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Home My WebLink About1147 HARBORVIEW LN; ; CBR2019-2390; PermitBuilding Permit Finaled Residential Permit Print Date: 10/13/2022 Job Address: Permit Type: Parcel#: Valuation: 1147 HARBORVIEW LN, BLDG-Residential 2061400800 $113,228.62 Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: HALLBERG ADU CARLSBAD, CA 92008 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: HALLBERG: 638 SF ADU OVER DETACHED GARAGE Applicant: LOGAN ANDERSON 1106 2ND ST, # 561 ENCINITAS, CA 92024-5096 (619) 807-0640 FEE BUILDING PERM IT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: VICTORIA HALLBERG 1145 HARBORVIEW LN CARLSBAD, CA 92008 (760) 525-4142 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -M EDIUM Second Dwelling Unit DEV2019-0209 Total Fees: $1,984.41 Total Payments To Date: $1,984.41 {city of Carlsbad Permit No: CBR2019-2390 Status: Closed -Finaled Applied: 09/03/2019 Issued: 01/05/2022 Finaled Close Out: 10/13/2022 Final Inspection: 09/28/2022 INSPECTOR: Kersch, Tim Balance Due: Alvarado, Tony AMOUNT $675.70 $472.99 $66.00 $175.00 $92.00 $182.00 $5.00 $14.72 $246.00 $55.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Cifyof CarlsDad RESIDENTIAL BUILDING PERMIT APP LI CATION 8-1 Plan Check (,fS(Z °'d)o/1 -l,3~6 Est. Value \l,,12 8 . fu2 PC Deposit Date 1-oS--;).o"},J, Job Address I\ ~ 1" H~r ~ Oy-"~ "" L-o.nc, Unit: APN: Jo~ 'l~O "08 ----- CT/Project#: _________________ Lot#: ____ Year Built: ________ _ Fire Sprinklers:QvE0No Air Conditioning:QYESQNO Electrical Panel Upgrade:QYESQNo BRIEF DESCRIPTION OF WORK: (]J New SF : ~ J g Living SF,~--Deck SF, 1 '1 'j Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? Q1QN New Fireplace? QvQN, if yes how many? __ _ ORemodel: _____ SF of affected area Is the area a conversion or change ofuse?Qv QN 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ OSolar: ___ KW, ___ Modules, MountedOoof~round, Tilt:OvON, RMA:QvQN, Battery: Ov °"' Panel Upgrade: Qv 0-J D Re roof: __________________________________ _ D Plumbing/Mechanical/Electrical 0 Only: Other: PRIMARY APPLICANT PROPERTY OWNER Name: ________________ Name: __________________ _ Address: Address:. __________________ _ City:. _______ State: ___ .Zip: ____ City:. __________ .State: __ Zip: ____ _ Phone: Phone: __________________ _ Email: Email: __________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: _________________ Business Name: AI-.J ltf'3 ~2 Cao s+ ry d \en Address: Address: nc..1 EI Ysllc Oflt IM> .\.o City:. _______ State: ___ .Zip: ____ City: v,''>¾-\. State: lA Zip:_4_).._c18 ... 3 ___ _ Phone: Phone: T~A l.f~1 1'f? 8 Email: Email: qlvo.r,Jo [ot15tfvd<o:o1(A)y'lrh«P• c.o 0 Architect State License: CSLB License#: t> lo\ '-IS 3 > Class:_b _____ _ Carlsbad Business License# {Required):t ,:a1B 1 'p l''t•iJ 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. I agree to comply with al I City ordi nonces and State laws relating to bui I ding construction. NAME (PRINT): ..... f .... -<f .... n .... s .... n ..... Au......_ ..... ft ......... [ V __ l-l....,r, ..... ~ .... o _ 1635 Faraday Ave Carlsbad, CA 92008 SIGN:_~------~--«'--· DATE: ___ /-_S_-_:2._..l __ _ Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 • I 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: I herebyaffirm under penalty of perjury that I am licensed under provisions of Chapter9 ( commenci ngwi th Section 7000) of Division 3 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): Q1 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. Policy No. _____________________________________ _ -OR- rl1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance 't/ the work for which this perrziit is Issued. "l\iry workers' compensation Insurance carrier and policy number are: Insurance Company Name: 6 ,r •~th lft 'l➔ h \ -v ~'( lz v,r J , Mvr, •" C-0"1 f ""'f Policy No. f E. W l, I~ l t\ 2> Expiration Date: ~J~v_ly,___1_, _l~o~2.=2,~------- -0R-Q Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure 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'sAddress: ___________________ _ CONTRACTOR CERTIFICATION: /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. Note: If the person signing above is an authorized agent for the contractor provide a I -OR - {OPTION 8): OWNER-BUILDER DECLARATION: I hereby affirm that ·, am exempt from-Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR-· a I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-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 thatacopyof the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Website: http://www.leginfa.ca.gav/calaw.html. OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 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: 760-602-2719 Fax: 760-602-8558 Email: Buildlng@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBR2019-2390) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Issue Date: 01/05/2022 Subdivision: HARBOR VIEW Expiration Date: 11/28/2022 IVR Number: 21450 Address: 1147 HARBORVIEW LN CARLSBAD, CA 92008 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status Checklist Item COMMENTS BLDG-Building Deficiency 1. B-59 form, waste management-recycle form, required at final inspection, not ready -failed .. 09/28/2022 BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 09/28/2022 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Thursday, October 13, 2022 2. HERS/CHEERS reports required at final inspection -not ready-failed. 3. Address identification for new ADU, not installed -failed. 4. Exterior building locations, plumbing hose bibs, required anti-siphon/ backflow preventers devices-not installed-failed. 5. The Rest of new ADU construction work appears to be -OK. 1. B-59 form, waste management-recycle form, required at final inspection, not ready -failed .. 2. HERS/CHEERS reports required at final inspection -not ready-failed. 3. Address identification for new ADU, not installed -failed. 4. Exterior building locations, plumbing hose bibs, required anti-siphon/ backflow preventers devices-not installed-failed. 5. The Rest of new ADU construction work appears to be -OK. 192839-2022 COMMENTS Passed Tony Alvarado 1. All outstanding correction items - addressed and approved. 2. Waste management recycle debris B - 59 form -completed and approved. Passed No No No No No Passed Yes Yes Yes Yes Complete Page 7 of 7 PERMIT INSPECTION HISTORY for (CBR2019-2390) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Issue Date: 01/05/2022 Subdivision: HARBOR VIEW Expiration Date: 11/28/2022 IVR Number: 21450 Address: 1147 HARBORVIEW LN CARLSBAD, CA 92008 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 05/16/2022 05/16/2022 05/31/2022 05/31/2022 Status Checklist Item COMMENTS BLDG-Building Deficiency May 3, 2022: BLDG-16 Insulation BLDG-85 T-Bar, Celling Grids, Overhead BLDG-17 Interior Lath/Drywall Checklist Item 1. Rough top-out plumbing, corrections addressed and completed-approved. 2. Exterior stucco wire lathe completed and-approved. 182788-2022 Passed Tim Kersch 182787-2022 Passed Tim Kersch 183781-2022 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency 1. Drywall nailing fort/anchoring system per plan -approved. Garage ceiling lid and garage wall adjacent living space, fire rated-two layers of drywall installed-approved. 2. Exterior stuck a wire lathe -approved BLDG-82 Drywall, 183873-2022 Passed Tony Alvarado Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS BLDG-17 Interior Lath-Drywall 1. Drywall nailing fort/anchoring system per plan -approved. Garage ceiling lid and garage wall adjacent living space, fire rated-two layers of drywall installed-approved. 2. Exterior stuck a wire lathe -approved BLDG-18 Exterior Lath and 1. Drywall nailing fort/anchoring system Drywall per plan -approved. Garage ceiling lid and garage wall adjacent living space, fire rated-two layers of drywall installed-approved. 2. Exterior stuck a wire lathe -approved 09/08/2022 09/08/2022 BLDG-Final Inspection 191152-2022 Failed Tony Alvarado Thursday, October 13, 2022 Passed Yes Passed Yes Passed Yes Yes Complete Complete Complete Complete Reinspection Incomplete Page 6 of 7 PERMIT INSPECTION HISTORY for (CBR2019-2390) Permit Type : BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Issue Date: 01/05/2022 Subdivision: HARBOR VIEW Expiration Date: 11/28/2022 Address: 1147 HARBORVIEW LN CARLSBAD, CA 92008 IVR Number: 21450 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 05/03/2022 Checklist Item BLDG-Building Deficiency COMMENTS April 20, 2022: 1. Exterior shearwalls, per engineer's shearwall schedule and details; plywood type, size, and method of attachment-approved. 