masonr O As halt SUMMARY OF OBSERVATIONS AND/OR DISCUSSIONS: R r + : '' F .")v\,'\ { ,_, J, w, I I ~ I v rn" t1v1 J TESTS PERFORMED: / CYLINDERS: RECOMMENDATIONS: 1/\ "' \•hA-<- [!--Quality Control 0 Epoxy 0 Other I C "itlo I md v PERSONNEL ON SITE SIGNATURE, TITLE (POSITION) f EGA CONSULTANTS 375-C Monte Vista Avenue Costa Mesa, CA 92627 (949) 642-9309 FAX (949) 642-1290 EGA ' engineering geotechnical COR Cp/c o 1 CITY' U, ., FIELD REPORT 1---------r------'--__;_::..:....:....l.-'-'-t-'-'--'----'---~,Vlof Carlsbad TO: File UL 2 .2 2024 , TYPE OF O Soils O Structural Steel Assembly O Quality Control INSPECTION O Reinforced Concrete O Drainage O Epoxy REQUIRED O Reinforced Masonr O As halt O Other SUMMARY OF OBSERVATIONS AND/OR DISCUSSIONS: I<. ()J/' 11 ftJv"' ( d, ,,., ,,, { I, > P.v-k ,.~ f)r-l,1 /1 I Fl 1i..v ... · rq1 (, ll .,,fAl CJ\11(..IW\•y'\IUvvd I Z66t rJ 1-:1,,,.,. f ,IA ( \,Al\1. ("(Is\?.-., ( 1 C .,.I. <{7 'l \1) '' 11 . f .TO tr, 11,1a\". ...... , -.,, . \').,t., ( AL,.1 2S;, 2 v2<--/. ' ' I " °' • tv✓l.t,,,~,p ... A.~ ... \~~''I ..t.. (v't,.,+•<MJ l,....,u ,/1{(,...,.l i b ,(ur-h ,{ ~ 1 1 h ... , .. Ir 1 1, + > l,.., 1 ,c VI ( c .......,.. i ,., t /, -" l + t 1 \A__ v ,,. ..,., ( t+, \II J \" h C n , 1 \ r. {), , , l1 Q I l J )l,, -C .,.., +. \• { A 1 1 ...._, "" "· TESTS PERFORMED: / CYLINDERS: RECOMMENDATIONS: SJGNATURE, TITLE (POSITION) PERSONNEL ON SITE TIME ON r: --------+---f-----+--S_IT_E -+-----,<-----I SIGNATURE OF SUPERINTENDENT, TITLE (POSITION) L EGA CONSULTANTS 375-C Monte Vista Avenue Costa Mesa, CA 92627 (949) 642-9309 FAX (949) 642-1290 DATE engineering , ( #----'--'-~---'---..------'--.......L"-'----'-.......... ~---L------,I City &f@a,l ~MF \ ( I application ( JUL 2 2 zo EN~OREP:RSON . consultants FIELD REPQ1BlJG DI t ., Jl ' C , TO: File fT ,). C \ ·r ; I 1 TYPE OF INSPECTION REQUIRED 0 Soils 0 Reinforced Concrete 0 Reinforced Masonr 0 Structural Steel Assembly 0 Drainage 0 As halt SUMMARY OF OBSERVATIONS AND/OR DISCUSSIONS: 1/ ,.;. • •. TESTS PERFORMED: / CYLINDERS: R.ECOMMENDATIONS: C , z i I) ,. Q-Quality Control 0 Epoxy 0 Other ' ) 1((-l w, 7 SIGNATURE, TITLE (POSITION) PERSONNEL ON SITE SIGNATURE OF SUPERINTENDENT, TITLE (POSITION) EGA CONSULTANTS 375-C Monte VistaAvenue Cosca Mesa, CA 9262 7 (949) 642-9309 FAX (949) 642-1290 consultants EJD Engineering, Inc. 14726 Ramona Ave., Suite 410-W1 Chino, California 91710 Attention: Subject: Ernest De Leon , P.E. FINAL REPORT -CERTIFICATION OF CONFORMANCE CONSTRUCTION MONITORING/TESTING engineeri11f!. geotechnical applications July 22, 2024 Project No. EJ447.2 DURING FOUNDATION REPAIRS, UNDERPINNING, STABILIZATION: BUILDING #11 at FLOWER FIELDS APARTMENTS 2666 FLOWER FIELDS WAY, CARLSBAD, CALIFORNIA Associated References: 1. "Floor Level Survey -Results and Summary: Ground Level Manometer Surveys at Three Buildings: #9, #10, and #11 at Flower Fields Apartments Located at 2666 Flower Fields Way, Carlsbad, California," by EGA Consultants, Inc. dated September 15, 2023. 2. "Geotechnical Distress Investigation for Underpinning Stabilization at Buildings: #9, #10, and #11 at Flower Fields Apartments Located at 2666 Flower Fields Way, Carlsbad, California," by EGA Consultants, Inc. dated November 9, 2023. 3. "Foundation RetrofiVAnchor Plans, Flower Fields Rental Condominiums, 2666 Flower Fields Way, Carlsbad, CA 92010," by EJD Engineering, Inc. dated June 6, 2023, updated May 28, 2024. Dear Team: We are submitting this Certification of Conformance as follows: This will advise you that representatives of EGA Consultants have conducted required inspections during the foundation repairs and underpinning at the site referenced above. The helical anchor installations and backfill compaction were performed between June 17, 2024 and July 17, 2024. The repairs were performed by Camp Facility Services, of Irvine, California. The anchor screw installations were performed using an 18-horsepower Digga hydraulic compressor. Each of the helical anchors (3" shafts) were installed to a total shaft depth of 12 to 15 ft. below grade (foundation anchors shafts were installed below 12 inches of existing footing depth). A total of 21 foundation anchors were installed. All anchors were Installed satisfactorily to minium torque values of 5,200 ft/lb. for footings. The excavated pits (approx. 3 by 3 by feet) were then backfilled with min. 90% compacted fill; completed on July 17, 2024. We verify that construction and building materials conform with the regulatory Code and project specifications outlined in the above-referenced Foundation Retrofit Plan by EJD Engineering, Inc. and in our soils reports (reference Nos. 2 and 3). This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, DAVID A. WORTHINGTON, CEG 2124 Principal Engineering Geologist/President cc: ( 1) Addressee (1) Camp Facility Services. Attn: Stephan Osorio, General Manager (1) Dalinghaus Construction, Inc., Attn: James Rodriguez, Superintendent 375-C Monte Vis ta Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 EGA RECORD COP\ engineering geotechnical applications consultants City of Carrsbad AUG 2 0 2024 BUILDING DIVISION EJD Engineering, Inc. July 19, 2024 Project No. EJ447.2 14726 Ramona Ave ., Suite 410-W1 Chino, California 91710 Attention: Ernest De Leon, P.E. Subject: FINAL REPORT -CERTIFICATION OF CONFORMANCE CONSTRUCTION MONITORING/TESTING DURING FOUNDATION REPAIRS, UNDERPINNING, STABILIZATION: BUILDING #9 at FLOWER FIELDS APARTMENTS 2666 FLOWER FIELDS WAY, CARLSBAD, CALIFORNIA Associated References: 1. "Floor Level Survey -Results and Summary: Ground Level Manometer Surveys at Three Buildings: #9, #10, and #11 at Flower Fields Apartments Located at 2666 Flower Fields Way, Carlsbad, California," by EGA Consultants, Inc. dated September 15, 2023. 2. "Geotechnical Distress Investigation for Underpinning Stabilization at Buildings: #9, #10, and #1 1 at Flower Fields Apartments Located at 2666 Flower Fields Way, Carlsbad, California," by EGA Consultants. Inc. dated November 9, 2023. 3. "Foundation RetrofiUAnchor Plans, Flower Fields Rental Condominiums, 2666 Flower Fields Way, Carlsbad, CA 9201 0," by EJD Engineering, Inc. dated June 6, 2023, updated May 28, 2024. Dear Team: We are submitting this Certification of Conformance as follows: This will advise you that representatives of £GA Consultants have conducted required inspections during the foundation repairs and underpinning at the site referenced above. The helical anchor installations were performed between July 8, 2024 and July 17, 2024. The repairs were performed by Camp Facility Services, of Irvine, California. The anchor screw installations were performed using an 18-horsepower Digga hydraulic compressor. Each of the helical anchors (3" shafts) were installed to a total shaft depth of 12 to 15 ft. below grade (foundation anchors shafts were installed below 12 inches of existing footing depth). A total of 21 foundation anchors were installed. All anchors were installed satisfactorily to minium torque values of 5,200 ft/lb. for footings. The excavated pits (approx. 3 by 3 by feet) were then backfilled with min. 90% compacted fill; completed on July 17, 2024. We verify that construction and building materials conform with the regulatory Code and project specifications outlined in the above-referenced Foundation Retrofit Plan by EJD Engineering, Inc. and in our soils reports (reference Nos. 2 and 3). This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, DAVID A. WORTHINGTON, CEG 2124 Principal Engineering Geologist/President cc: (1) Addressee (1) Camp Facility Services, Attn: Stephan Osorio. General Manager r mgto ~ * No.CEG2124 CERT/FrfO , I * (1) Dalinghaus Construction, Inc. Attn: James Rodriguez. Superintendent 375-C Monte Vista Avenue• Costa Mesa, CA 9 2627 • (949) 642-9309 • FAX (9 49) 642-1290 EGA I engi11eeri11g ge11tech11ical applications consultants EJD Engineering, Inc. 14726 Ramona Ave., Suite 410-W1 Chino, California 91710 Attention: Subject: Ernest De Leon, P.E. FINAL REPORT -CERTIFICATION OF CONFORMANCE CONSTRUCTION MONITOR! NG/TES Tl NG July 20, 2024 Project No. EJ447.2 DURING FOUNDATION REPAIRS, UNDERPINNING, STABILIZATION: BUILDING #10 at FLOWER FIELDS APARTMENTS 2666 FLOWER FI ELDS WAY, CARLSBAD, CALIFORNIA Associated References: 1. "Floor Level Survey -Results and Summary: Ground Level Manometer Surveys at Three Buildings: #9, #10, and #11 at Flower Fields Apartments Located at 2666 Flower Fields Way, Carlsbad, California," by EGA Consultants, Inc. dated September 15, 2023. 2. "Geotechnical Distress Investigation for Underpinning Stabilization at Buildings: #9, #10, and #11 at Flower Fields Apartments Localed at 2666 Flower Fields Way, Carlsbad, California," by EGA Consultants, Inc. dated November 9, 2023. 3. "Foundation RetrofiVAnchor Plans, Flower Fields Rental Condominiums, 2666 Flower Fields Way, Carlsbad, CA 9201 0," by EJD Engineering, Inc. dated June 6, 2023, updated May 28, 2024. Dear Team: We are submitting this Certification of Conformance as follows: This will advise you that representatives of EGA Consultants have conducted required inspections during the foundation repairs and underpinning at the site referenced above. The helical anchor installations were performed between June 22, 2024 and July 17, 2024. The repairs were performed by Camp Facility Services, of Irvine, California. The anchor screw installations were p erformed using an 18-horsepower Digga hydraulic compressor. Each of the helical anchors (3" shafts) were installed to a total shaft depth of 12 to 15 ft. below grade (foundation anchors shafts were installed below 12 inches of existing footing depth). A total of 21 foundation anchors were installed. All anchors were installed satisfactorily to minium torque values of 5,200 ft/lb. for footings. The excavated pits (approx. 3 by 3 by feet) were then backfilled with min. 90% compacted fill; completed on July 17, 2024. We verify that construction and building materials conform with the regulatory Code and project specifications outlined in the above-referenced Foundation Retrofit Plan by EJD Engineering, Inc. and in our soils reports (reference Nos. 2 and 3). This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, EGA Consultants, inc. ~( e_ ____ _ DAVID A. WORTHINGTON, CEG 2124 Principal Engineering Geologist/President cc: (1) Addressee (1) Camp Facility Services. Attn: Stephan Osono, General Manager (1) Dalinghaus Construction, Inc .. Attn-James Rodriguez. Superintendent 375-C M o nte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 February 7, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Tl Foundation Stabilization for Apartment Complex Address: 2666 Flower Field Ways Applicant Name: Benjamin McNamara Applicant Email: Benjamin@EJDEngineering.