2. Roof plywood sheathing; type, size, and method of attachment-approved. 3. Rough frame combination inspection, cursory/progress pre-inspection list pending: a) first floor areas, soleplate brake connections, anchor bolts at each side of soleplate break -required. b) Metal connectors, missing at top floor sections, LPT4 metal connectors missing, at second level, freeze block and double top plate-transfer connection locations- (typical). c) no attic venting, required venting between each conventional frame, vaulted roof diaphragm, 2 x 1 O ceiling Joist, bay areas to be vented. Informed General contractor and framing contractor regarding roof venting options With designer architect of record and complete roof venting prior to rough combination inspection appointment. 05/03/2022 BLDG-16 Insulation Checklist Item 181952-2022 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency May 3, 2022: 1. Rough top-out plumbing, corrections addressed and completed-approved. 2. Exterior stucco wire lathe completed and-approved. BLDG-18 Exterior Lath/Drywall 181853-2022 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS May 3, 2022: 1. Rough top-out plumbing, corrections addressed and completed-approved. 2. Exterior stucco wire lathe completed and-approved. BLDG-24 Rough/Topout 181854-2022 Passed Tony Alvarado Thursday, October 13, 2022 Passed Yes Complete Passed Yes Complete Passed Yes Complete Page 5 of 7 PERMIT INSPECTION HISTORY for (CBR2019-2390) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Issue Date: 01/05/2022 Subdivision: HARBOR VIEW Expiration Date: 11/28/2022 IVR Number: Inspection No. COMMENTS 21450 Inspection Status Address: 1147 HARBORVIEW LN CARLSBAD, CA 92008 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency April 20, 2022: Yes Thursday, October 13, 2022 BLDG-34 Rough Electrical 1. Exterior shearwalls, per engineer's shearwall schedule and details; plywood type, size, and method of attachment-approved. 2. Roof plywood sheathing; type, size, and method of attachment -approved. 3. Rough frame combination inspection, cursory/progress pre-inspection list pending: a) first floor areas, soleplate brake connections, anchor bolts at each side of soleplate break -required. b) Metal connectors, missing at top floor sections, LPT4 metal connectors missing, at second level, freeze block and double top plate-transfer connection locations- (typical). c) no attic venting, required venting between each conventional frame, vaulted roof diaphragm, 2 x 1 o ceiling Joist, bay areas to be vented. Informed General contractor and framing contractor regarding roof venting options With designer architect of record and complete roof venting prior to rough combination inspection appointment. 18094 7-2022 Partial Pass Tony Alvarado Reinspection Incomplete Page 4 of 7 PERMIT INSPECTION HISTORY for (CBR2019-2390) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Issue Date: 01/05/2022 Subdivision: HARBOR VI EW Expiration Date: 11/28/2022 IVR Number: 21450 Inspection No. COMMENTS Inspection Status Address: 1147 HARBORVIEW LN CARLSBAD, CA 92008 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency April 20, 2022: Yes Thursday, October 13, 2022 BLDG-15 Roof/ReRoof (Patio) 1. Exterior shearwalls, per engineer's shearwall schedule and details; plywood type, size, and method of attachment-approved. 2. Roof plywood sheathing; type, size, and method of attachment -approved. 3. Rough frame combination inspection, cursory/progress pre-inspection list pending: a) first floor areas, soleplate brake connections, anchor bolts at each side of soleplate break -required. b) Metal connectors, missing at top floor sections, LPT4 metal connectors missing, at second level, freeze block and double top plate-transfer connection locations- (typical). c) no attic venting, required venting between each conventional frame, vaulted roof diaphragm, 2 x 1 O ceiling Joist, bay areas to be vented. Informed General contractor and framing contractor regarding roof venting options With designer architect of record and complete roof venting prior to rough combination inspection appointment. 181123-2022 Partial Pass Tony Alvarado Reinspection Incomplete Page 3 of 7 PERMIT INSPECTION HISTORY for (CBR2019-2390) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Issue Date: 01/05/2022 Subdivision: HARBOR VIEW Expiration Date: 11/28/2022 Address: 1147 HARBORVIEW LN CARLSBAD, CA 92008 IVR Number: 21450 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03/01/2022 03/01/2022 BLDG-22 Sewer/Water 177 489-2022 Passed Tony Alvarado Service Checklist Item COMMENTS BLDG-Building Deficiency Water pipe, and protective trench depth, scope of work-approved. 04/20/2022 BLDG-23 Gas/Test/Repairs Checklist Item 177490-2022 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency 1. Underground gas pipe, trench depth, tracer wire-approved. BLDG-31 Underground/Conduit - Wiring 04/20/2022 BLDG-13 Shear Panels/HD (ok to wrap) Checklist Item 2. Pending gas pressure leak test, informed contractor representatives. 177491-2022 Passed Tony Alvarado 181122-2022 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency April 20, 2022: BLDG-14 Frame/Steel/Bolting/We !ding (Decks) 1. Exterior shearwalls, per engineer's shearwall schedule and details; plywood type, size, and method of attachment-approved. 2. Roof plywood sheathing; type, size, and method of attachment -approved. 3. Rough frame combination inspection, cursory/progress pre-inspection list pending: a) first floor areas, soleplate brake connections, anchor bolts at each side of soleplate break -required. b) Metal connectors, missing at top floor sections, LPT4 metal connectors missing, at second level, freeze block and double top plate-transfer connection locations- (typical). c) no attic venting, required venting between each conventional frame, vaulted roof diaphragm, 2 x 1 O ceiling Joist, bay areas to be vented. Informed General contractor and framing contractor regarding roof venting options With designer architect of record and complete roof venting prior to rough combination inspection appointment. 180946-2022 Partial Pass Tony Alvarado Thursday, October 13, 2022 Complete Passed Yes Reinspection Incomplete Passed Yes Complete Complete Passed Yes Reinspection Incomplete Page 2 of 7 Building Permit Inspection History Finaled {City of Carlsbad I Permit Type: Work Class: Status: Scheduled Date 01/19/2022 02/10/2022 02/18/2022 02/23/2022 PERMIT INSPECTION HISTORY for (CBR2019-2390) BLDG-Residential Application Date: 09/03/2019 Owner: VICTORIA HALLBERG Second Dwelling Unit Issue Date: 01/05/2022 Subdivision: HARBOR VIEW Closed -Finaled Expiration Date: 11/28/2022 Address: 1147 HARBORVIEW LN IVR Number: 21450 CARLSBAD, CA 92008 Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Start Date 01/19/2022 02/10/2022 Status BLDG-SW-Pre-Con 17 4853-2022 Passed Tony Alvarado BLDG-21 176351-2022 Passed Tony Alvarado Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency February 1 o, 2022: 1. 130 feet of underground 4" sewer Plumbing pipe line, under water leak test with clean outs at three locations, to accommodate existing dwelling and new ADU Structure -approved. 02/18/2022 BLDG-11 176980-2022 Partial Pass Tony Alvarado Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS February 18, 2022: 1. Phase 1-footing foundation, and slab retrofit steel reinforcement, isolated pad spread footings, per engineer's Structural plans and detail specifications-partial approval. 02/23/2022 BLDG-11 177112-2022 Partial Pass Tony Alvarado Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency COMMENTS February 18, 2022: 1. Phase 1-footing foundation, and slab retrofit steel reinforcement, isolated pad spread footings, per engineer's Structural plans and detail specifications-partial approval. February 23, 2022: 1. Phase 2-footing foundation, and slab retrofit steel reinforcement steel reinforced grade beam-approved and. Spread footings, per engineer's Structural plans and detail specifications-approved. 2. Discussed with architect, city of Carlsbad Building form (B-60), height certification and building structure setback to property lines, required prior to next inspection. Complete Complete Passed No Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Yes Thursday, October 13, 2022 Page 1 of 7 I CASCINO INSPECTION SERVICE 15_!) Avalon Dr. Vista, Ca 92084 (714) 404-7413 Fax (760)295-3140 DAl Y INSPECTION REPORT I AM AUTHORfZEO BY THE INDICATED AGENCY TO PERFORM SPECW.. INSPECTION IN Tl£ CATEGORY CH~D. JOB ADDRESS j J O'MER OR PROJECT NAME □ City °' s., Diego □ CALTRANS 0 OSHPO D Other / . / ~L ,/ /' CONSECUTIVE REPORT NO. D DSA (3"icao DAWS l • OASNT OACI FOR WEEK ENDING (3..,.. REINFORCED CONCRETE □ PRE-STRESSEO COHCRET£ □ REINFORCED W,llONRY ~her ✓o.l - 0 STRUCTURAL STEEL ASSEM8L Y □ DEEP FOUN°"TION □ SPRAY-APPLIED FIREPROOFING ~ BUILDING PERMIT NUMBER I PLAN FILE NUMBER _, { A I -t-J r t,11 APPLICATION NUMBER CONSTR. MATERIAL (TYPE, GRADE, ETC.) DESIGN STRENGTH I SOURCEOFWGR. ARCHITECT DESCRIBE MATERIAL (MIX DESIGN, RE~AR GRADE & MANUFACTURER, WELD-ROD, ETC.) ENGINEER f' J. 0 AT GENERAL CONTRACTOR I ' CONTRACTOR PERFORMING REPORTEO WORK (/ Ai ARRIVAL TIME/ DETAILED REPORT OF •• DEPARTURE WORK INSPECTED LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS. REMARKS, ETC. TIME K/RE/.'} / 7 ,c L -fr J , ,, ' l > c-r .. lt?C / TIME ON TRAVB. REGULAR 0\/ERTIME f OFTEST 8fTE TIME HOURS HOURS SPECIMENS' t Ir .-' M lnlpedlon based on • minimum of 4 hrs & OYer 4 hrs -8 hra minimum In lddlion,Ollef' 8 hrs and Saturday wll be blled It time and a half Authorized Job Site Conlac:t / Company WHITE-FILE -CANARY-cuENT -PINK-INSPECTOR Ji ./..\7 #I f /1 .J -( -,. I -., I NAME OF REGISTERED INSPECTOR ~PRI!! - __________ -1' __ ,,, _____ , ____________ \.-P.;..._ -----------.... -- SIGNATURE CERTIFICATION NUM8ER CERTIFICATE OF COMPLIANCE TO THE BEST OF MY KN~OGE, T1tE ABOVE REPORTED WORK, UNlESS OlliERWISE NOTED, 18 IN CONFORMANCE WITH THE APPROVED PlAHS N#O SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING STAHDAROS DATE: 03/18/2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-2390 ✓. EsG1I A SAFEbu1lt Compar.y SET: III PROJECT ADDRESS: 1147 Harborview Lane □ APPLICANT □ JURIS. PROJECT NAME: 2nd Story ADU Addition to Detached Garage for Hallberg Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's BUILDING codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is en closed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Logan Anderson ~ EsGil staff did not advise the applicant that the plan check has been completed . D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Logan Anderson Telephone#: 619 807-0640 Date contacted: (by: ) Email: logan@marcelalogan.com Mail Telephone Fax In Person ~ REMARKS: Please show on the plans the 200 amps for the house and 60 amps for the ADU. By: Bert Domingo EsGil 03/11/2021 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 01/21/2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-2390 ✓• EsG1I A SAFEbuilt Company SET: II PROJECT ADDRESS: 1147 Harborview Lane D APPLICANT D JURIS. PROJECT NAME: 2nd Story ADU Addition to Detached Garage for Hallberg Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Logan Anderson D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Logan Anderson Telephone#: 619 807-0640 Date contacted: (by: ) Email: logan@marcelalogan.com Mail Telephone 0 REMARKS: By: Bert Domingo EsGil Fax In Person Enclosures: 01/05/2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Cali fornia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2019-2390 01/21/2021 GENERAL , , .. 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave.; Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2.5 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). GUARDS AND STAIRS 7. Please provide a detail for guardrail connection at the intermediate and top stairway landings (showing capability to resist a concentrated load of 200 pounds in any direction along the top rail per Table R301 .5) and show a minimum height of 42" for these guardrails. Section R312. Guardrail shown in the architectural plan 5/A301 is different than what is shown on the structural plans. 8. Please complete the stringer to landing connection callout at 2/A301 . Again details 2 & 3/A301 is different than what is shown in the structural plans. ROOFS/DECKS/BALCONIES 11 . Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. The note is a OK but the issue is how it could be done. Carlsbad CBR2019-2390 01/21/2021 FOUNDATION AND STRUCTURAL 16. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents .. 19. The structural calculations and plans need to be reviewed for completeness and coordination. Following are some examples: a. Please clarify the roof support above the interior wall. Is there a ridge beam above the wall or is the wall carrying the load? Please clarify on the plans, provide a detail and ensure correct design of supporting floor framing. b. Some of the details do not fit as referenced: 17/SD1 at grid C and A.2 on roof framing plan (framing direction), 15/SD1 at grid Con floor framing plan, 11/SD1 referenced at wood posts supporting RB-1 . c. Please reference an accurate detail for top and bottom of 2nd floor WSW walls and top of first floor WSWs. Keep in mind that upper floor WSWs occur at a gable end. d. Please include deck loading in design basis on S2 and load list in calcs. e. The are no calculations for FB4 or FB5. FB4 calculation should include load combinations with seismic loads (overstrength) for the WSW supported. f. FJ2 calculation does not include the weight of the interior wall it supports (it is also unclear whether this is a bearing wall). g. FJ2 calculation is for 12" o.c. Plans show 16" o.c. h. Specify size of the beam supporting deck joists near A and 1 intersection. i. Please call out connection of stringers and landing framing to supporting members. j. Calculations have a shear wall at grid 3 upper level (I believe that this is grid B as shown on the plans). There is no shear wall shown there on the framing plan. k. Please show how upper floor hold downs are carried down to the foundation level. I. Please detail upper floor hold downs. m. Grid 3 lower level in the calcs (grid B on the plans) calls for HDU4s. Plans show HDU2s. n. There is a hold down missing at the shorter shear panel at grid 1 (as identified on the plans) lower level. o. At detail 4/SD1 please specify the required embedment as calculated. p. Please show and detail or describe drags at grids 1.2 and 2 of upper level (4x8 beams to top plate). MEP 24.ADUs require service load calculations per CEC 220.83 showing that the existing service is adequate for new and existing loads. Please also submit a single line diagram (including feeder and ADU building grounding) and panel schedules. Carlsbad CBR2019-2390 01/21/2021 CALIFORNIA GREEN CODE AND ENERGY STANDARDS 30. Please complete the City Construction waste management form available at: https://www.carlsbadca.gov/civicax/filebank/blobdload.aspx?Blob1D=34404 Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Show compliance by including a complying exhaust fan or a ducted range hood to the exterior. Mechanical whole house ventilation (IAQ) must be provided for a new dwelling unit. Identify the exhaust fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. Fans installed to meet all of the preceding ventilation requirements and bath fan must be specified at a noise rating of a maximum 1 "Sone" (continuous use -whole house) or 3 "Sone" (intermittent). MISCELLANEOUS 31 . It seems that the designation of floor beams are not correct. Please clarify. Please see the calculations designation. 32. Where is floor beam 6X12???? 33. Where is roof beam RB2???? 34.A complete structural plan check will be made. Please see item 19 above. 35. May need a retaining wall design. 36. If the occupant is not involved for the garage, may need to to have STC of 50 for the floor system. 