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-2/U Occupant Load: N/ A Type of Construction: V-B Sprinklers: N/ A Stories: 3 Area of Work (sq. ft.): N/ A sq. ft. The plans have been reviewed for coordination with the pennit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: No valuation or floor area provided in permit application. Attn: Building & Safety Department, True Nortl1 COMPLIANCE SERVICES City of Carlsbad -FINAL REVIEW City Penn it No: CBC2024-0038 True North No.: 24-018-097 True North Compliance Services, Inc. has completed the final review of th e fo llowing documents for the proj ect referenced above on behalf of the City of Carl sbad: 1. 2. 3. Drawings: One (I) copy dated December 12, 2023, by EJD Engineering, Inc. Geotechnical Report: One ( 1) copy dated November 9, 2023, by EGA Consultants, Inc. Other Documents: One (I) copy dated January 16, 2024, by EJD Engineering, Inc . The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. Approved with the following condition: Geotech engineer to stamp and sign sheet plans sheets FON-I and DI. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of frnther assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi -Pl an Review Engineer BJD ENGINEERING, INC. 14726 Ramona Ave. (410-W1) PH: 909.517.2451 Chino, CA 91710 FAX: 877.795.9778 FOUNDATION RETROFIT FLOWER FIELDS RENTALCONDOMINIUVIS 2666 FLOWER FIELDS WAY CARLSBAD, CA 92010 IIATD JOB#23-009 DESIGN BASED ON 2022 CBC RE~ORDCQpy MAY28,2024 TABLE OF CONTENTS: HELICALANCHOR DESIGN GRADEBEAM DESIGN . Page 1 of 5 PAGE2 PAGE4 FLOWER FIELDS CONDOS CARLSBAD.CA FIELD TESTED VALUES -COMPRESSION: (23-009) ANCHORS.xmcd TI-lE HELICALANCHORSARE DESIGNED SUCH TI-lATTI-lERE IS A CORRELATION BETWEEN TI-lE SOIL RESISTANCE AND TI-lE INSTALLATION lDRQUE. BY VERIFYING IN REAL TIME TI-lE INSTALLATION TORQUE OF TI-lEANCHORS, IT CAN BE ASSURED TI-lAT IT REACHES TI-lE MINIMUM SPECIFIED, AND TI-lUS THE REQUIRED SOIL CAPACITY AN IN-SITU LOAD TEST SHALL BE PROVIDED PRIOR TO TI-lE INSTALL OF TI-lE HELICALANCHORS TO VERIFY lHAT TI-lE MINIMUM SPECIFIED TORQUE CAN BE OBTAINED IN THE FIELD. FOLLOW ALL MANUFACTURER DIRECTIONS FOR PERFORMANCE OF TI-lE LOAD TEST TORQUE MEASUREMENTS WlLLALSO BE TAKEN ON ALL INSTALLED ANCHORS TO VERIFYTI-lATTHE MINIMUM SPECIFIED TORQUE IS REACHED. FURTHERMORE, TI-lE INSTALLER SHALL PROVIDE TO TI-lE ENGINEER OF RECORD A CALIBRATION OF TI-lE EQUIPMENT USED SHOWING THE CORRELATION OFTI-lE INSTALLATION TORQUE lD TI-lE TOTAL FORCE RESISTANCE OFTI-lE SOIL. BASED ON PAST EXPERIENCE, EJD ENGINEERING, INC. EXPECTSTI-lEANCHORSTO BE INSTALLED WlTI-l A KD8000, WHICH CORRELATES 1 FT-LB OF INSTALLATION TORQUE TO 10 LB OF TOTAL SOIL RESISTANCE. MINIMUM SPECIFIED TORQUE= 3,000 FT-LB PER KD8000: LOAD= 30,000 LB MINIMUM SPECIFIED SOIL FORCE Pspecified := 30000-lb* PER CBC EQUATION 18-4 TO CONVERT TO ALLOWABLE STRESS Psoil := 0.5· Pspecified*jPsoil = 15000 lb I ALLOWABLE STRESS A: DESIGN FOOTING ANCHORS -DOUBLE HELICAL FOUNDATION ANCHORS FOUNDATION BRACKET PER ICC-ESR 3559 -(PER TABLE-5) FOUNDATION BRACKET FOR 2-7/8" PIPE SHAFT FOUNDATION PIERS CHECK FOR AXIAL FORCE: PER ICC-ESR 3559 -(PER TABLE-5) 2-7/8" PIPE SHAFT WITH 1 O" + 12" DIAMETER DOUBLE HELIXANCHOR CHECK FOR COLUMN BUCKLING (USE DAVISSON METHOD): IPbracket := 20700-lb.l Paxiat := 58600-lb* E5 := 29000000-PSI* I:= 1.854-in\ ASSUME PIN-PIN CONNECTION WITH MINIMUM Ucr FOR HELICAL PILE -TI-llS IS CONSERVATIVE. lb Kh := 50·-• . 3 ASSUMEDKh. In R = 2.061 ft ( E ·IJ Pbuckling := Ucr" :2 * Pbuckling = 175828 lb ALLOWABLE ANCHOR POINT LOAD FORCE IS MIN OF AXIAL AND BUCKLING CAPACITIES: Panchor := min( Pbuckling, Paxial)* jPanchor = 58600 lb I Page 2 of 5 FLOWER FIELDS CONDOS CARLSBAD.CA (23-009) ANCHORS.xmcd THE DESIGN ALLOWABLE POINT LOAD FORCE IS GOVERNED BY THE MIN OF SOIL, BRACKET AND ANCHOR: Pdesigncomp := min{ Psoil , Pbracket, Panchor)* IPctesigncomp = 15000 lb I GRAVITY LOADS: ROOF LIVE LOAD: RLL := 20-PSF* FLOOR LIVE LOAD: ROOF DEAD LOAD: RDL := 15-PSF* FLOOR DEAD LOAD: AT A DEPTH OF 15 FT. EMBEDMENT MIN. PER SOILS REPORT FLL := 40-PSF* SOIL FRICTION: FOL:= 12-PSF* FOOTING DEPTH: WALL DEAD LOAD: WOL := 15· PSF,.. CONCRETE DEAD LOAD: COL := 150-PCF,.. (1 ): EXTERIOR FOOTING MAXIMUM VERTICAL LOADING AT GRIDUNE A -SEE STRUCTURAL PLANS SHEET 53 FOR THE FLOOR AND ROOF LOADS -WALL LOADS AND CONCRETE FDN DEAD LOAD SF:= 500 -PSF* 0 := 2-FT* W := (RDL + RLL){ 3 2 °-FT) +(FOL+ FLL){ l!.5 -FT)+ (WOL)-(26.417-FT) + (COL)·[(l2-IN-32-IN) + (3·IN·8·1N)] * W = 1671.255-PLF SPACING OF FOOTING ANCHORS (DENOTED P1 TO P21) SEE SHEET S3 S := 8.25-FT,.. Fweighl := W-S,.. Fweight = 13788 lb < Pctesigncomp = 15000 lb OK ULTIMATE CAPACITIES HAVE BEEN REDUCED BY A FACTOR OF 2 TO ASSURE A MINIMUM FAClOR OF SAFETY OF 2. MULTIPLY DEMAND CAPACITY RATIOS BY 2 TO GET ACnJAL FAClORS OF SAFETY. FACTORS OF SAFETY: Psoil FACTOR OF SAFETY FS:= 2---* IFS =2.l76 I OK (SOIL FORCE): Fweight OTE: ADDITIONAL RESISTANCE OF Panchor RAVITY LOADS IS PROVIDED BY SOIL FACTOR OF SAFETY FS:= 2---* IFS = 8.500 I OK RICTION ON EXISTING FOOTING -THIS IS (HELICAL ANCHOR): Fweight EGLECTED FOR THIS CALCULATION - Pbrackel IS IS CONSERVATIVE FACTOR OF SAFETY FS:= 2---* IFS = 3.003 I OK (BRACKET): Fweight USE 1 0" + 12" DIAMETER DOUBLE HELIX ANCHOR WITH 1-3/4" SQUARE SHAFT x 5' -0" LENGTH WITH (2) 5'-0" EXTENSION FOR 15 FT. MINIMUM EMBEDMENT BELOW GRADE. Page 3 of 5 FLOWER FIELDS CONDOS CARLSBAD, CA FOUNDATION RETROFIT FLOWER FIELDS RENTALCONDOMINIU\IIS 2666 FLOWER FIELDS WAY CARLSBAD, CA 92010 CHECK EXISTING INTERIOR FOOTING(S) AS GRADE BEAM(S) TO SPAN BElWEEN ANCHOR SPACING: PLEASE NOTE THE CONCRETE BEAM BELOW IS DESIGNED ASA SIMPLE SPAN BEAM FOR THE EXISTING CONCRETE FOUNDATION lO SPAN BElWEEN ANCHORSAND SUPPORTTHE EXISTING DEAD AND LIVE LOAD OF RESIDENCE IN REALITY THE FOUNDATIONS WOULD BE SUPPORTED BY THE SOIL AS ABEAM ON AN ELASTC FOUNDATION -THE SOIL IS NEGLECTED (THESE CALCULATIONS ARE VERY CONSERVATIVE). GRAVITY LOADS: ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR DEAD LOAD: FLOOR LIVE LOAD: WALL DEAD LOAD: RLL := 20-PSF* RDL := I5-PSF* FDL := I2-PSF* FLL := 40-PSF* WDL := I 5-PSF* CONCRETE DEAD LOAD: CDL := I50-PCF* REINFORCED CONCRETE: WORKING STRESS DESIGN fe• := 2500-psi Fe:= 0.45•fc• Fs := 24000-psi Fe= II25-psi Ve = 55-psi (23-009) GRADEBEAM.xmcd Es:= 29000000-psi Ee := 57000-..jr;,-psi"5 Ee = 2850000-psi Es n:=-n =I0.175 Ee (F1) VERIFY EXISTING FOUNDATION AND ANCHOR SPACING AS A GRADE BEAM FOR EXTERIOR BEARING WALL: (1 ): EXTERIOR FOOTING MAXIMUM LOADING AT GRIDUNES 1 &11 AND MAXIMUM SPAN AT GRIDUNE A. VERIFY TYPICAL SPAN BETWEEN PIERS. SEE STRUCTURAL PLANS SHEET 53 FOR ANCHOR LAYOUT AND CONCRETE FDN DEAD LOAD. SEE SHEET S4 FOR THE ROOF LOADS AND WALL LOADS TRIBUTARY WIDTHS. IL:= 8.25-F] MAXIMUM SPACING. SEE FOUNDATION PLAN SHEET S3. W := (RDL + RLL)·Ci°-FT) +(FOL + FLL){ 1~-5 ·FT)+ (WDL)-(26.4I7-FT) + (CDL)·[(I2•1N•32·1N) + (3-IN-8-IN)] * W = I67 1.255-PLF W-L2 M:=-- 8 W-L V:=- 2 IM = I42 I9ft-lb I IV = 6893.927 lb I Page 4 of 5 FLOWER FIELDS CONDOS CARLSBAD.CA BOUNDARY CONDITIONS: (23-009) GRADEBEAM.xmcd REINFORCEMENT BAR# BarNum := 4 NUMBER OF BARS: INO := ~ cp := BarNum -in l = 0.5•id 8 FOOTING DEPTH: !cone thick:= (24 + 8)•id cover:= 3-in d := conc_thick -cover Id = 29·id FOOTING WIDTH: 2 As:= 7\"·<P ·NO-2 4 As p·--.-b-d k := ,Ji-p-n + (p·n)2 -p-n . k J := I --3 As = 0.785-in2 p = 0.002 k = 0.193 j = 0.936 M5 = 42629-ft-lb Mc= 85252-ft-lb Vallow:= Vc·j ·b·d !Vallow= 1791 1 lb I Mallow:= if{Ms < Mc, M5,Mc} !Mallow = 42629-ft•ltj > > E CONCRETE BEAM USES THE FOOTING ND THICKENED EDGE SLAB DOWN 1D THE OTTOM REINFORCEMENTTO CALCULATE E (d) DISTANCE TO STEEL MINUS AN SSUMED 3" COVERAGE OF CONCRETE ROM BOTTOM OF FOOTING Iv = 68941b I IM = 14219-ft-Iij OK OK MINIMUM DESIGN: 8" THICKENED SLAB EDGE OVER 12" WIDE X 24" DEEP CONTINUOUS FOOTING LOCATED BELOW GRADE W/ (2) #4 BAR MIN AT TOP & BOTTOM OF EXISTING FOUNDATION IS ADEQUATE 10 SPAN BETWEEN ANCHORS Page 5 of 5 JIJ/fll.Jr1) EH6/NEERIN6 IN~ City of Carlsbad 5847 Pine Ave (Unit A) -Chino Hills, CA 91709 Phone 909.517.2451 • www.EJDEngineering.com BtTD Project #: (23-009) Foundation Retrofit -Flower Fields 2666 Flower Fields Way Carlsbad, CA 92010 RE: Alternate Materials for Helical Anchors: JUL 2 2 2024 BUILDING DIVISION BJ'D Engineering, Inc. has reviewed and hereby approves the request of the helical anchor installer, Dalinghaus Construction, to substitute the Maclean Dixie helical anchor lead sections, extensions, and brackets for those manufactured by Earth Contact Products. Refer to the attached updated plans (revision date 05/24/24, stamped May 28, 2024) and calculations (stamped May 28, 2024) for the revised design with approved alternate anchors. Thank you, Benjamin McNamara, PE BtTD Engineering, Inc. On behalf of Ernest J. De Leon Professional E ngineer-CA 67755 President -BtTD Engineering, Inc. Page 1 of 1 IIJD ENGINEERING, INC. 14726 Ramona Ave. (410-W1) PH: 909.517.2451 Chino, CA 91710 FAX: 877.795.9778 FOUNDATION RETROFIT FLOWER FIELDS RENTAL CONDOMNIUMS 2666 FLOWER FIELDS WAY CARLSBAD, CA 92010 1/ATD JOB#23-009 DESIGN BASED ON 2022 CBC > ~ c;;ma 0 TABLE OF CONTENTS: HELICAL ANCHOR DESIGN GRADEBEAM DESIGN . Page 1 of 5 PAGE2 PAGE4 CBC2024-0038 2666 FLOWER FIELDS WAY RETROFIT FOUNDATION STABILIZATION FOR APARTMEJ\ COMPLEX WITH ANCHOR UNDERPINN ING 1670308000 1/3 1/2024 CBC2024-0038 FLOWER FIELDS CONDOS CARLSBAD.CA FIELD TESTED VALUES -COMPRESSION: (23-009) ANCHORS.xmcd THE HalCAL ANCHORS ARE DESIGNED SUCH THATTHERE IS A CORRaATION BETV\IEEN THE SOIL RESISTANCE AND THE INSTALLATION lORQUE. BY VERIFYING IN REAL TIME THE INSTALLATION TORQUE OF THE ANCHORS, IT CAN BE ASSURED THAT IT REACHES THE MINIMUM SPECIFIED, AND THUS THE REQUIRED SOIL CAPACITY. AN IN-SITU LOAD TEST SHALL BE PROVIDED PRIOR TO THE INSTALL OF THE HELICALANCHORS TO VERIFY lHAT THE MINIMUM SPECIFIED TORQUE CAN BE OBTAINED IN THE FIELD. FOLLOW ALL MANUFACTURER DIRECTIONS FOR PERFORMANCE OF THE LOAD TEST TORQUE MEASUREMENTS WILLALSO BE TAKEN ON ALL INSTALLED ANCHORS TO VERIFYTHATTHE MINIMUM SPECIFIED TORQUE IS REACHED. FURTHERMORE, THE INSTALLER SHALL PROVIDE TO THE ENGINEER OF RECORD A CALIBRATION OF THE EQUIPMENT USED SHOWING THE CORRELATION OF THE INSTALLATION TORQUE 10 THE TOTAL FORCE RESISTANCE OF THE SOIL. BASED ON PAST EXPERIENCE, EJD ENGINEERING, INC. EXPECTS THE ANCHORS TO BE INSTALLED WITHA KD8000, VVHICH CORRELATES 1 FT-LB OF INSTALLATION TORQUE TO 10 LB OF TOTAL SOIL RESISTANCE. MINIMUM SPECIFIED TORQUE= 3,000 FT-LB PER KD8000: LOAD= 30,000 LB MINIMUM SPECIFIED SOIL FORCE Pspecified := 30000-lb,,. PER CBC EQUATION 18-4 TO CONVERT TO ALLOWABLE STRESS Psoil := 0.5·Pspecifiedi<IPsoil = 15000 lb I ALLOWABLE STRESS A: DESIGN FOOTING ANCHORS -DOUBLE HELICAL FOUNDATION ANCHORS FOUNDATION BRACKET PER ICC-ESR 3032 -(PER TABLE-2) FOUNDATION BRACKET FOR 1-3/4" SQUARE SHAFT FOUNDATION PIERS CHECK FOR AXIAL FORCE: PER ICC-ESR 3032 -(PER TABLE-5) 1-3/4" SQUARE SHAFT WITH 1 O" + 12" DIAMETER DOUBLE HELIX ANCHOR CHECK FOR COLUMN BUCKLING (USE DAVISSON METHOD): Paxial := 50129-lb.. E5 := 29000000· PSI,,. I := 0.746-in4. ASSUME PIN-PIN CONNECTION WITH MNIMUM Ucr FOR HELICAL PILE -THIS IS CONSERVATIVE. lb Kh := 50·-• . 3 m ( E •IJ Pbuckling := Ucr· ;2 • I PER MANUFACTURER SUPPLIED INFORMATION. ASSUMED Ki,. R = 1.858 ft Pbuckling = 87017 lb ALLOWABLE ANCHOR POINT LOAD FORCE IS MIN OF AXIALAND BUCKLING CAPACmES: Panchor := min(Pbuckling,Pax,al)• IP anchor = 50129 lb I Page 2 of 5 FLOWER FIELDS CONDOS CARLSBAD.CA (23-009) ANCHORS.xmcd THE DESIGN ALLOWABLE POINT LOAD FORCE IS GOVERNED BY THE MN OF SOIL, BRACKET AND ANCHOR: P designcomp := min(Psoil, Pbracket, P anchor)* IPdesigncomp = 15000 lb I GRAVITY LOADS: ROOF LIVE LOAD: RLL := 20· PSF * FLOOR LIVE LOAD: ROOF DEAD LOAD: RDL := 15-PSF* FLOOR DEAD LOAD: AT A DEPTH OF 15 FT. EMBEDMENT MIN. PER SOILS REPORT FLL := 40• PSF * SOIL FRICTION: FDL := 12-PSF,. FOOTING DEPTH: WALL DEAD LOAD: WDL := 15-PSF* CONCRETE DEAD LOAD: CDL := 150-PCF* (1): EXTERIOR FOOTING MAXIMUM VERTICAL LOADING AT GRIDUNE A-SEE STRUCl\JRAL PLANS SHEET 53 FOR THE FLOOR AND ROOF LOADS-WALL LOADS ANO CONCRETE FDN DEAD LOAD SF := 500-PSF* D := 2-FT. W := (RDL + RLL)-(3 2 ° .fT) + (FDL + FLL){ 1:·5 ·FT)+ (WDL)·(26.417•FT) + (CDL)·[(IHN-32·1N) + (3·IN·8·TN)] * W = 167J.255·PLF SPACING OF FOOTING ANCHORS (DENOTED P1 TO P21) SEE SHEET S3 S := 8.25-FT. Fweight := W·S. Fweight = 13788 lb < P designcomp = l 5000 lb OK ULTIMATE CAPACmES HAVE BEEN REDUCED BY A FACTOR OF 2 TO ASSURE A MNIMUM FAClOR OF SAFETY OF 2. MULTIPLY DEMAND CAPACITY RATIOS BY 2 TO GET ACn.JAL FAClORS OF SAFETY. FACTORS OF SAFETY: Psoil FACTOR OF SAFETY FS:= 2·--• IFS = 2.1 76 ! OK (SOIL FORCE): Fweight TE: ADDmONAL RESISTANCE OF .F P anchor RAVITY LOADS IS PROVIDED BY SOIL FACTOR OF SAFETY S:=2·--• IFS = 7.271 ! OK ICTION ON EXISTING FOOTING -THIS IS (HELICAL ANCHOR): Fweight EGLECTED FOR THIS CALCULATION - FS := 2_ Pbracke\ IS IS CONSERVATIVE FACTOR OF SAFETY IFS = 5.585 ! OK (BRACKET): Fweight USE 10" + 12" DIAMETER DOUBLE HEUXANCHOR WITH 1-3/4" SQUARE SHAFTx 5'-0" LENGTH WITH (2) 5'-0" EXTENSION FOR 15 FT. MNIMUM ENIBEDMENT BELOW GRADE. Page 3 of 5 FLOWER FIELDS CONDOS CARLSBAD.CA FOUNDATION RETROFIT FLOWER FIELDS RENTALCONDOMNIUMS 2666 FLOWER FIELDS WAY CARLSBAD, CA 92010 CHECK EXISTING INTERIOR FOOTING(S) AS GRADE BEAM(S) TO SPAN BETWEEN ANCHOR SPACING: PLEASE NOTE lHE CONCRETE BEAM BELOW IS DESIGNED ASA SIMPLE SPAN BEAM FOR lHE EXISTING CONCRETE FOUNDATION lD SPAN BElV\/EEN ANCHORSAND SUPPORTlHE EXISTING DEAD AND LIVE LOAD OF RESIDENCE IN REALITYlHE FOUNDATIONS WOULD BE SUPPORTED BYlHE SOIL ASA BEAM ON AN ELASTC FOUNDATION -lHE SOIL IS NEGLECTED (THESE CALCULATIONS ARE VERY CONSERVATIVE). GRAVITY LOADS: ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR DEAD LOAD: FLOOR LIVE LOAD: RLL := 20· PSF * RDL := 15-PSF* FOL := 12-PSF* FLL := 40· PSF • WALL DEAD LOAD: WDL := 15-PSF. CONCRETE DEAD LOAD: CDL := 150-PCF* REINFORCED CONCRETE: WORKING STRESS DESIGN fe• := 2500· psi Fe:= 0.45-fe' Fs := 24000-psi Fe = 1125-psi Ve= 55-psi (23-009) GRADEBEAM.xmcd Es := 29000000· psi Ee:= 57000·~·psi"5 Ee = 2850000-psi Es n :=-n =l0.175 Ee (F1) VERIFY EXISTING FOUNDATION AND ANCHOR SPACING AS A GRADE BEAM FOR EXTERIOR BEARJNG WALL: (1): EXTERIOR FOOTING MAXIMUM LOADING ATGRIDUNES 1&11 ANDMAXIMUMSPANATGRJDUNEA. VERIFY TYPICAL SPAN BElWEEN PIERS. SEE STRUCTURAL PLANS SHEET S3 FOR ANCHOR LAYOUT AND CONCRETE FON DEAD LOAD. SEE SHEET S4 FOR THE ROOF LOADS AND WALL LOADS TRIBUTARY WIDTHS. lL := 8.25-Fjj MAXIMUM SPACING. SEE FOUNDATION PLAN SHEET S3. W := (RDL + RLL)-(3 2 °-FT) +(FOL+ FLL){ l~.S ·FT)+ (WDL)·(26.417-FT) + (CDL)-[(12·IN·32•JN) + (3•JN•8-JN)] • W = 1671.255-PLF W-L2 M:=--8 W-L V:=-2 lM = 14219ft-lb ! lV = 6893.927 lb ! Page 4 of 5 FLOWER FIELDS CONDOS CARLSBAD,CA BOUNDARYCONDmONS: (23-009) GRADEBEAM.xmcd REINFORCEMENT BAR# BarNum := 4 NUMBER OF BARS: !NO := ~ := BarNum ·in l = 0.5•iq 8 FOOTING DEPTI-1: !cone thick := (24 + 8)-iq cover:= 3-in d := conc_thick -cover Id = 29· iq FOOTING WIDTI-1: 2 'lT· As:= ---N0-2 4 As p:=~ k := J 2-p-n + (p·nl-p·n . k J := 1 --3 Fd·k·b-ct2 Mc:=---2 As = 0.785-in2 p = 0.002 k =0.193 j = 0.936 Ms= 42629-ft-lb Mc= 85252-ft·lb V0110w:= Vd·b·d !Vallow= 17911 lb l Mallow:= if{Ms < Mc,Ms,Mc) IMa11ow = 42629-ft•l~ > > E CONCRETE BEAM USES TI-IE FOOTING D TI-IICKENED EDGE SLAB DOWN 10 TI-IE OTTOM REINFORCEMENTTO CALCULATE E (d) DISTANCE TO STEEL MINUS AN SSUMED 3" COVERAGE OF CONCRETE OM BOTTOM OF FOOTING Iv = 68941b I IM = 14219-ft-lij OK OK MINIMUM DESIGN: 8" THICKENED SLAB EDGE OVER 12" WIDE X 24" DEEP CONTINUOUS FOOTING LOCATED BELOW GRADE W/ (2) #4 BAR MIN AT lOP & BOTTOM OF EXISTING FOUNDATION IS ADEQUATE 10 SPAN BETWEEN ANCHORS Page 5 of 5 EGA 1011s 11 /la 11 ts GEOTECHNICAL DISTRESS INVESTIGATION FOR UNDERPINNING STABILIZATION AT FLOWER FIELDS APARTMENTS Buildings: #9, #10, and #11 at 2666 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA Presented to: EJD Engineering, Inc. 14726 Ramona Ave., Suite 410-W1 Chino, California 91710 Attention: Ernest De Leon, President Prepared by: EGA Co11sulta11ts, Jue. 375-C Monte Vista Avenue Costa Mesa, California 92627 (949) 642-9309 CBC2024-0038 t'/1,V. Ill fr rf II.(/, ,l!,i'(J/etln1iral applica/1011.r > November 9, Project No. E 2666 FLOWER FIELDS WA y RETROFIT FOUNDATION STABILIZATION FOR APARTMEI\ COMPLEX WITH ANCHOR UNDERPINNING 1670308000 1/31/2024 CBC2024-0038 f O II .fl/ / f (I II / S fll,~lllfl'l'illJ!. .~flJ/edJ11it't1! t1pplfft1li1JIIS Site: Flower Fields Apartments -Bldgs 9, 10 and 11 November 9, 2023 Project No. EJ447.1 2666 Flower Fields Way Road, Carlsbad, California Executive Summary Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed foundation stabilization/repair is feasible from a geotechnical standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sound construction practices. The following key elements are conclusions confirmed from this investigation: Extensive cracks/deflection/distress was noted to the exterior/interior units. According to the results of the interior floor level surveys (manometer) performed on September 5, 2023, there is a total floor slab deflection of approximately 3.0 to 4.2 inches (see Floor Level Surveys, Appendix). The floor tilt is indicative of soil movement and correlates with a down-slope direction. The magnitude of floor tilt is significant and beyond conventional construction tolerances. Based on our investigation, it is our opinion that the distress to the structure is due to the settlement of poorly compacted fill, coupled with seasonal expansion of the underlying clay materials. SUMMARY OF RECOMMENDATIONS Design Item Foundations: Footing Bearing Pressure Passive Lateral Resistence Coefficient of Friction Floor Slabs (where applicable): Recommendations 1,500 psf -building, continuous; 2,000 psf iso. pads. 150 psf per foot 0.25 min. 5 inches thick with a min. No. 4 bars at 18-inches on center underlain by 2 inches of sand over 15 mil visqueen, over 2 inches of low/non-expansive materials Underpinning/Stabilization is recommended using galvanized steel helical anchors. The following Geotechnical Parameters may be used in the design of the underpinning repair: Bearing Capacity End Bearing 1500 psf Friction 500 psf Coefficients Active Ka=0.25 Passive Kp=3.60 At Rest Ko=0.50 For design purposes the upper 2 feet of soils shall not be considered for skin friction values. No lateral or downdrag loads need to be considered. A representative sample of the anchors should be load-tested after installation. The anchors/piers shall be drilled a minimum depth of 15 ft below grade and verified by the geotechnical consultant. Depths should be verified in the field by the geologist or his representative. Helical anchor spacing and dimensions should be determined by the structural engineer . . PS-C \l ontl' \'isra \\l'nuc • Co,1,1 \ksa, (. \ 9262-• (949) 642 9.109 • 1-',\X (949) 642 1290 E(;A l"ons 11lta,1ts EJD Engineering, Inc. 14726 Ramona Ave., Suite 410-W1 Chino, California 91710 Attention: Subject: Dear Team, Ernest De Leon , P.E. GEOTECHNICAL DISTRESS INVESTIGATION FOR UNDERPINNING STABILIZATION AT BUILDINGS: #9, #10, and #11 at FLOWER FIELDS APARTMENTS LOCATED at 2666 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA tllf,lflttrJng 1,tntuhn1rol oppl1u1110111 November 9, 2023 Project No. EJ447.1 In accordance with your request we have completed our Geotechnical Investigation of the above referenced multi-tenant site. This investigation was performed to determine the site soil conditions and to provide geotechnical parameters for the proposed repairs to the distressed slabs/foundations at the subject buildings. It is our understanding that underpinning/anchoring of the building foundation is contemplated as a result of continued differential settlement/heaving. Our investigation consisted of site-specific document review, floor level surveys, subsurface exploration, laboratory testing, geotechnical analysis of field and laboratory data, and the preparation of this report including anchor specifications and minimum embedment depths. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, GA Consultants, Inc. {~ • r DAVID A. WORTHINGTON, CEG 2124 Principal Engineering Geologist/CEO 0~~- JOHN F. EGGERS Project Geologist Copies: (3) Addressee 375-C M onte \'1s t a Avenue • Cost:i :vies a, CA 92627 • (949) 642-9~09 • FAX (9 49) 642-1290 Attachments: GEOTECHNICAL DISTRESS INVESTIGATION FOR UNDERPINNING STABILIZATION AT FLOWER FIELDS APARTMENTS Buildings: #9, #10, and #11 at 2666 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA Figure 1: Site Location Map Figure 2: Building Locations (Plot Plan) Figure 3: Regional Geologic Map Appendix A: Geologic Logs Appendix B: Laboratory Test Results Appendix C: Manometers Surveys, C-1, C-2, and C-3 Appendix D: USGS Design Map Summary INTRODUCTION November 9, 2023 Project No. EJ447 .1 We have completed a geotechnical investigation at the subject Apartment Complex site located at 2666 Flower Fields Way, in the City of Carlsbad, County of Carlsbad, California (see Site Location Map, Figure 1). The purpose of our investigation was to evaluate the existing geotechnical conditions at the subject site and provide recommendations and geotechnical parameters for the proposed foundation stabilization. The study area is limited to the Building Nos: 9, 10, and 11 located in the southeast portion of the greater complex known as "Flower Field" Apartments. Other outer lying units within the greater 6.63-acre "Flower Fields Apartment" comp lex are beyond the scope of this investigation. This report presents the results of our findings, as well as our conclusions and recommendations. SCOPE OF STUDY The scope of our investigation included the following tasks: • Geologic reconnaissance and distress mapping in select units; • Floor level (manometer) surveys of the three (3) ground level, aforementioned buildings (living areas), consisting of six (6) units; • Excavation and sampling of five (5) exploratory borings, to a maximum depth of 15 feet below existing grade (b.g.); 2 • Laboratory testing of representative samples obtained from the exploratory borings; • Engineering and geologic analysis including soil parameters for recommended underpinning repairs; • Preparation of this report presenting our findings, conclusions, and recommendations. GENERAL SITE CONDITIONS Buildings Nos. 9, 10, and 11 are part of the greater Flower Fields Apartment complex, which comprises of three-story luxury apartment buildings. The three (3), three-story, multi-family apartments form a row of buildings which extends