37. Please, you may need to talk the City staffs. Your permit application may have expired .. .. . .. Carlsbad CBR2019-2390 01/21/2021 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil. Thank you. DATE: 9/12/19 JURISDICTION: Carlsbad 01,9-2390 ✓. EsG1I A SAFEbuitrCompany SET:I PROJECT ADDRESS: 1147 Harborview Lane D APPLICANT D JURIS. PROJECT NAME: 2nd Story ADU Addition to Detached Garage for Hallberg Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Logan Anderson D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Logan Anderson Telephone#: 619 807-0640 Date contacted : (by: ) Email: logan@marcelalogan.com Mail Telephone Fax In Person 0 REMARKS: By: Tamara Fischer EsGil 9/4/19 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2019-2390 9/12/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2019-2390 JURISDICTION: Carlsbad PROJECT ADDRESS: 1147 Harborview Lane FLOOR AREA: 638 sq ft ADU Addition STORIES: 2 144 sq ft Deck Addition HEIGHT: 2 1' Approx per CRC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 9 / 12/ 19 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/4/19 PLAN REVIEWER: Tamara Fischer This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be requ ired prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2019-2390 9/12/19 GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad , CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning , Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Please dimension the distance between the outside edge of the proposed balcony at the ADU and the existing building at the closest point. It appears to be at least 1 O'. If it is not, additional corrections will apply. 4. Title sheet states 'Fire Sprinklers: None." Please clarify on the plans whether the existing house has fire sprinklers. If so, the ADU / Garage building will require fire sprinklers. Section R313.2. 5. Please provide a smoke alarm in the bedroom and a smoke alarm and carbon monoxide alarm in the area giving access to the bedroom. Smoke alarm positioning shall comply with the following: Sections R314, R315 a) They shall be not less than 3' from the door opening of a bathroom. b) They shall be at least 20' from a cooking appliance, unless compliance with one of the exceptions in section R314.3.3 is shown. c) They shall be at least 3' from supply registers of heating/cooling systems. d) They shall be at least 3' from the tip of the blade of a ceiling-mounted fan. 6. Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways shall be safety glazed. Section R308.4. W03. CONTINUED Carlsbad CBR2019-2390 9/12/19 GUARDS AND STAIRS 7. Please provide a detail for guardrail connection at the intermediate and top stairway landings (showing capability to resist a concentrated load of 200 pounds in any direction along the top rail per Table R301.5) and show a minimum height of 42" for these guardrails. Section R312. 8. Please complete the stringer to landing connection callout at 2/A301 . 9. Please clarify that stair rise is to be 7 ¾" maximum. Section R311 .7. 10. At detail 6/A301, please specify that the handrail edges shall have a radius of not less than .01 inch. Section R311.7.8.3. ROOFS/DECKS/BALCONIES 11. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 12. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage of the moisture barrier. CBC Section 2304.12.2.5, as amended by emergency building standards. 13. Specify on the plans the following information for the deck/balcony moisture barrier materials, per Section R106.1.1 . Minimum Class A per City Ordinance: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. FOUNDATION AND STRUCTURAL 14. The City of Carlsbad requires a soil report for this project. An update letter is required if the report is more than 3 years old. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 15. If the soils engineer recommended that he/she review the foundation excavations, note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted , and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." CONTINUED Carlsbad CBR2019-2390 9/12/19 16. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (if required by the soil report). 17. It appears from Google Earth that this site is elevated compared to the lot to the south and there may be a slope or retaining wall adjacent to the garage building . Please show the location and height of any slopes or retaining walls adjacent to the garage building. For slopes, show compliance with Section R403.1.7. For existing retaining walls, show that they are not being surcharged. These items apply to new footings as well as existing footings with increased loading. 18. Please specify stringers to be pressure-preservative treated wood at detail 12/SD1 .Section R317.1. 19. The structural calculations and plans need to be reviewed for completeness and coordination. Following are some examples: a) Please clarify the roof support above the interior wall. Is there a ridge beam above the wall or is the wall carrying the load? Please clarify on the plans, provide a detail and ensure correct design of supporting floor framing. b) Some of the details do not fit as referenced: 17/SO1 at grid C and A.2 on roof framing plan (framing direction), 15/SD1 at grid C on floor framing plan, 11/SO1 referenced at wood posts supporting RB-1 . c) Please reference an accurate detail for top and bottom of 2nd floor WSW walls and top of first floor WSWs. Keep in mind that upper floor WSWs occur at a gable end. d) Please include deck loading in design basis on S2 and load list in calcs . e) The are no calculations for FB4 or FB5. FB4 calculation should include load combinations with seismic loads (overstrength) for the WSW supported. f) FJ2 calculation does not include the weight of the interior wall it supports (it is also unclear whether this is a bearing wall). g) FJ2 calculation is for 12" o.c. Plans show 16" o.c. h) Specify size of the beam supporting deck joists near A and 1 intersection. i) Please call out connection of stringers and landing framing to supporting members. j) Calculations have a shear wall at grid 3 upper level (I believe that this is grid Bas shown on the plans). There is no shear wall shown there on the framing plan. k) Please show how upper floor hold downs are carried down to the foundation level. I) Please detail upper floor hold downs. m) Grid 3 lower level in the calcs (grid B on the plans) calls for HDU4s. Plans show HDU2s. n) There is a hold down missing at the shorter shear panel at grid 1 (as identified on the plans) lower level. CONTINUED Carlsbad CBR2019-2390 9/12/19 o) p) At detail 4/SD1 please specify the required embedment as calculated. Please show and detail or describe drags at grids 1.2 and 2 of upper level (4x8 beams to top plate). 20. Per their ICC approval, WSWs require special inspection. Please indicate on the plans. 21 . Please complete the City Special Inspection Agreement form available at: https://www.carlsbadca.gov/civicax/filebank/blobd load .aspx?Blobl 0=25107 MEP 22. Show how makeup air will be provided for the washer and dryer enclosure. The code requires an opening with a minimum of 100 square inches of makeup air (can be louvered door). CMC 504.4.1 23. Show how combustion air will be provided to the FAU . 24. ADUs require service load calculations per CEC 220.83 showing that the existing service is adequate for new and existing loads. Please also submit a single line diagram (including feeder and ADU building grounding) and panel schedules. 25. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). b) Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. c) GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. 26. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). 27. Per CEC Article 210.11 (C)1, note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(8), i.e., kitchen and dining areas. CONTINUED Carlsbad CBR2019-2390 9/12/19 28. Per CEC Article 210.11 (C)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 29. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. CALIFORNIA GREEN CODE AND ENERGY STANDARDS 30. Please complete the City Construction waste management form available at: https://www.carlsbadca.gov/civicax/filebank/blobdload.aspx?Blob1D=34404 31 . Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for the water heater. ES 150.0(n) 32. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 33. 2x8 rafters cannot accommodate the standard R30 Batt insulation required by the energy design. 34. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62 .2 a) Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Show compliance by including a complying exhaust fan or a ducted range hood to the exterior. b) Mechanical whole house ventilation (IAQ) must be provided for a new dwelling unit. Identify the exhaust fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. c) Fans installed to meet all of the preceding ventilation requirements and bath fan must be specified at a noise rating of a maximum 1 "Sone" (continuous use -whole house) or 3 "Sone" (intermittent). CONTINUED Carlsbad CBR2019-2390 9/12/19 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. Carlsbad CBR2019-2390 9/12/19 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Tamara Fischer BUILDING ADDRESS: 1147 Harborview Lane BUILDING OCCUPANCY: R3 / U BUILDING I AREA I Valuation PORTION (Sq.Ft.) Multiplier Dwelling Add 638 169.50 Deck Add 144 5.39 Air Conditioning 144 Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -- 1997 UBC Building Permit Fee I ,.. j ---, ·,-.r.:~r: --.... . ......• J ... :.J Type of Review: QJ Complete Review D Repetitive Fee .., Repeats Comments: 0 Other □ Hourly EaGil Fee PLAN CHECK#.: CBR2019-2390 DATE: 9/12/19 Reg. VALUE ($) Mod. 108,141 776 108,917 D Structural Only $427.711 Sheet 1 of 1 ENGINEERING DESIGN GROUP www.designgroupca.com Date: February 18th, 2021 To: Victoria Hallberg 1145 Harborview Lane Carlsbad, California 2121 Montiel Road San Marcos CA 92069 760 839 7302 Re: Proposed new second-story additional dwelling unit to existing detached garage to be located at 1145 Harborview Lane, Carlsbad, California Subject: Plan Review Letter Reference: 1. "Preliminary Geotechnical Investigation and Foundation Recommendations Proposed New Second Story Additional Dwelling Unit to Existing Detached Garage to be Located at 1145 Harborview Lane, Carlsbad, California" Prepared by Engineering Design Group, dated October 20th, 2020. 2. Plans for "Hallberg ADU -1145 Harborview Lane, Carlsbad, CA 92008", prepared by PCSD Engineering Corp., dated 7-26-19. We have prepared this letter as part of our geotechnical review of the project structural sheets referenced above (Reference No. 2). Based upon our review we find the plans are in general conformance with the above referenced soils report (Reference No. 1). If you have any questions regarding this letter, please feel free to contact our office. Sincerely, ENGINEERING DESIGN GROUP Erin Rist Project Engineer Project No. 206404-1 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 ,,,,.~ Ph: 760-207-1885 CBR2019-2390 1147 HARBORVIEW LN Structural Design Calculations Plan Check Cales Client Victoria Hallberg 1145 Harborview Lane Carlsbad, CA 92008 Project Hallberg Residence 1145 Harborview Lane Carlsbad, CA 92008 RCE C57182, exp. 12/3112/ HALLBERG : 638 SF ADU OVER DETACHED GARAGE 1 6,2020 DEV2019-0209 2061400800 3/8/2021 1#: 19-309 CBR2019-2390 (-, (\{ ~-.,, 07 f>A-s,,l <!,{,,ri,tu<J<'n S A-n Piu:,11 z:.,._,Ji~""'' > 1-.... 0 PCSO En,tneerlng Corp 3529 Coastvlew Court carlsbad, CA 92010 Ph~ 760-207-1885 ., - Job #: . f«,•~ ~91 Page:_}. of ___ _ Date: 1·"·]-;; Engineer. ______ _ 'I 0 [jJ MEMBER REPORT Floor Framing, (FJ-2) Fir Jst 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 16M oc Overall Length: 19' 9" 19' 2· All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. iDMlanl.....n:. ... ~·~ ·~--....If ·, u,,·, l.liltilt~( ...... } ' '. Member Reaction (lbs) 927@ 2 1/2" 4219 (2.25") Passed (22%} -1.0 D + 0.75 L + 0.75 Lr (All Spans} Shear (lbs) 841 @ 1' 2 3/4" 4050 Passed (21 %) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5049 @8' 5" 5458 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans} Live Load Deft. (in) 0.324 @ 9' 8 3/4" 0.483 Passed (L/716) -1.0 D + 0. 75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.594 @ 9' 8 1/8" 0.967 Passed (L/391} --1.0 D + 0.75 L + 0.75 Lr (All Spans} TJ-Pro"' Rating N/A N/A N/A --N/A • Deflection arterla: LL (l/480) and TL (l/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing {Lu): Bottom compression edge must be braced at 19' s· o/c based on loads applied, unless detailed otherwise. • A 15% Increase In the moment capacity has been added to account for repetlttve member usage, • Applicable calculations are based on NOS. • No oomposite action betw=l decl< llnd joist was considered m analysis. ·~,. . .. ~-....... ~., ~to ...... ~~) ~- ., ' ' : 'fetal .A' -~ : rCIIIII ~--.. ;,_ ,, . .Avallallle -~-' .D-.il , ;«oc1t;1w 1 • Stud wall -DF 3.50" 2.2S" 1.50" 405 527 179 1111 I I/◄" Rim Board 2 • Stud wall • OF 3.50" 3.50" I.SO" 350 527 132 1009 Blocking • Rim Board Is assumed to carry all loads applled directly above It, bypassing th• member being designed, • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. '• ' ' , ' a.;,,,, .,._....,.., ,...,L/N , , . Y~llo.ttda l.oclllloll. (llclit) . ~. (O.N) (i.10) <,...-w.u•J ~ .. ' l·Unlform(PSF.) 0 to 19' g• 16' 15.ll. 40.0 Default Load 2 -Point (Pl.fl s· s· 16" 270.0 233.0 w 0 System : Floor PASSED 21 I Member Type : Joist Boilding Use : Residential Buildwlg Code : IBC 2015 Design Methodology : ASO Weyerhaeuser warrants that the Slzing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any othct" warTanties related to the soitware. Use of this software is not intended to d raJmvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation ls compatible with the overall project. Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facltttles are tnlrd•party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR·1153 and ESR-1387 and/o, tested in acco<dance ...i\h appllcal)4e "5TM standards. Fo, current code e,,tu,,llon ,ei,o,rts, Weyerh-.ser l>f<>duct literature and ~\on ~Is refer to www.weyerhaeuser.oom/woodprocucts/document•llbrary. The product application, Input design loads, dimensions and support lnfoonation have been provided by ForteWEB Software Operator forteWE■ SOftware Openitor Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pc:5dl!!)gmall.corn wtycrhatWicr 2/6/2020 9:02:44 PM UTC ForteWEB v2.3, Engine: VS.0.0.21, Data: V7.3.1.1 File Name: Hallberg Page l / l 0 MEMBER REPORT Floor Framing, (FB-4) Fir Bm 1piece(s)51/4" x 11 7/8" 2.0E Parallam® PSL Overall Length: 24' 1 1/2" All locations are measured from the out5ide face of left support ( or le~ cantilever end). All dimensions are horizontal. IMllantiaulfa .. .. ~♦taaiteft '·.· ._.._. ~~ -:Y:,P·. :I.Nd:~11~•·c....-.,.> ,. a .•. ' ,. ·1 Member Reaction (lbs) 12410 @ 4' 2 1/4" 12272 (5.50") Passed (101%) ✓ -· 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Soans) Shear (lbs) 5291 @ 2' 11 5/8" 12053 Passed (44%) ✓ 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) ·19213@ 4' 2 1/4" 29854 Passed (64%) ✓ 1.00 1.0 D + 1.0 L (All Spans) Uve L.oad Def!. (in) 0.363 C 15' 5 15/16" 0:653 Passed (l/&19) .. 1,0 D + 0.45 W + 0.75 L + 0.75 Lr (Alt ✓ Soans) Total Load Detl. (in) 0.700@ 15' 2 7/8" 0.980 Passed {l/336) / .. 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (Alt Soans) • Detlectlon cntena: Ll (lJ360) and TL (lJ240). • Top Edge Bracing {Lu): Top compression edge must be braced at 24' 2' o/c based on loads applied, unless detailed otherwise. • Bottom Edge llrlldng (Lu): Bottom comp,esslon edge must be braced at 24' 2' o/c based on loads applied, unless detailed otherwise. 2 • Stud wall • SPF 3 • Column -OF ;_, i~'.' : ...... \allltl ;;. ,1_ ·, ·, · ." ·i-'· .' .. ' • -~--~(!IN) )' '" \ , :· .. ·, ,., . . ··w : ... ~--~, .~, ~u.,.·-.~.:.~ .. ~<~~••· 5.50" 5.50" 1.50' -2371 431/-2073 5.50" 5.50" 5.56" 6521 1833 5.50" 5.50" 2.28" 1016 1609/·3 -795 1652 2277 348 8873 434{· 6603 Blocklng 15283 Blocking 128;6/· Blocking • Blod<lng Panels are assumed to carry no loads appl1od directly above them and the full load Is applied to the member being designed. ~~-L!W!I-.... ~~ ·' ,~, ._'.(~) -:~-(~~•-~-,(~•>: ~ 0 • Self Weight (Pl..f) 0 to 24' 1 1/2' N/A 19.5 1 • Uniform (PlF) 0 to 24' 1 1/2' (Front) N/A 213.0 199.0 20.0 Defauk load 2 • Point (lb) 22' 6" (Front) N/A 9786 i/ 3 • Point (lb) 12' 3' (Front) N/A 558 744 •· . ·.· , ... .. 0 System : Aoor Member Type : Drop Beam Building Use : Residential Building Code : /EiC 2015 Design Metllodoloc;; : ASD Weyertlaeuse< warrants that the sizing at Its products will be in accordance with Weyerluteuser product design criteria and pubNshed design values. Weyerhaeuser expressly disclaims any other warranties related to the sollware. Use of this software is not intended to cirOJmvent the need for a design professional as detenmined by the au!horfty having Jurisdiction. The designer d record, builder or framer Is responsible to assure that this calculation Is compatible With the 0\/erall project. Accessories (Rim Board, Blocldng Panels and Squa.sh Block.s) are not designed by this soltware. Products manufactured at Weyerhaeuser fadWtles are third-party cert1ned to sustainable forl!Stry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatlon reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyertiaeuser product literature and installation detalls refer to www.weyeri-u.er,com/woodp,oducts/docu-..t-llbffl,y, The p,oduct appllcatlon, input design loads, dimensions and support Information have been provided by ForteWl:B Soltware Operator rorteWE■ Software Operator loll Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmait.com W,ytrharusfi 2/6/2020 8:53:38 PM UTC ForteWEB v2.3, Engine: VS.0.0.21, Data: V7.3.1.1 File Name: Hallberg Page 1 / 1 ~FORTE.ED + 0 MEMBER Rf PORT Floor Framing, (FB·S) Ar Bm 1 plece(s) 6 x 12 Douglas Fir-Larch No. 1 Overall length: 19' 10'' Alf locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,n..lan Rlaub .. ;'''. ;. Adaal-~~-•, ~-· ,~>;••·i s' ''°".) IAN:~;(,.._.) ' ' ' ~'· ,,.