longitudinally in the southwest-northeast direction. The Building Location layout (Plot Plan) is presented as Figure 2, herein. The subject site is legally described as Lot 1, Tract 80, Block 030 in the City of Carlsbad , County of San Diego, California (APN 167-0308-000). Reportedly, the complex was built circa, 1990. The subject buildings are supported on continuous perimeter footings with concrete slab- on-grade floors. The buildings' exterior wall s are finished with stucco finish and wood trim. Exterior improvements include CMU block walls, concrete flatwork and landscaped common areas, including a community dog park and community tennis court with a parking lot underneath. For report clarity, the subject building row (9, 10 and 11) is bound to the west by Flower Fields Way and a tennis court, to the north by common areas and Building 8, to the south by a community Dog Park, and to the east by an apparent fill-over-native slope which descends to the Buena Vista Creek Ecological Reserve nature area (see Figures 1 and 2). The buildings are split-level with interior retaining walls running roughly parallel to the top of the rear slope. The building front units (and attached garages) are approximately 12 feet above the ground units of the rear living space. Beyond the property boundary, the descending rear slope is approximately 40 feet in height and sloped at an approximate 2: 1 grade (horizontal to vertical slope). This slope is setback approximately 15 feet from the subject row of buildings (9, 10 and 11 ). I lo\\cr Fields Apartmcnts • Bid gs. 9. IO & 11 • Distress lnvcs11gu11011 2666 FIO\\Cr Fields Way. Curlsbud. CA l'rOJCCI Nu EJ44 7 I Nm cm her 9, 2023 3 SUBSURFACE EXPLORATION Our subsurface exploration consisted of the excavation of five (5) exploratory borings (B-1 through B-5) to a maximum depth of 15 feet below grade (b.g.). Representative bulk and relatively undisturbed soil samples were obtained for laboratory testing. Geologic logs of the soil borings are included in Appendix A. The borings were continuously logged by a geologist with our firm who obtained soil samples forgeotechnical laboratory analysis. The approximate locations of the exploratory borings are shown on Figure 2. Geotechnical soil samples were obtained using a modified California sampler filled with 2% inch diameter, 1-inch tall brass rings. Bulk samples were obtained by collecting representative bore hole cuttings. Locations of geotechnical samples and other data are presented on the boring logs in Appendix A. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the boring logs included in Appendix A. LABORATORY TESTING Laboratory testing was performed on representative soil samples obtained during our subsurface exploration. The following tests were performed: * * * * * * * Dry Density and Moisture Content (ASTM: D 2216) Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) Direct Shear (ASTM D 3080) Soil Classification (ASTM: D 2487) Sulfate Content (CA 417, Hach Procedure) Expansion Index (ASTM: D 4829) Atterberg Limits Test (ASTM: D 4318) f'hmcr Fields Apnnmcrm -llldgs 9, 10 & 11 -Di,trcs~ lmc,11ga11011 2M<, l-h111cr Fields Wa)'. Curl~bnd, CA PrnJCCl No EH~? I 'fo, ember 9. 2023 ,1 * Consolidation Test (ASTM D 2435) All laboratory testing was performed by our sub-contractor, G3SoiIWorks, Inc., of Costa Mesa, California. Geotechnical test results are shown in Appendix B of this report. SOIL AND GEOLOGIC CONDITIONS The site soil and geologic conditions are as follows: Seepage and Groundwater Seepage or surface water ponding was not noted at the time of our study. Groundwater was not encountered in our test excavations to a maximum depth of 15 feet below existing grade. Based on hydrologic maps and documents, groundwater occurs at a depth greater than 50 feet below the building pads. According to a United States Geological Survey (USGS) Map ot'the San Luis Rey Quadrangle, the upper pads of the subject buildings are approximately 115 feet above Mean Sea Level (MSL). Seismicity The site is underlain by fill and native soils which are characterized by sandy clays and silty clayey sands. For design purposes, two-thirds of the maximum anticipated bedrock acceleration may be assumed for the repeatable ground acceleration. The effects of seismic shaking can be mitigated by adhering to the 2022 California Building Code or the standards of care established by the Structural Engineers Association of California. Based on Chapter 16 of the 2022 CBC and on Maps of Known Active Near-Source Zones in California and Adjacent Portions of Nevada (ASCE 7-16 Standard), the following parameters may be considered: 2022 CBC Seismic Design Parameters SI I E ADDRESS: 2666 Flower Fields Way, Ca,rbbad, CA Site Latitude (Decimal Degrees) Site Longitude (Decimal Degrees) Site Class Definition Mapped Spectral Response Acceleration at 0.2s Period, S5 Mapped Spectral Response Acceleration at ls Period, S1 ~IO\\Cr I 1dds Apur1mc111s -Oldg~ 9, 10 & 11 -Distress lmcstign11on ~666 I I011cr Fields Way. Carlsb11d, CA l'rn,1cct No EJ44 7 I Nm ember 9. 202.l 5 33.177379 -117.32067 D-default 0.988 g 0.362 g Sho1t Period Site Coefficient at 0.2 Period, Fa 1.2 Long Period Site Coefficient at Is Period, Fv 1.8 Adjusted Spectral Response /\cceleration at 0.2s Period, S,1~ 1.186 g Adjusted Spectral Response /\cceleration at Is Period. SM1 0.652 g Design Spectral Response /\cceleration at 0.2s Period, Sus 0.790 g Design Spectral Response Acceleration at Is Period Su1 0.434 g In accordance with the USGS Design Maps, and assuming Site Class "D -default," the mean peak ground acceleration (PGAm) per USGS is 0.518 g. The stated PGAm is based on a 2% probability of exceedance in a 50 year span (see copies of the USGS Design Maps Detailed Report, Appendix D, herein). The proposed stabilization/repair work shall be designed in accordance with seismic considerations contained in the 2022 CBC and the City of Carlsbad requirements. Seismically Induced Landslide Hazard Zones Based on our review of the State of California Seismic Hazard Zone Map Database for the State of California, the subject row of building pads are located in an area that has not been evaluated by the California Geologic Survey for liquefaction or seismic landslide hazards. The subject buildings are outside of delineated Earthquake Fault Zones. Other Geologic Hazards and Faults A review of available geologic records indicates that no active faults cross the subject property (reference No. 5). The site is not located within the Alquist-Priolo Fault Rupture Hazard Zone. The Regional Geologic Map (Figure 3) shows no landslides located within the immediate area of the subject site (though they are mapped over 1,500 feet east of the site within portions of the Buena Vista Creek Ecological Reserve. Note bedding and fracture orientations were not mappable in our recent hand augered, confirmatory borings (B-1 through 8-5). However, based on a review of geologic maps by others, geologic bedding attitudes of the native bedrock beneath the site vi cinity dip gently (approx. 5 degrees) to the northeast (reference: Kennedy and Tan, 2007). In terms of slope stability, this is considered a neutral geologic condition. A Regional Geologic Map is presented as Figure 3, herein ["Geologic Map of the Oceanside 30' x 60' Quadrangle and Adjacent Areas, California: California Flower Fields Apurtmc111s • Hldgs. 9. IO & 11 • Distress Investigation 2666 t-10,,cr Field~ Wuy, Carlsbnd. CA l'rUJCCt No E.144 7. I November 9, 2023 6 Geological Survey, Regional Geologic Map RGM-2," by Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., dated 2007. 1:100,000 scale.) FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by fill and native soils as follows : Fill Fill soils were encountered in the upper 3 to 4 feet within each test borings (8-1 through 8-5). Based on our document review and subsurface confirmatory borings, the building pads are likely a cut-fill transition. The fill soils consist generally of moist, soft to firm, clayey sand with trace gravels. Based on the laboratory results dated October 27, 2023, the site maximum dry density is 124.0 pcf at an optimum moisture content of 10.5% (per ASTM D 1557). The expansion potential of the fill soils was tested to be low (Expansion Index of 30) when exposed to an increase in moisture content. The complete laboratory reports are presented in Appendix B, herein. Native -Santiago Formation (Tsa) The fill is underlain by sedim entary native material of th e Eocene-age Santiago Formation. The native soils are described as fine-to medium- grained, massive, silty clay, clayey sand and sandstone (reference No. 2). DISTRESS NOTES Interior Floor surface deformations were felt throughout the interior floor slabs of all units measured (Units 2745, 2759, 2754, 2768, 2770, and 2784). Floor tilt in the down- slope direction was readily noticeable; Slab cracks with slight vertical offset within the floor slabs are apparent; Separation along the slab and stem walls; Some doors and window jams were out-of-square and bulging at drywall seams, emanating from door/window frames; Significant displacement/migration of drywall panels; I l,mcr Field, Apanmcnl> -Oldgs. 9. IO & 11 -L>i.ln:,s hwc~t1ga1,on 2666 f-hll\cr l'1cld~ \Iva), Carlshud. CA l'm,1ccl Nn FJ.J4 7 I Nu, ~mhcr 9. 2023 7 Settlement gaps on the order of 1/4-inch between kitchen cabinets and ceiling; Ceiling and wall drywall cracking/bu lging/separation with evidence of prior patching; Separation/bulging along drywall seams; Horizontal and vertical separation across and along joints of floor coverings. Note: Due to the presence of modern floor coverings, inspection of the living area slabs was not feasible. Exterior Exterior concrete flatwork cracking/heaving ; Extensive patio slab cracks with vertical offset in several ground units, esp. along slope side of building. FLOOR LEVEL SURVEYS On September 5, 2023 a manometer (floor level) survey was performed across each of the three (3) above-referenced floor-level Buildings (there are 2 slab-on- grade units per building). The surveys were performed in order to establish the magnitude and direction of elevation difference or floor tilt. Measurements were made on an approximate 10 foot grid to the nearest 1/10-inch . Results are presented as contours of equal elevation to the nearest inch on the attached Manometer (Floor Level) Survey. Based on the readings of the floor level surveys, a summary of the floor slab deflection is as follows: Building # 9: 3.0 inches Building #10: 4.2 inches Building #11 : 3.5 inches Copies of the Manometer Surveys are presented in Appendix C, herein. For each of the three buildings, the direction of tilt directly correlates with the descending slope located east and adjacent of the buildings (see Appendix C, Figures C-1, C-2, and C-3). This amount of deflection is considered below construction standards for conventional concrete floors. Also, deformation of the slab was noticeable and likely indicates the presence of slab cracks (obscured by the existing floor coverings). I lower Fields Ap11nmcnts • Oldgs 9. 10 & 11 • l)istrc,s hl\cst1gn11011 :!6M H1mcr 1-icld, \\a). Carl~bnd. C:1\ l'rnJcCI No. EN 17.1 "''" c111hcr <J. 2023 8 IN-SITU LOAD TEST For further determination of anchor capacity and embedment depths, we recommend in-situ load tests be performed by a certified, qualified contractor. The on-site load test may utilize 10-and 12-inch diameter double helix with a 1 ¾" by 1 ¾" solid shaft. DISCUSSION AND CONCLUSIONS Based on our investigation, it is our opinion that the distress to the three Buildings (9, 10 & 11) and exterior improvements is primarily due settlement of poorly compacted fill combined with expansive clays underlying the site. This opinion appears to be supported by the following: 1. The low densities of the fill as determined by fie ld and laboratory testing; 2. The presence of sandy clays underlying the foundation, which are subject to shrink/swell when exposed to a decrease/increase in moisture content; 3. The pattern and magnitudes of floor tilt and distress observed throughout the floor level units; 4. The presence of the fi ll-over-cut wedge setback approximately 15 feet from the top of the rear yard descending slope. RECOMMENDATIONS Geotechnical Re air Parameters The upper 4 to 5 feet of soils are within the "active zone" of soil expansion and settlement. Based on our discussions with Ernest Deleon, SE, the Project Structural Engineer, helical anchors are planned to stabilize the foundation by underpinning into a deeper, more competent zone. The advantage of this underpinning method, as opposed to cast-in-place caissons and/or compaction grouting, is less soil disturbance, less concrete, limited access, unpredictable yields (esp. near slopes), shorter construction time and target load capacity of each anchor is verified in the field. Additionally, adjustable brackets and lifting bolts allow for future elevation corrections. FIimer I 1clds Apartments -llldg.s 9, IO & 11 -l)istrcs~ lnl'es11gat1on 26<,(, I lm1er Field~ Wa), Curlsbad. CA l'rnJCCl No U447 I ~m cmhcr 9. 2023 CJ The following Geotechnical parameters may be used in the design of the underpinning repair: Bearing Capacity End Bearing 1500 psf Friction 500 psf Coefficients Active Ka=0.25 Passive Kp=3.60 At Rest Ko=0.50 Passive Lateral Resistence150 psf per foot Coefficient of Friction0.25 No lateral or downdrag loads need to be considered . A representative sample of the anchors should be load-tested after installation. The helical anchors are screwed into the ground using rotational forces which are measured in the field. The steel shaft anchors shall be connected to the existing building footings by means of an approved steel bracket designed to transfer the structural load from the footing to the helical anchor. To minimize the effects of soil/moisture corrosion, we recommend the anchors be galvanized steel. The foundation slab anchors shall be advanced a minimum depth of 15 feet below grade. Depths should be verified in the field by the geologist. Prior to driving or pushing pipe piles, a check should be made for underground utilities. We understand that the helical piers will consist of a 1 ¾ inch by 1 ¾ inch square solid shaft with 12-inch (foundation anchors) and 10-inch (slab anchors) diameter helices. Extension shafts are then used to insert the piers to the adequate depth generating the desired load bearing capacity. We understand that the number and dimension of the helices, plates, and shafts may be varied to meet the installation and structural requirements. We understand that the anchors will be installed along the building perimeter at locations and spacing determined by the project structural engineer. The piers will then be structurally connected to the building footings. I lm,cr F1d1b Apartments• Oldg., 9. IO & 11 -Distress lnvc~ug:111011 266(, I h111cr F1dds Wn~. Cnrlshud. Cl\ Proiccl No. FJ447 I N11\·cmhcr 9. 2023 IO Precise helical anchor spacing and dimensions should be determined by the structural engineer. Cement Type for Concrete in Contact with On-Site Earth Materials, if any Concrete mix design should be based on sulfate testing with Section 1904.2 of the 2022 CBC. Preliminary laboratory testing indicates the site soils possess negligible sulfate exposure (23 ppm by volume). Test Results are presented in Appendix B. ACI 318-14 BUILDING CODE (Table 19.3.1.1) REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Water soluble Sulfate (SO,) in Cement Type Maximum water-Minimum fc' . Exposure sulfate (SO,) In soil water. ppm cementitious material normal-weight percent by weight ratio, by weight, normal and light weight weight concrete concrete, psi Negligible 0.00 SO,<0.10 0 S so, <150 ............ -----... ---[SO] Moderate 0.10 <so,< 0.20 150 <so,< 1500 11,IP(MS). 0.50 4000 [S1J IS(MS),P(MS) l(PM)(MS). l(SM)(MS) Severe 0.20 ~ so,< 2.00 1500 <so,< V 045 4500 [S2] 10,000 Very Severe SO,> 2.00 SO,> 10,000 V plus 0.45 4500 [S3] pozzalan As a conservative approach, cement with a concrete strength f'c of 3,000 psi should be used for concrete in contact with on -site earth materials. Foundation Design -if any If applicable, new structures on properly compacted fill may be supported by conventional, continuous or isolated spread footings. Footings should be a minimum of 24 inches deep by 15 inches wide. At this depth footings founded in fill materials may be designed for an allowable bearing value of 1,500 and 2,000 psf (for dead-plus-live load) for continuous wall and isolated spread footings, respectively. These values may be increased by one-third for loads of short duration, including wind or seismic forces. We recommend that a minimum Type II concrete be used for the footing pour. Continuous perimeter footings, if any, should have a minimum width of 15 inches and be reinforced with No. 4 rebar (two at the top and two at the bottom). Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. l·lo"c' Fields Ap;irtmcnt~ -Bldgs 9, 10 & 11 • Distress lnvcsttg,11,on 2666 Fl,mcr Piclds Way, Carlsbad.CA l'rn.1cc1 No l'J.1-17 I S"' cm her'>. 2023 I I Interior Floor Slab Cracks -if any Any damaged areas of floor slabs should be patched or replaced with new slab sections. Cracks wider than approximately 1/4 inch should be saw cut 12 inches on either side and replaced with new slab sections. Cracks smaller than approximately 1 /4 inch in width may be patched with pressure injected epoxy cement. New slab sections should be dowelled into the old slab. New slab sections should be at least 5 inches thick (actual) over 2 inches of sand over a 15 mil visqueen moisture barrier, over 4 inches of imported non expansive soils compacted to at least 90 percent relative compaction. Minimum slab reinforcement should consist of No. 4 bars placed at 18 inches on centers in two directions, supported on concrete block chairs to ensure positioning of the reinforcement at mid height in the slab. Additional minor cracking is possible. New Slabs-on-grade -if any If applicable, concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches thick (actual) and reinforced with a minimum No. 4 bars at a spacing of 18-inches on center each way placed at mid-height. Interior slabs shall be underlain by 2 inches of sand over a 15 mil visqueen moisture barrier, with all laps sealed, over 4 inches of low or non-expansive materials. Exterior slabs, if any, shall conform to the requirements for interior slabs except that the slab thickness may be decreased to a minimum 4-inches, the moisture barrier may be omitted and the steel reinforcement may be replaced by minimum No. 3 bars placed at mid-height. Slab subgrade soils shall be thoroughly moisture-conditioned prior to placing the concrete. Some slab cracking due to shrinkage should be anticipated. The potential for the slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if crack-sensitive flooring is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. Drought Resistant Planters and Hardscape Differential heaving/settlement in part, is a function of differential impervious- pervious ground surfaces adjacent to building foundations. To further reduce over-watering and the shrink/swell potential of the onsite soils, we recommend a careful control of the irrigation of drought-resistant vegetation around the existing buildings. Concrete aprons are also recommended options for the building perimeters. I lo\\cr hclds Aparlmcnls -Bldg.~. 9. IO & 11 -Distress lnvcsllgallon 2666 Flo"o.:r Fields Way. Carlsbad. CJ\ l'roJCCI No. EJ4-17. I Nol'Clllbcr 9. 2023 12 Fills -if any If applicable, after removal of any loose, compressible soils, all areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to at least 2 percent over optimum moisture conditions and compacted to at least 90 percent relative compaction (based on ASTM: D 1557). If necessary, slurry, or import soils for nearsurface fills should be predominately granular, possess a low expansion potential, and be approved by the geotechnical engineer. Lift thicknesses, if any, will be dependent on the size and type of equipment used. In general, fill should be placed in uniform lifts not exceeding 6 inches. Placement and compaction of fill should be in accordance with local grading ordinances under the observation and testing of the geotechnical consultant. We recommend that fill soils be placed at moisture contents at least 4 percent over optimum for cohesive soils and at least 2 percent overt optimum for granular soils (based on ASTM: D 1557). We recommend that oversize materials (materials over 4 inches) should they be encou ntered, be stockpiled and removed from the site. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM: D 1557). Surface Drainage Surface drainage shall be controlled at all times. Roof gutters, area drains, and downspouts were observed and are tightlined to the area drains system. We recommend that the roof gutters, area drains and downspouts, be maintained and free of clogging. Positive surface drainage should be provided to direct surface water away from the structures and slopes. Ponding of water should be avoided adjacent to the structures. If warranted, the domestic water lines may be pressure-tested by a qualified contractor. Repairs described herein should be performed by a qualified , licensed subcontractor in compliance with governing regulations and appropriate construction materials. To verify compliance with guidelines provided in this report, a consultant should review the proposed repair recommendations prior to the onset of construction. The consultant should also observe and evaluate ongoing repairs. I hmcr I 1d ds /\partmcnls • llldg~ 9. IO & 11 -l>i~lrc,, Im cs11ga11011 26(,6 I lcmcr Fields \\II), Carlsbad. C/\ l'r<>JCCI 1':o r J44 7 I :-..o,cmhcr 9. 2023 11 LIMITATIONS The geotechnical services described herein have been conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the geotechnical engineering profession practicing contemporaneously under similar conditions in the subject locality. Under no circumstance is any warranty, expressed or implied, made in connection with the providing of services described herein. Data, interpretations, and recommendations presented herein are based solely on information available to this office at the time work was performed. EGA Consultants, Inc. will not be responsible for other parties' interpretations or use of the information developed in this report. We do not direct the contractor's operations, and we cannot be responsible for the safety of others. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. Flmwr l iclds i\panmcnts • llldgs. 9. IO & 11 • Distrcs~ Im c,ugutwn :!(,<,<, I lol\cr Fields \\'ay, C:urlshud. Ci\ Project No. l'J-14 7. I N,l\cmbcr9. 2023 I.J REFERENCES 1. "Geologic Map of California -San Diego Sheet: California Division Of Mines and Geology" by California Mines and Geology (CDMG) dated 1962. 3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder. dated 1974. 4. "Foundations & Earth Structures -Design Manual 7.02" by the Naval Facilities Engineering Command, 200 Stovall Street, Alexandria, Virginia, dated September 1, 1986. 5. "The Offshore Newport-Inglewood -Rose Canyon Fault Zone, California: Structure, Segmentation and Tectonics," by Fischer, P.J., The Geological Society of America, dated 1991 . 6. "Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zone Act of 1972: California Division of Mines and Geology" by California Department of Conservation, Division of Mines and Geology dated 1992. 7. Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," prepared by California Department of Conservation Division of Mines and Geology, published by International Conference of Building Officials, dated February, 1998. 8. Earthquake Accelerations -All Faults -Soil," by Boore, Joyner and Fumal, dated 1997. 9. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI 302.1 R- 04, dated 2004. 10. "Geologic map of the Oceanside 30' x 60' Quadrangle, California," [1 : 100,000 scale], by Michael P. Kennedy and Siang S. Tan, California Geological Survey, Published 2005. 11 . "USGS Topographic maps, 7.5 minute map for San Luis Rey, CA," dated January 3, 2022. 12. "Provisional Fault Map for San Diego/Tijuana Earthquake Scenario" by California Geological Survey [v.3.0] dated 2016. 13. "California Building Code, California Code of Regulations, Title 24, Part 2," by California Building Standards Commission, 2022. rlowcr Fields Apartrn~nts • llldgs. 9. IO & 11 • Distress lnvcst1gut1on 2666 Fhmcr Fields Way. Carlsbad. CA PmJCCl No. EJ4·17. I l\11,cmhcr 9. 2023 15 'b \. ~ ~ ~~ .,.~ t: f/1( MO,_,,.,~ ~ 5 at\, ~ " 1,,~ ; ; "',;. ~ !. .. ,;. ,;. ; : ,~ ~ ... # .. ~ IOC, 71 •• 1 f<~,,.J l ~ IIJCHA 'il$TA w_.,- EGA Consultants ~% l, &4IIWOOO AVl ~ engineering geotechnical applications 0 flt# Mtn I ~ ~ $ ! ~ !. VIS,.A "'Al' ~ ; o~•P ~•'· IC,~1 ; SITE LOCATION MAP 2666 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA ~ "'" O" o,◄"' Lomo Alta Mtn 0 o' "o (~,.i; ~-t11 ;- i 0 § 4 /-.. Mtre CoSla l t i ~ ~ Cote,,-~ ~ ••• ~ .y .... ., ii • Dq, ~ g ~ NOlfTH ti\-AI ~~ t,l-0(( a,.1RfOtl flt> ~ i ,, ,l~" -it, l,, \4,. .. :~ '4-), ~ ,.. fO(k lflCK,t •o ~ \ ; .. \ -;. " \-t''" ~ ~ .., ._ .,. .. ~ ';i ,.. ~ <> .. ~ • C) C Project No: Date: Figure No: l( .; EJ447.l Nov., 2023 1 ,ou11 •• co,is11lt,11rts 00 -....... -.. . . . -----------------_., ,----; . . ,--.. .. . . :--: D .. :... ' ···o·· ; ~ ------- ·o-.-----. C:] r ••. .... q LEGEND -$-GEOTECHNICAL BORINGS BY EGA CONSULTANTS 15 0 D . -----· o : TE N/S CO RT $..8-4 .. --;·:.., 9 10 8-2 ,., : ~ ~ ~Go-all : 8-1 I'-' n '"-···' -0 BUILDING LOCATIONS 2666 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA SCALE (feet) 0 20 40 80 ·➔••t' Project No: Date: Figure No: EJ447.l I~ I ... ,a "-C' 1-- Nov.L.2023 2 > "O "O ;o-- ~ ~ 0 ;:s, I Q I !':' ~ ·en----r 0 "O m GEOLOGIC UNITS: ~ Alluvial flood-plain deposits (late Holocene) G Landslide deposits, undivided (Holocene and Pleistocene EJ Marine beach deposits (late Holocene) ~ Point Loma Formation (Upper Cretaceous) 0 Lusardi Formation (Upper Cretaceous) 0 Tonalite, undivided (mid-Cretaceous) B Old alluvial flood-plain deposits, undivided (late to middle Pleistocene) EJ Old paralic deposits, undivided (late to middle Pleistocene) 8 Metasedimentary and metavolcanic rocks, undivided (Mesozoic) I QopfH I Units 6-7 I Qopz.,i I Units 2-4 I ~~-3 , Units 1-13 B Very old paralic deposits, undivided (middle to early Pleistocene) I ovop13 j Unit 13 j 0vop,2 j Unit 12 I Qvop,o j Unit 10 G Daclte stock (Miocene) ~ Santiago Formation (middle tocene) Source: MAP SYMBOLS: 70 1.andslide -Arrows Indicate principal direction of movement. Querred where existence is questionable. ....1....-%-···· Fault -Solid where accurately located; dashed where approximately located: dotted where concealed. u , upthrown block, D u downthrown block. Arrow and number indicate direction and angle of dip of fault plane. Strike and dip of beds .JJ Inclined 70 -tr Overturned Vertical 9 Horizontal •Geologic Map of the Oceanside 30' x 60' Quadrangle and AdJacent Areas, California: California Geological Su,vey, Regional Geologic Map RGM-2." by Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.1., dated 2007. 1:100,000 scale. EGA Consultants engineering geotechnical applications REGIONAL GEOLOGIC MAP 2666 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA Project No: Date: Figure No: EJ447.1 Nov., 2023 3 APPENDIX A GEOLOGIC LOGS UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D-2457 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSC-GRAINCD SOILS (nioro than 50~. of matenal ts lmucr than No. 200 ~,evu size / GRAVELS Mor~ fhcm 50°~, or <,OJrb8 fracuon largar th,m No. 4 SIIIVtl StZ& SANOS 50°, o, more Of CU,Ul,8 1r,1ctIon s1n;iller 111dn No. 4 $11;,Hlt.:f >ILtl Cleon Gravels (Less than 5% fi11;~)--•··• _,_.;~ Well-gradoel grovels, gravel-sand ~-~~ GW , ,mxtures, ltltle or no fines Poorly-grnd11d 9rav11ls, gravt:I-set'd GP _J m1xtu1cs. little or i,o fin,;s Gr.wels v,Ith fino~ (More than 12% r,nes) GM I Silty gravels gmvcl-sand-s11t ITllxtum~ Cldyey gravels gfflvul-s,mu-cI11y m,xtures Clean Sanus (Less Utan 5% f1ncs1 a SW Wull-gmded sands. gravelly Sdlld~ ltltle or no fines SP Poorly gr<1dod sands. gravelly s;indi,, !,Ille or no fines __ Sands w,lh fine~ (More thRn 12% f,nes) SM Silly sands. s<1mJ-s1lt mixtures SC Cldytly ~nd,;, sand-ctay m,xturt.fo FINC-GRAINED SOILS (50% or mori, nf matenal Is srn;illt>r th.-111 No. 200 sieve s,ze I SILTS AND CLAYS Ltqwd ltnul less 111.in 50'• SILTS AND CLAYS ltQuid limit 50~• I ML CL OL lt1org;1111c ,.,its and very fin11 ~,,nds, roe, 1 nour. silty of .:.lc1yey r,ne sands or c.lay&y Stlt!> Wtlh !;itght fllilSll<"lty lnorgan"; clays of low 10 111odi11111 µl.:ist1c1ly. grnvully clay~. 5andy clays, silty clays lean clay,. 01ganic sill~ and organic silty clays or low plast,oty lnor11c1n,c bill!>, mlcact10us or d1utomaceous 1,ne sandy or s,lty l>Otls eli.sllc ~tits Inorganic cla~s or h1yh pl.ist,c,ty, rat cJayb or greater OH Org,mic clays of mod,um to l11gh 1 plasltcity. org,mIc sill!. 1-itGHLY ORGANIC SOILS Cohesionless Sands and Slits Very loose Loose Medium dense Dense Very dense PT Peat and olhi,r highly organic srnls RELATIVE DENSITY Blows/ft• Blows/ft•• 0-4 0-30 4-10 30-60 10-30 80-200 30-50 200-400 Over 50 Over 400 LABORATORY CLASSIFICATION CRITERIA -------- cw CJP Not 11I1,ettng u!I grodat1011 wquircmcnt~ f0< GW ~ Alle;barg lirmts bi,low "A" I 11110 or Pl l&sb than 4 1 Al>ove 'A" l1ne w,lh Pl. botwuu,, GC 4 ar•d 7 are borderline cases lll(JUlflng llSH of duiil ~ymllol~ AttNl/crg limits Hbove "A" I lino w,t11 P.I. groatcr than 1! t----- SW SP SM SC 0 so C0 • grouter than 4 Cc o,o Nol rneet,nu all yradalton requiroments for GW Allcrliu~ l,m,ts lit:llow "A" f L~n~ plottmg ,n st1adccl 1.--::::-- lu '" ()I P I labs thim 4 V,•,th Pf belwt,011 4 dlld 7 die Attcrt,erg ltm,ts aliov& • A" hne with PI. y1eater than 7 l.order1,ne castis requiring use or dual sy111bol~ Uoto,rn:no pc.:rcontt,)OS of so~d c1nd gro'vol from gr.:un•s.zo u 1rvf· Dopo,.,d,ng on po,,e:n,ogc. of f,no:.. Jroc11on smaHor than No. 200 s1cvu s1zv1, conrso-{)rc:11ncd t,0:ls ilro c~1ss,tiod .1s fo·10.-.s. Loss than 5 p~rcent .. . . . . .. . . . . . . .. .. .. .. . .. . . GW, GP. SW SP Moro lllJn 12 peru•nt ... , ., ... , ... , , .. , .. , .. , , , , . , . GM, CC, SM, SC 5 to 12 por,e,u . . . ....... , 0wdttrl1ne r .. a .... os ruqumn,1 ctu.11 syrnbl>:s PLASTICITY CHART GO ! 50 ~ )( -10 w ~ 0 3: 30 ~ 8 2U VI j 10 Cl. uo 10 20 JO 40 !JO 60 '" 80 90 IOIJ LtQUID LIMtT (LL) (¾) CONSISTENCY Cohesive Soils Blows/ft• Blows/ft•• Very soft 04 0-4 Soft 2-4 4-11 Firm 4-8 11-50 Stiff 8-16 50-110 Very stiff 16-32 110-220 Hard Over 32 Over 220 • Blows/foot for a 140-pound hammer falling 30 inches to drive a 2-inch O.D., 1·3/8 inch 1.0. Split Spoon sampler (Standard Penetration Test). • • Blows/foot for a 36-pound hammer falling 24 inches to drive a 3.25 O.D., 2.41 I.D. Sampler (Hand Sampling). Blow count convergence to standard penetration test was done in accordance with Fig. 1.24 of Foundation Engineering Handbook by H.Y. Fang, Von Nostrand Reinhold, 1991. LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: EJ447.1 Boring No: B-1 Project: 2666 Flower Fields Way, Carlsbad, CA Boring Location: See Figure 2 Flower Fields Apartments Date Started: 9/29/2023 Rig: Mob. 4" augers Date Completed: 9/29/2023 Grnd Elev. +/-110 ft. NAVD88 Sample '/1. '/1. 'n Direct lype C )( a. Shear 0 8. (/) QI fl c II) i-■ThinWall [Z]2.5"Ring 'O I- II) ~ "' II) E iii (/) LL 'O Tube Sample a. C: -~ C cii w ,s; ~ E 0 "' C ~ . a. I-I-0 .,. 0 u C 'iii .. a: .c 0 2 "5 lZ] Bulk [D standard Splrt sz static Water u ~ E a. ~ C u w (/) "' m Sample Spoon Sample '; Table -~ "' ::, J: II) "g ::, 0 .i i!" a. E I-)( ::, i'o 0 0 w -~ 0 QI ::E ::E <:/"\II nic-, '" ·~· a: I FILL: Light to yellowish brown, fine to medium Opt~ 1 SC grained clayey sand, moist, trace gravel, soft to 91.3 10.1 113.2 124.0 10 5% x firm. SCISM At 4 ft.: Light yellowish brown. fine grained 11 .7 5 -~ silty sand with clay, moist, firm, trace gravel. CL At 6 ft .. Becomes medium brown silty clay, with 12.5 trace sand, moist, firm to stiff. SC z At 8 ft.: Becomes medium brown. fine grained 12.8 clay with sand, moist, firm to stiff. 10 -SC/CL z At 10 ft. Same, more clayey, less sandy, with silt, 10 2 moist, stiff. SC z At 12 ft.: Same, slightly more sand. 11.0 At 14 ft.: Medium brown fine grained clay with fine 2 sand, moist, stiff to very stiff. 11 4 15 Total Depth: 15.0 ft. No Groundwater. No Caving. Backfilled and Compacted 9/29/2023. 20 - 25 - 30 - 35 - 40 I EGA Consultants II ':~;· I --- LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: EJ447.1 Boring No: B-2 Project: 2666 Flower Fields Way, Carlsbad, CA Flower Fields Apartments Boring Location: See Figure 2 Date Started: 9/29/2023 Rig: Mob. 4" augers Date Completed: 9/29/2023 Grnd Elev. +/. 107 ft. NAVD88 Sample -;J?. -;J?. '13 Direct Type C: )( 0. Shear 0 i 't3 (/) ai ts Q) ~ ■ThinWall ~ 2.S"Rlng 0. -0 f-Q) Q) «> ~ ~ .E ., (/) u.. 0. -0 Tube Sample 0. C: C: .... w ~ ~ C ., .!: E 0 Cl) Q) 0 0. f-0 0 a :, ~ 0 (.) C: 'iii -e-a:: ·5 .; ;j 12] Bulk [D Standard Split sz Static Water (.) ~ ~ C: E (.) w ~ (/) '5 00 Si:.mple Spoon Sample -=-Table ~ :, <O ::, J: in 2':' 0. E f-C: ~ ~ :) ·5 0 -~ 0 Qj ::E C::f'\11 n1::c::ro10Tlf'l"-I a:: ~ I Fill: Light to yellowish brown, fine to medium Opt 1 SC grained clayey sand, moist, trace gravel, soft to 87.3 9.1 108.3 124.0 26 0 162 10 5% ->< firm. At 4 ft.: Medium yellowish brown, fine grained SC ~ sandy clay with silt, moist, firm. 87.3 9 1 108.3 5 - SM tz At 6 ft.: Yellowish brown, fine grained sand with 8.3 silt, damp to moist, medium dense. CL z At 8 ft.: Medium brown, fine grained silt with trace 9.8 gravel and clay, moist, firm. 10 -cusc k2: At 10 ft.: Medium to dark brown, fine grained clay 10.6 with sand, moist, firm to stiff. kZ At 12 ft.: Becomes medium brown, fine grained 10.1 sa ndy silt, moist, firm to stiff. SC tz At 14 ft.: Tan to brown, fine sandy clay, moist, stiff. 12 5 15 Total Depth: 15.0 ft. No Groundwater. No Caving. Backfilled and Compacted 9/29/2023. 20 - 25 - 30 - 35 - 40 EGA Consultants ~ 2 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: EJ447.1 Boring No: B-3 Project: 2666 Flower Fields Way, Carlsbad, CA Boring Location: See Figure 2 Flower Fields Apartments Date Started: 9/29/2023 Rig: Mob. 4" augers Date Completed: 9/29/2023 Grnd Elev. +/-105 ft. NAVD88 Sample ~ 0 Direct 0 ~ Type C )( 0. Shear 0 't; (/) ii, ti i (I) ~ ■ThinWall 0 2.S"Ring 0. 'O I-(I) ~ "' J! ~ E 'iii (/) u. "fil Tube Sample a. C C -LU ~ E 0 ·;;; C (I) VI I-.!: -e 0 0 0 a. -" 0 u C 'iii ,0, a:: .s: :::, [Z] Bulk DJ Standard Spilt sz Static Water u 8 C. ·5 iii 3 ~ C E u LU (I) (/) '5 CD Sample Spoon Sample = Table (I) ~ "' :::, ~ .2: 2':-a. E 0 C 1ii 0 >< 'i( 0 ~ ·5 LU Gi ~ "' c:n11 ncc-,.,.., ,, ,~, a:: ~ I FILL: Light to yellowish brown, fine to medium Op1 % 1 SC grained clayey sand, very moist, trace gravel, 90.0 15.1 111.6 124.0 10 5% 5< soft to firm. At 3 ft.: Medium brown, fine grained sandy clay, tz SC with trace silt, moist, soft to firm. 11.8 5 -At 6 ft.: Medium brown, fine grained silty clay with SC/CL [Z trace sand, moist to very moist, soft to firm. 12.8 At 8 ft.: Medium brown, fine grained clay with trace CL tz silt and sand, very moist, soft to firm. 13.9 At 10 ft.: Light to medium brown, fine grained clay L. 10 -t7 with sand, moist, firm. 12.2 Total Depth: 11.0 ft. No Groundwater. No Caving. 15 -Backfilled and Compacted 9/29/2023. 20 - 25 - 30 - 35 - 40 I EGA Consultants II ,:,~· I LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number· EJ447.1 Boring No: B-4 ProJect: 2666 Flower Fields Way, Carlsbad, CA Boring Location: See Figure 2 Flower Fields Apartments Date Started 9/29/2023 Rig: Mob. 4" augers Date Completed: 9/29/2023 Grnd Elev. +/-116 ft. NAVD88 Somple ~ 'ti Direct 0 ~ Type C 0 )( Q. Shear 0 '13 i (f) QI 'fl C: QJ ■Thin Wall r2J 2.5" Ring Q. 'O I-QJ 8. "' QJ }i, £ "' (f) u.. 'O Tube Sample a. C: C ..... w >, QJ E 0 ·.;; C ~ . "' I-.!: I--e Q Q. ~ 0 u C -0-0:: ~ J [ZJ Bulk OJ Standard Spl~ sz Static Water u ~ "' a. ·5 iii '5 !!! C: E u w ~ (f) -0 CD Semple Spoon Sample • Teble QJ J "' J :t: .~ iii c!' Q. § I-C in ::> iv ·5 0 )( 0 qj ~ "' c::rlll ni:c::r-~1PT1n"1 0:: :::E I FILL: Light to yellowish brown, fine to medium ()pi 'lit 1 SC grained clayey sand, very moist, trace gravel, 84.2 11.5 104.4 30 124.0 30.0 108 10 5% x soft to firm. kZ At 3 ft.: Medium brown, fine grained sandy clay, :>u,I SC with trace silt, very moist, soft to firm. 16.7 23ppn, 5 -At 6 ft.: Medium brown, fine grained silty clay with ISOI SM kZ very trace sand, very moist to wet, soft. 18.0 At 8 ft.: Medium tan brown, fine grained clay with ll 32 cusc CZ trace silt and sand, very moist, soft to firm. 14.4 PL 1( At 10 ft.: Medium brown, fine grained clay Pl 18 10 -SC [7 with sand, very moist, firm. 15 0 Total Depth: 11.0 ft. No Groundwater. No Caving. 15 -Backfilled and Compacted 9/29/2023. 20 - 25 - 30 - 35 - 40 EGA Consultants ~ 4 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: EJ447.1 Boring No: 8-5 Project: 2666 Flower Fields Way, Carlsbad, CA Bonng Location See Figure 2 Flower Fields Apartments Date Started: 9/29/2023 Rig: Mob. 4" augers Date Completed: 9/29/2023 Grnd Elev +/-116 ft. NAVD88 Sample :,e u Direct 0 ';!. Type C: )( 0. Shear 0 'U en Qi 'fl c Cl) ~ ■Th1n Wall IZJ 2.S"R1ng 0. 'O I-Cl) ~ <11 Cl) ~ -= 1/) en LL 'O Tube Sample 0. c C: vi ~ ~ Cl) E 0 C: Cl) s -e 1/) 0 Cl • 0. .,. 0 u C: ·;;; ~ a:: £ 0 :, :S [Z] Bulk OJ Standard Split sz Static Water u Cl) E iii I!! Cl C: u UJ 0. CJ) ID Sample Spoon Sample = Table Cl) <11 :, I Cl) 'ii :, > .; 2:-i E I-Cl C: .:> ::> <11 0 Cl ·x 0 qi ~ <11 S("lll -,,_,, .K•-111')11.l a:: ~ I FILL: Light to yellowish brown, fine to medium Opt '4 1 SC grained clayey sand, very moist, trace gravel, 83 8 10 6 103.9 30 124.0 30.0 108 10 5% >< I soft lo slinhtlv firm At 3 ft.: Medium brown, fine grained sandy clay, SC :g with trace silt, very moist, soft to firm. 81.1 7.4 100.6 5 -At 6 ft.: Medium brown, fine grained silty clay with CUSM 2 very trace sand, very moist to wet, soft. 12.1 At 8 ft.: Tan to light brown, fine grained sand, SP rz damp, medium dense. 6.4 At 10 ft.: Medium brown, fine grained clay 10 -CL tz with sand, wet, soft. 23 2 Total Depth: 11. 0 ft. No Groundwater No Caving. 15 -Backfilled and Compacted 9/29/2023. 20 - 25 - 30 - 35 - 40 I EGA Consultants IC;J EGA Consultants 375-C Monte Vista Avenue Costa Mesa, California 92627 Attention: Subject: Mr. David Worthington, C.E.G. Laboratory Test Results 2666 Flower Fields Way Carlsbad, California Dear Mr. Worthington: October 27, 2023 Project No. 114-848-10 G3SoiIWorks, Inc. performed the requested laboratory tests on the soil specimens delivered to our office for the subject project. The results of these tests are included as an attachment to this report. We appreciate the opportunity of providing our services to you on this project. Should you have any questions, please contact the undersigned. Sincerely, G3Soi1Works, Inc. Attachment: Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 P: 714 668 5600 • www.G3Soi1Works.com EGA Consultants Laboratory Test Results 2666 Flower Fields Way Carlsbad, California LABORATORY TEST RES UL TS October 27, 2023 Project No. 114-848-1 O Page 2 of 3 Summarized below are the results of requested laboratory testing on samples submitted to our office. Dry Density and Moisture Content Tabulated below are the requested results of field dry density and moisture contents of undisturbed soils samples retained in 2.42-inch inside diameter by 1-inch height rings. Sample Dry Density Moisture Content Identification {pcf) {%) B-1 @ 2.5' 113.2 10.1 B-2@2.5' 108.3 9.1 B-2 @4.0' 108.3 10.0 B-3@2.5' 111.6 15.1 B-4@ 2.5' 104.4 11.5 8-5@ 2.5' 103.9 10.6 B-5 @4.0' 100.6 7.4 Soil Classification Requested soil samples were classified using ASTM D2487 as a guideline and are based on visual and textural methods only. These classifications are shown below: Sample Identification Soil Description Group Symbol B-5 @4.0' Clayey sand, dark yellowish brown, SC fine-to coarse-grained. B-1 @ 0-3' Clayey sand, light yellowish brown, SC fine-to medium-grained. Maximum Dry Density and Optimum Moisture Content Maximum dry density and optimum moisture content test was performed on the submitted bulk soil sample in accordance with ASTM D 1557. The results are shown below: Sample Identification Maximum Ory Density Optimum Moisture (pcf) Content(%) B-1 @ 0-3' 124.0 10.5 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com EGA Consultants Laboratory Test Results 2666 Flower Fields Way Carlsbad, California Expansion Index October 27, 2023 Project No. 114-848-10 Page 3 of 3 A bulk soil sample was tested for expansion potential following the ASTM D4829 Test Procedure. Test results are presented below: Sample Identification Expansion Index Expansion Potential {UBC 18-1-B) B-4@ 0-3' 30 Low Sulfate Content A selected bulk sample was tested for soluble sulfate content in accordance with Hach procedure. The test result is shown below: Sample Identification Water Soluble Sulfate in Soil Sulfate Exposure {PPM) {ACI 318-08, Table 4.2.1) B-4@ 0-3' 23 so Atterberg Limits Test The results of Atterberg Limits test on designated sample are shown below. These tests were performed in accordance with ASTM D4318. Sample Liquid Limit Plastic Limit Plasticity Index Identification {%) {%) {%) 8-4@ 0-3' 32 14 18 Direct Shear The results of direct shear testing (ASTM 03080) on samples identified as 8-2 @ 2.5 feet and 8-4 @ 2.5' are plotted on Figures S-1 and S-2, respectively. Soil specimens were soaked in a confined state and sheared under varied loads ranging from 1.0 ksf to 4.0 ksf with a direct shear machine set at a controlled rate of strain of 0.01 inch per minute. Consolidation A consolidation test was performed on sample identified as 8-2 @ 4 feet. The test specimen was initially loaded to 0.2 tons per square foot and soaked during the test. Progressive loading was then applied to a maximum of 1.6 tons per square foot. Loading was then reduced to determine rebound characteristics. The consolidation test is presented on Figure C-1. 350 Fischer Ave. Front • Costa Mesa, CA 92626 P: 714 668 5600 www.G3Soi1Works.com LL Cl) 0.. Cl) Cl) w er: f-Cl) er: <( w I Cl) 4,000 3,750 3,500 3,250 3,000 . . . . . ... .. ····· DIRECT SHEAR TEST Undisturbed •:-•. I •· ••••;••,• • ... . . ~ ... : .. '~ . . ' ; ' . ' . : ; .. ······· ..• ,. .. ... ·····. .... . ... ······ . . .. . . . . . . .. . . .: . \. ~ : ... ~ .;. ' ' ' . ',· . . ' . . . .. ... ' . ' . . ' .. .. . . .. ... '. . . . I I I'(',••,· I ' : 'i :-'.· :, : • ' ':,. I t,·,.•,,•, • 1, ,1 • :·•·'·". ·:··:·'•'• .... ·-. •'. , .......... , . '. . . ' . .. . .. ..... ... ' ... ....................... ···• ···•··· . . • t O. ••• <,• 't • • I 0 ·ti •' .. •,·• .· .. \ i•,. , ,,I, ,I\,.•,,·., ,1,1, ,, . ' . ' . . . . ~. . . . : ~ : ,.. . , . : , .... .. . .. ........... ''. . . . . . ... . . . . . . .. . -.. ' .. ' ... ·-... --· ... . , ........ . . . . . ' ...... '' j ' • . . . . ......... ,,. .. .. , ..... '. ... ··• . ....... .. 2,750 • • • ~ ' ...... : . " ... ' .. ' .. : ' .. : .. , .,. . . . . : . . ~ . ~. . . . .. ;. ... ; ... .. ..... .., 2,500 2,250 2,000 1,750 1,500 1,250 1,000 750 500 250 0 . . .,., ........ , . . . . , ...... ··· ... \'•. :-i :-: • : , .•. , ........ _._,, ,., .. .. , ...... •,, , .. . . . ... ... .... . . i••-:••·· ',' ; ' j I•~ • ' •'.• ' ' \ • j ·; •: •. ••· . . •• • ' • ~ • •,• • 'lo ' I I • .••.••. • .. ·.: •• 1., . . . . . . . ' .. ' ..... , ' . . . . . .... . . . .... . . ' . . . . ',., ., ... ,. . . . . . . . . . . . . . '. . • • ~ • I• I • I • •• ' • • ' •• • \. I • I •, • ~ • ,• • • • • • I • • • f • • •,• • • •• • • • ' • •I•,• •,• •• • \ . ' .,,:,,:-i.•i•· ••,•·.··•i p.;,, •. ;,,, •: -. \ : .- .,,.,,,.1.\.'.,••·••'• •••I•\,\,• ,•, •• ,1,:. ,\ \o',,'.,',,",j I I• . . . . . . . . . . ..... . , .... ,., ........... , ...... , ····· ,., .... " .... ' .. . . . . .. '. . . . . . . . ' . .-::::::::::; :.:::r:::::f::::: ::::::.:::.:>::.:: :: ::;:·.~::.:::::: :>: : :\:_:; /: '.:. • / ·····.•i•:• .,.. ••:-·i .;,: .. :-,:. •:-•i·'. ·i -:--: .. :, .. :,.-. ··<··· ·:-· ...... ·.; ... . .. ~-:· . ~' .. : .. '~. . .. . . .. ' . . . . . •'• •'• .. . .. . ' .. '• -·· .-.... , ... ' •'• . ........ , ............. ······. . .... , .. . ... " ....... :: .. • :-,/ .. ...... ·•·· ...... . . . . . . . . . , . , .... . . . .. ..... ,, . . . . . . . . . . ..... '· ·,· .. ,. ' .•.. :--· ./··:·· I·:::· .. / ·i·::: ... v.-~:·.:_,. : :·· :- ' , ' . . . ·;-.. ~. ~. : ........ -; . . . . . . . . ·:· .. . . . . . : .. ': ·;· -: : . . .......... ..... , ... ········· .... ..... ;.,.; .••-:; 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS, PSF 2666 Flower Fields Way, Carlsbad COHESION 162 psf. FRICTION ANGLE 26.0 degrees symbol boring depth (ft.) symbol boring depth (ft.) FIGURE S-1 DIRECT SHEAR TEST • B-2 2.5 PN: 114-848-10 REPORT DATE: 10/27/23 FIG. S-1 lJ.. Cl) a.. Cl). 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' . . . . ,., , ....... ,, ·:•• . ,. , .... 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS. PSF 2666 Flower Fields Way, Carlsbad COHESION 108 psf. FRICTION ANGLE 30.0 degrees symbol boring depth (ft.) symbol boring depth (ft.) FIGURE S-2 DIRECT SHEAR TEST • B-4 2.5 PN: 114-848-10 REPORT DATE: 10/27/23 FIG. S-2 1-:c (.'.) ui :c z w (.'.) z <( :c u 1-z w u 0::: UJ n.. 0.01 0 .0 2 COMPRESSIVE STRESS IN TSF 3 4 5 6 7 8 a>.1 2 3 4567891 2 3 4 5678910 ' .. , , . .. .... , , ........ , ..... .. , .... ,. ' ·:•••,· . . . . . . . . • ....... .. . ·•·· ··•··· ....... . 1 .0 i------. -... -.. -. -....... -.......... -;..~. ___ ..,__ ____ .,........ ____ '--_...,....;._ .. ...,._ ....... -.. --.-.. ----1 I ,',,I . . . ~ . : . : . : . ·-. : .:. :. : ' ' ' . ' " ' . ~' . . .. , ... : .. • ~. ,. • . : .: : ; ~ : : • ; :. : ; ~ ::: : ~ , .. . . . '~ . . . . . . .. . . ... . ... .-., .•. , ·,·1 ·11 . . . . . . . . . .... , . ,. , ... " . . , ..... , ... ' . 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' .... .. 7.0 i-------.-. -.. -... ---.......... --.. ----~-------,,---------:-,-----; .. , ... ,, ' . ,-.,, .... 8.0 .__--'-------'--:-----------:----:--:---:----:------;-:----f ' . . . •' ' . ,., .......... , .. .... ,,;,, . . , .... . . ... ... . 9.0 .__-~-......... ....,.......,........;.~~--~...,......-.---.;.....,.-+,-----;----;..-.--,-......,.... _ __,...,.....,._---:--f . . .. '.. . ... . . . . .... '. . . . . . . .... ,. . . ..... .. . . . . . . .... , .. . . . . .. .. . . . ·. ' ~ ..... , .. •' .. '....... . ........ ·········· . Boring Depth(ft.) og,1itv in situ Moist. B-2 '1.0 102.4 6.3 ,, .... ....... -200 sieve Group Symbol ·: ''. • ; •t ,,.. . ,.; .... Soil Description 2666 Flower Fields Way, Carlsbad WATER ADDED AT 0.8 TSF. FIGURE C-1 CONSOLIDATION CURVE PN:114-8'18-10 REPORT DATE: 10/27/23 Jl It-r 11• r 1-\\,1 • !\ t FIG. C-1 MOISTURE CONTENT WORKSHEET PROJECT LOCATION: 2666 Flower Fields Way, Carlsbad, CA BORING ID B-1 8-1 SAMPLE DEPTH (ft.) 4' 6' MOISTURE CAN ID B L WET SOIL AND TARE (g) 226.2 DRY SOIL AND TARE (g) 207.7 MOISTURE LOSS (g) 18.5 MOISTURE CAN TARE (g) 50.1 DRY SOIL ONLY {g) 157.6 MOISTURE CONTENT(%) 11.7 BORING ID B-2 B-2 SAMPLE DEPTH (ft.) 8' 10' MOISTURE CAN ID T s WET SOIL AND TARE (g) 234.1 DRY SOIL AND TARE (g) 217.7 MOISTURE LOSS (g) 16.4 MOISTURE CAN TARE (g) 50.1 DRY SOIL ONLY (g) 167.6 MOISTURE CONTENT{%) 9.8 moisture loss Moisture Content= m =Wt.of Dry Soil 216.0 197.6 18.4 49.9 147.7 12.5 223.7 207.1 16.6 50.5 156.6 10.6 B-1 8' C 238.9 217.5 21.4 50.1 167.4 12.8 B-2 12' G 215.7 200.5 15.2 50.1 150.4 10.1 YweL Ydry = m + 1 B-1 10' K 213.8 198.6 15.2 so.a 148.6 10.2 B-2 14' F 216.4 197.9 18.5 49.9 148.0 12.5 DATE: Drilled 9/29/2023 8-1 B-1 B-2 12' 14' 6' EE p pp 216.9 217.7 232.0 200.3 200.5 218.0 16.6 17.2 14.0 49.8 49.9 49.9 150.S 150.6 168.1 11.0 11.4 8.3 B-3 B-3 8-3 4' 6' 8' 0 R E 230.5 213.8 213.3 211.4 195.3 193.4 19.1 18.5 19.9 49.9 50.5 50.4 161.5 144.8 143.0 11.8 12.8 13.9 SHEET 1 OF 2 EGA CONSULTANTS, INC. MOISTURE CONTENT WORKSHEET PROJECT LOCATION: 2666 Flower Fields Way, Carlsbad, CA BORING ID 8-3 B-4 SAMPLE DEPTH (ft.) 10' 4' MOISTURE CAN ID N cc WET SOIL AND TARE (g) 228.9 DRY SOIL AND TARE (g) 209.S MOISTURE LOSS (g) 19.4 MOISTURE CAN TARE (g) 50.1 DRY SOIL ONLY (g) 159.4 MOISTURE CONTENT(%) 12.2 BORING ID B-5 SAMPLE DEPTH (ft.) 10' MOISTURE CAN ID GG WET SOIL AND TARE (g) 216.3 DRY SOIL AND TARE (g) 184.9 MOISTURE LOSS (g) 31.4 MOISTURE CAN TARE (g) 49.8 DRY SOIL ONLY (g) 135.1 MOISTURE CONTENT(%) 23.2 moisture loss Moisture Content= m =Wt.of Dry Soil 216.1 192.3 23.8 49.9 142.4 16.7 B-4 6' y 233.7 205.7 28.0 50.1 155.6 18.0 Ywet Ydry = m + 1 8-4 8' J 217.0 196.0 21.0 50.1 145.9 14.4 DATE: Drilled 9/29/2023 8-4 B-5 B-5 10' 6' 8' w BB AA 229.8 220.5 219.9 206.4 202.1 209.6 23.4 18.4 10.3 50.0 50.1 49.9 156.4 152.0 159.7 15.0 12.1 6.4 SHEET 2 OF 2 EGA CONSULTANTS, INC. APPENDIX C MANOMETER SURVEYS Figure C-1 (Building# 9): 3.0 inches Figure C-2 (Building #10): 4.2 inches Figure C-3 (Building #11 ): 3.5 inches Low Point = 3.0 inches 0 co11sullants / 5 10 20 MANOMETER SURVEY -BUILDING 9 2754 & 2768 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA C 0 ·;:; RI -a; ~ -..c LU U a, C > ·-·---RI a:; a: Project No: Date: Figure No: High Point 0.0 -0.5 -1.0 -1.5 -2.0 -2 .5 -3.0 low Point EJ447.1 N ov..:.t.1_02 3 C-1 0 consultants / (Ifft) s 10 20 MANOMETER SURVEY -BUILDING 10 2770 & 2784 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA Low Point= 4.2 inches C 0 ;:; ti) -> V't (I> (I> -.c w u ·-;:; -(0 a; a: Project No: Date: Figure No: High Point 0.0 -0.5 -1.0 -1.5 -2.0 -2.5 -3.0 -3.5 -4.0 Low Point EJ447.l Nov~023 C-2 Low Point= 3.S inches 0 co11:;ultnt1ls / (feet) 5 10 20 MANOMETER SURVEY -BUILDING 11 2745 & 2759 FLOWER FIELDS WAY CARLSBAD, CALIFORNIA C: 0 .; 11) -> "' Cl/ C1I -.s:: UJ u Cl/ C: > ·-·.:; - 11) ai a:: Project No: Date: Figure No: High Point 0.0 -0.5 -1.0 -1.5 -2.0 -2.5 -3.0 -3.5 Low Point EJ447.l Nov~023 C-3 APPENDIX D USGS Design Map Summary ASCE. M.EICAN SOQl.lYO: CM Nl'JUIIS Address: 2666 Flower Fields Way Carlsbad, California 92010 '' -; I ' " https //a see 7hazardtool. on line/ ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) Page 1 of 2 Latitude: 33.177379 Longitude: -117.32067 Elevation: 116.77609714562763 ft (NAVO 88) ... ' . ( ... , ,, II ...... ,, ' ASCE. MIIIICAIISOOOYO' CM. Ct;J~HIIS Seismic Site Soil Class: Results: Ss : S1 Fa : Fv : SMs D -Default (see Section 11.4.3) 0.988 0.362 1.2 NIA 1.186 S o, T L : PGA: PGAM : F PGA S~11 NIA I., NIA 8 0.431 0.518 1.2 1 Sos 0.79 C. : 1.294 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Date Source: USGS Se,sm,c Design Maps https //a see 7hazardtool onllne/ Page 2 of 2 SAN DI EGO REGIONAL OFFICE USE ONLY HAZARDOUS MATERIALS RECORD ID# PLAN CHECK# QUESTIONNAIRE BP DATE Business Name Business Contact Telephone# Camp Facility Services Larry Scallon (714) 306-9054 Project Address (include suite). City State Zip Code APN# 2666 Flower Fields Way Carlsbad CA 92010 Mailing Address (include suite) City State Zip Code Plan File# 11 Gaddard Irvine CA 92618 Project Contact Applicant E--mail Telephone# Larry Scallon lscallon@campfs.com (714 )306-9054 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for pro;ects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. I any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMDl: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO □ 0 □ 0 □ 0 □ 0 □ 0 □ 0 □ 0 □ 0 (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantnies greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). Date Initials 0 CalARP Required I Date lnijials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT {APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered for enher questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomp@sdcounty.ca.qov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. 1. 2. 3. 4. 5. 6. YES NO □ 0 □ 0 □ 0 □ 0 Will the project disturb 100 square feet or more of existing building materials? Will any load supporting structural members be removed? (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. □ □ 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda ? Briefly describe business activities: Briefly describe proposed project: Stabilization Retrofit Stabilization Retroit &6 I I .2 l~oJ,1 Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIREO RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD' APCD COUNTY-HMD APCD COUNTY-HMD APCD .. *A stamp in this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other permitting requirements may still apply HM-9171 (9/18) County of San Diego -DEH -Hazardous Materials Division STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. .,. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES {BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. L.ti~f{/c S ~L-Lo ✓ OWNER SOWNER'S ~GENT NAME (PRINT) /'_J,"l,u ~ E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C: C: C: 0 ..... ..., 0 0 :;:; C: C: "O :;:; :;:; c,, 0 Q) "O Q) "O (/) C: CJ CJ C: C: c,, E C: E C: ..... 0 ..... ::, ::, 0 '5 ·.::: a. 0 0 0 E Q) .... .... :;:; .... Q) ::;; "O (/) c,, .... ..... ..... C: '-::, >, c,, C: Q) .... C: Q) c (/) (/) (/) ~ ·.::: O'" .... 0 C: c,, Oc a. Q) ·.::: -C: (/) C: .... w ~ 0 Best Management Practice* <Id £ 0 CD a.. .... 0 Q) 0 .... <.!) Q) C: :;:; (/) 3:: (/) ~ Q) ..... Q) 0 ..., .s:: C: E Q) 0 C: u .... u (/) "O a, (/) ::;; C: Q) C: (BMP) Description (/) CJ Q) (/) (/) c,, Q) c,, CD ·o c:: c,, "O (/) 0 ➔ ·e Q) C: 3: C: 0 :::::> ~ ..., Q) Q) :5 ~ Q) CJ ..., 0 0 3:: C: .... 0 "OW "O >, 0 (/) C: C: 0 ~E :;:; C: 0 0 CD (/) ·-c,, 0:;:; Q)......__ u Q) Oo c,, Q) Q) ::;; 0 c,, 0 C: Q) c::: E 0 N Cl) ~ 0 CTI~ Q) c Q) c a. ..__ 3: Q) X Q) E g CJ Q) C: ·-c,, CL O Q) 0 E ~ a, ..., ::, ..0 == "' == 3:: ~~ :0 u·c ·.::: c,, "O .s:: C: Q) LL. .... Q) ::, :.0 Q) ·-"O C: 0 .... 0 ~ .... "O 0 .... 0 ....,,_ a. '5 CJ Q) > "O .... ..... ..0 0 ..... CJ --.... 0 ·-0 Q) .... Q) CJ _..., 0 .... 0 0 ..... Q) 0 Q) CJ C: 0 0 0 .... .B 0 00 f; & ..... .s:: Q) ..... 0 ..... 0 = C: ·-C: Q) 0 0 .... 1n Q) .s:: ..0 .... .!:;o 0 ..., .... ..., c,, 0 Q) _ o..., 0 ..., a. 0 oo <.!) 3: WO c7i (/) u ii: <.!) U,> (/) (/) a.. (/) C: (/) c::: 3: a: a..o a.. >u ::;; (/) ::;; (/) u,u (/)::;; CASQA Designation ➔ r--<X) O> ...... I") ~ U) r--<X) 0 N I") r--<X) N I") '<t-U) ...... ...... c.o ~ ~ ...... I I I I I I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ ~ (/) (/) (/) (/) ::;; ::;; i i ::;; Construction Activity w w w w (/) (/) (/) (/) (/) (/) (/) (/) z z z z 3:: 3:: 3:: Gradina/Soil Disturbance Trenchina/Excavation Stockoilina Drill in a /Borina Concrete/Asohalt Sawcuttina Concrete Flatwork Pavina Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staaina/Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewaterina Site Access Across Dirt 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 Stormwater 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. PROJECT INFORMATION -/ Site Address: .:J(p6t, fJ....ow€rc, h € ~ti u }41.1 ; Assessor's Parcel Number: /~ 7 a:,~c 80 Qt) Emergency Contact: Name: JOH Go="'~ 24 Hour Phone: (11'-f) 3~(p-9~[P~ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM 6(1 LOW Q) ..... (/) 0 3:..., C: (/) Q) ::, E 0 Q) ~ c,, oO NC: oo I::,; c.o I ::;; 3:: Q) ..... (/) 0..., 3: C: Q) Q) E ..., Q) Q) c,, bo C: C: oo u::.: <X) I ::;; 3:: Page 1 of 1 REV 11/17