~. ~' Member Reaction (lbs) 2275@ 2" 12031 (3.50") Passed (19%) -1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 2203@ 1' 3" 8960 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 17433@8'6" 17048 Passed ( 102%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Defl. (in) 0.488@ 9' 6 3/16" 0.650 Passed (l./480) .. 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (in) 0.970 @ 9' 6 11/16" 0.975 Passed (l./241) .. 1.0 D + 1.0 Lr (All Spans) • Oellectlon crttel1a: LL (L/360) and TL (L/2◄0). • Top Edge Bracing (Lu): Top compression edge must be braced at 6" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (w): Bottom compression edge must be braced at 19' 10• o/c based on loads applied, unless detailed otherwise. • Applicable calculatlons are based on NOS • ' ; ~ • ... .•. , . .;, 'i: ·, /· .{ ' ~='.". .. f.~..-..···. i . ',,: ... (':: ·'.~ -~!nil· 1 • COiumn • OF 3.50" 3.50" 1.50' 1168 397 1081 26◄6 BIOddng 2 • Column• Of 3.'SO" 3.50" 1.50" 962 397 806 U6S 'Blod<fng • Bloddng Panels are assumed to carry no loads appMed directly aballe them and the full load Is applied to the member being designed. ' .. ., \ . ' . ' ,. ,,. . ' 'l)Md:, . . "-:. ,· .~-~-,', : ltll'f ..•. ltif .. ·'.·.' v-~.\ .. : .~;,• ~o~ ,;t,t~ ; .~~ )~r ·:;. ,:(t.oof· .... "{i;.n~-1.~) ~-' 0 • Sl!lf Weight (Pl.F) 0 to 19' 10' N/A 16.0 I • Uniform (Pt.F) o to 19' 10• (Front) N/A 20.0 40.0 Default Load 2 • Point (lb) 8' 6' (Front) N/,_ 1415 1887 ,. '.. -· ., .... , -~-~. ... --:111 :.-· ~-,.-,•--~~. ' .~,.;, . PASSED ~ I ' 0 System : Floor Member Type : Drop Beam 8uildlng Use : Residential llulldlnq Code : IBC 2015 Design Melhodology : ASO Weyerhaeuser warrants that the sizing of Its produ<:13 will be in accordance with Weyert,aeuser product design criteria and pubfished design values. Weyerhaeuser e,cpressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the a\Jthorfty haVlng Jur1sdlct!on. The de.signer d record, builder or framer Is responsible to assure that this calculation is compatible with the overall (YOJ«t. Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this sol!ware. Products manufactured at Weyerhaeuser facllltles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by TCC·ES under evaluation reports ESIH153 and ESl\-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Uterature and Installation details refer to www.weyerhaeuser.com/woodproducts/document•Hbrary. The product application, Input design loads, dimensions and suppOrt information have been provided by ~rteWEB Software Operator ForteWEB Softwan, Operator Job Notes Paul Ovlstenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com Wc:ycrhacUStr 2/6/2020 8:54:29 PM UTC ForteWEB v2.3, Engine: VB,0.0.21, Data: V7.3.1.1 File Name: Hallberg Page 1 / 1 ENGINEERING DESIGN GROUP 2121 Montiel Road, San Marcos, CA 92069 760 839 7302 www.designgroupca.com RECEIVED JAN O 2 2021 CITY OF CARLSBAD BUILDING DIViSION PRELIMINARY GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS PROPOSED NEW SECOND-STORY ADDITIONAL DWELLING UNIT TO EXISTING DETACHED GARAGE TO BE LOCATED AT 1145 HARBORVIEW LANE CARLSBAD, CALIFORNIA EOG Project No. 206404-1 October 20th, 2020 PREPARED FOR: Victoria Hallberg 1145 Harborview Lane Carlsbad, California ENGINEERING DESIGN GROUP Date: To: www.designgroupca.com October 20th, 2020 Victoria Hallberg 1145 Harborview Lane Carlsbad, California 92008 2121 Montiel Road, San Marcos, CA 92069 760 839 7302 Re: Proposed new second-story additional dwelling unit to existing detached garage to be located at 1145 Harborview Lane, Carlsbad, California Subject: Geotechnical Investigation and Foundation Recommendations Report In accordance with your request and our signed proposal we have provided this preliminary geotechnical investigation and foundation recommendations report of the subject site for the proposed new addition to the existing residence . The findings of the investigation, earthwork recommendations and foundation design parameters are presented in this report. In general, it is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and generally accepted construction practices are followed. If you have any questions regarding the following report, please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP Steven Norris California GE#2590 Erin E. Rist California RCE #65122 Table of Contents 1.0 SCOPE ................................................................................................................................................ l 2.0 SITE AND PROJECT DESCRIPTION ...................................................................................................... 1 3.0 FIELD INVESTIGATION ....................................................................................................................... 1 4.0 SUBSURFACE CONDITIONS ............................................................................................................... 2 5.0 GEOLOGIC HAZARDS ......................................................................................................................... 2 6.0 GROUND WATER ............................................................................................................................... 3 7 .0 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS ................................................................ 4 8.0 EARTHWORK ..................................................................................................................................... 4 9.0 SEISMIC DESIGN PARAMETERS ......................................................................................................... 6 10.0 SHALLOW FOUNDATIONS ................................................................................................................. 7 11.0 CORROSION AND VAPOR EMISSION ................................................................................................. 8 12.0 CONCRETE SLAB-ON-GRADE ............................................................................................................. 9 13.0 RETAINING WALLS ........................................................................................................................... 10 14.0 INFILTRATION .................................................................................................................................. 12 15.0 SURFACE DRAINAGE ........................................................................................................................ 13 16.0 LABORATORY TESTING .................................................................................................................... 14 17.0 CONSTRUCTION OBSERVATION AND TESTING ............................................................................... 14 18.0 MISCELLANEOUS ............................................................................................................................. 15 FIGURES Site Vicinity Map .......................................................................................................................... Figure No. 1 Site Location Map ........................................................................................................................ Figure No. 2 Site Plan ....................................................................................................................................... Figure No. 3 Test Pit Logs ....................................................................................................................... Test Pit Logs 1 -3 APPENDICES References .................................................................................................................................... Appendix A General Earthwork and Grading Specifications ............................................................................ Appendix B Laboratory Results ........................................................................................................................ Appendix C Retaining Wall Drainage Detail ..................................................................................................... Appendix D 1.0 SCOPE This report gives our recommendations for the proposed new, second-story addition to existing detached garage to be located at 1145 Harborview Lane, Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work conducted onsite to date has included a visual reconnaissance of the property and surrounding areas, review of geologic maps, research at City of Carlsbad, a limited subsurface investigation of the subject property, laboratory tests and preparation of this report presenting our findings, conclusions and recommendations. 2.0 SITE AND PROJECT DESCRIPTION The subject property is located at 1145 Harborview Lane, in the City of Carlsbad, California. For the purposes of this report the lot is assumed to face west. The property is bordered to the north, south and east by single-family homes, and to the west by Harborview Lane . The general topography of the site area consists of coastal foothill terrain. In general, the site topography of the lot consists of a generally flat, graded building pad with graded ascending slopes to the north and graded, descending slopes to the south. At the time of this report the subject site is developed with a single-family home, detached garage, and typical landscape/hardscape improvements. Based upon our review of the preliminary plans, we understand the proposed development will consist of the construction of a second-story additional dwelling unit to the existing detached garage, with typica l hardscape/landscape improvements. 3.0 FIELD INVESTIGATION Our field investigation of the property consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of the visual observation of 3 exploratory test pits in the general areas of proposed construction, logging of soil types encountered, and sampling of soils for laboratory testing. The approximate location of the test pits is given in Figure No. 3, "Site and Approximate Location of Test Pits". Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 1 Job No. 206404-1 4.0 SUBSURFACE CONDITIONS Fill soil and weathered profiles were encountered to approximate depths of 3.5 feet below adjacent grade in our exploratory test pits. Soil types encountered within our exploratory test pits are described as follows: 4.1 Topsoil/ Fill/ Weathered Topsoil, fill and weathered unsuitable materials were encountered to depths of 3.5 feet below adjacent grade in our exploratory test pits. These materials consist of light brown to brown, dry to slightly moist, medium dense, silty sands and sandy silts with organics and roots. As part of our field investigation, the footing of the existing garage was exposed, it extended 12 inches below grade at this location and extended into weathered sandstone material. In general, these materials are not considered suitable for the support of structures and structural improvements in their present state but may be utilized as re-compacted fill if necessary, provided the recommendations of this report are followed. Unsuitable soil materials classify as SW -SM per the Unified Soil Classification System, and based on visual observation and our experience, are considered to possess medium potential for expansion. 4.2 Qop2-4 -Paralic Deposits Paralic deposit material was found to underlie the fill/weathered profiles material within the exploratory test pit excavations. The encountered material consists of light brown to reddish brown, moist, dense, silty sandstone. These materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. These materials classify as SW -SM per the Unified Soil Classification System, and based on visual observation, possess a low to medium potential for expansion. Detailed logs of our exploratory test pits, as well as a depiction of their locations, please see Figure No. 3, "Site Plan and Approximate Location ofTest Pits" and Test Pit Logs 1 -3. 5.0 GEOLOGIC HAZARDS 5.1 FAULTS Our review of geologic literature pertaining to the general site area indicates the subject site is not within a mapped Alquist-Priolo fault zone. It is our opinion that the site could be subjected to moderate Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 2 Job No. 206404-1 to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. The seismic risk at this site is similar to that of the surrounding developed area . 5.2 LIQUEFACTION, LATERAL SETTLEMENT, SUBSIDENCE Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty sands and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for lateral spreading, liquefaction, subsidence or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the California Building Code and current design parameters of the Structural Engineers Association of California. 5.3 TSUNAMI Tsunami are sea waves generated by submarine earthquakes, landslides or volcanic activity. Submarine earthquakes are common along the edge of the Pacific Ocean and coastal areas are subject to potential inundation by tsunami. Most of the tsunamis recorded on the San Diego Bay tidal gauge have only been a few tenths of a meter in height. The possibility of a destructive tsunami along the San Diego coastline is considered low. Tsunami or storm waves (associated with winter storms), even in conjunction with high tides, do not have the potential for inundations of the site. 5.4 SLOPE STABILITY As part of the preparation of this report we have reviewed geologic maps of the subject area. Our review of geologic maps does not indicate landslide deposits at the area in and around the subject site. 6.0 GROUND WATER Static ground water was not encountered during our limited subsurface investigation. Groundwater is not anticipated to pose a significant constraint to construction, however based upon our experience, perched groundwater conditions can develop where no such condition previously existed. Perched groundwater conditions can develop over time and can have a significant impact . Waterproofing membrane, where new slabs are proposed, (not anticipated) shall be specifically detailed by waterproofing consultant. If groundwater conditions are encountered during site excavations, a slab Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 3 Job No. 206404-1 underdrain system may be required. Trenches below slab should be detailed with perimeter and trench cut-off walls keyed into competent material. 7.0 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based upon our review of the preliminary plans, we understand the proposed improvements will include a second-story addition to the existing detached garage, with typical hardscape/landscape improvements. In general, it is our opinion that the proposed new structures and improvements, as discussed and described herein, are feasible from a geotechnical standpoint, provided the recommendations of this report and all applicable codes are followed. • Based upon our subsurface investigation, competent sandstone material is anticipated at depths 3.5 feet below existing grade. • As part of our field investigation, the footing of the existing detached garage was exposed. We observed the exposed footing has an approximate depth of 12 inches below adjacent grade. The existing footing, in the limited area exposed (Test Pit 3), at the north side of the existing garage, extended to weathered sandstone material at this limited location, and could be variable across the building pad. • In consideration of new second-story loads and existing material below existing footing, new footings (i.e. for new balcony) are anticipated to be deepened to competent paralic material. We recommend new loads to be founded on competent material and adequately sized and detailed for new loads. New loads can be founded on new footings or existing footings can be underpinned. • Where existing footings are underpinned, project structural engineer shall confirm existing foundations are sufficiently sized for any additional loads proposed. • Any changes in the proposed design should be reviewed by this office for any revisions to the recommendations herein. 8.0 GRADING AND EARTHWORK We anticipate grading and earthwork operations will be limited to the excavations for new footings into competent material. All earthwork shall be done in accordance with the recommendations below as well as Appendix B of this report and the standards of county and state agencies, as applicable. Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP G[OTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS Page No. 4 Job No. 206404-1 8.1 Site Preparation Prior to any earthwork, the areas of proposed improvements should be cleared of surface and subsurface debris (including organic topsoil, vegetative and construction debris). Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Construction debris should not generally be mixed with fill soils. Holes resulting from the removal of debris, existing structures, or other improvements, should be filled and compacted. 8.2 Removals In areas of new proposed structures, topsoil/weathered and fill profiles found to mantle the site, are not suitable for the structural support of buildings or structural improvements in their present state. The proposed, new footings should extend through unsuitable material into competent paralic material, anticipated depths of 2.5 to 3.5 feet. 8.3 Transitions All settlement sensitive improvements (including but not limited to building structure, etc.), should be constructed on a uniform building pad. We anticipate building foundations will be extended into competent material, and localized deepening of footings may be necessary. Removal depths should be visually verified by a representative of our firm prior to placement of fill or improvements. 8.4 Fills/Backfill All fill/backfill material, including trenches should be brought to approximately +2% of optimum moisture content and re-compacted to at least 90 percent relative compaction (based on ASTM D1557). Compacted fills should be cleaned of loose debris and oversize material more than 6 inches in diameter, brought to near optimum moisture content, and re-compacted as described above. Fills should generally be placed in lifts not exceeding 6-8 inches in thickness. Although not anticipated, imported soils should have a low potential for expansion (El <SO), free of debris and organic matter. Prior to importing soils, they should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. Onsite excavated fill materials are suitable for re-use as fill material during Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 5 Job No. 206404-1 grading and backfilling operations, provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversize material is not anticipated) and free of contamination (including organics). Utility trenches should be properly backfilled in accordance with the latest edition of Green Book standards. 8.5 Slopes Although grading is not anticipated, where new slopes are constructed permanent slopes may be cut to a face ratio of 2:1 (horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements and shall not undermine adjacent properties, public improvements or any structures without proper shoring of excavation and/or structures. Subsequent to grading, planting or other acceptable cover should be provided to increase the stability of slopes, especially during the rainy season (October thru April). 8.6 Flatwork In the areas of any proposed exterior flatwork, the upper 12 inches of subgrade or finish grade shall be ripped a minimum of 12 inches, moisture conditioned to near optimum moisture content and compacted to 90% minimum relative compaction (ASTM 01557 -latest edition). 9.0 SEISMIC DESIGN PARAMETERS 9.1 2019 CBC Seismic Design Parameters Site Class D Spectral Response Coefficients Ss (g) 1.055 51 (g) 0.382 SMs (g) 1.266 Sos (g) 0.844 Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 6 Job No. 206404-1 10.0 SHALLOW FOUNDATIONS The following design parameters may be utilized for new foundations founded on competent paralic material. 10.1 Footings bearing uniformly in competent paralic material may be designed utilizing maximum allowable soils pressure of 2,000 psf. 10.2 Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 10.3 The parameters in the table below should be used as a minimum for designing new footing width and depth below lowest adjacent grade into competent paralic material. Footing depths are to be confirmed in the field by a representative of Engineering Design Group prior to the placement of form boards, steel and removal of excavation equipment. No. of Floors Minimum Footing Width *Minimum Footing Depth Below Supported Lowest Adjacent Grade 1 lSinches 18inches 2 lSinches 18inches 3 18inches 24inches *Footings are anticipated to be deepened to approximately 3.5 feet below adjacent grade, to be founded in competent paralic material. 10.4 All footings founded into competent material should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to construction. 10.S All isolated spread footings should be designed utilizing the above given bearing values and footing depths and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNlCAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 7 Job No. 206404-1 10.6 For footings adjacent to slopes a minimum of 10 feet horizontal setback in competent material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition cannot be met, it should be brought to the attention of the Engineering Design Group for review. 10. 7 All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 10.8 All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. 11.0 CORROSION AND VAPOR EMISSION 11.1 Resistivity and chloride testing of onsite samples from our subsurface investigation was conducted to evaluate corrosion potential to proposed improvements. Tests performed indicate that soils classify, according to ACI 318 standard, as category Cl, and based upon laboratory results are considered mild to moderately corrosive to buried metals. Test results are included in Appendix C of this report. The project structural engineer to note increased concreted protection requirements for corrosive environments, as applicable. 11.2 Laboratory testing of onsite samples for water soluble sulfates, indicate soils classify, according to ACI 318 standard, as category SO, mildly to moderately corrosive due to sulfate attack to concrete structures. 11.3 In consideration of ACI standards and the corrosion potential of the onsite soils as indicated above, we recommend for moisture sensitive slabs, retaining walls and foundations (i.e. below grade walls/spaces, built interior environments, floor finishes) a concrete with a maximum water to cement ratio of 0.45 resulting in a compressive strength of 4,500 psi minimum (no special inspection required for water to cement ratio purposes, unless otherwise specified by structural engineer). 11.4 For non-moisture sensitive areas, we recommend a concrete with a minimum compressive strength of 2,500 psi minimum. Hallberg Residence 1145 Harborview Lane, Ca rlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTVRAL CONSULTANTS Page No. 8 Job No. 206404-1 11.5 Buried metals shall be protected and a corrosion engineer should be consulted for appropriate mitigation recommendations. EDG is not an expert in corrosion protection. Design recommendations for the protection of improvements from corrosive environment shall be provided by the corrosion consultant. 11.6 Where onsite improvements propose the use of reclaimed water, onsite soils are to be considered highly corrosive to buried metals. Precautions should be taken to protect all buried metals. 12.0 CONCRETE SLAB-ON-GRADE We anticipate new concrete slab-on-grade will be limited to exterior flatwork. Where new slabs beyond concrete flatwork is proposed, Engineering Design Group should be contacted for additional recommendations. For exterior flatwork, we recommend the following as the minimum design parameters. 12.1 Concrete slab-on-grade of the proposed new exterior flatwork should have a minimum thickness of 4 inches and should be reinforced with #3 bars at 18 inches o.c. 12.1.a. Slump: Between 3 and 4 inches maximum. 12.1.b. Aggregate Size:¾ -1 inch. 12.2 Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 12.3 All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D-1557, and as described in the Earthwork section of this report. 12.4 All subgrade soils to receive concrete slabs and flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. 12.S Exterior concrete flatwork, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP G£0T£CHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 9 Job No. 206404-1 12.5.a. Concrete may be poured with a 10-inch-deep thickened edge. Flatwork adjacent to top of a slope should be constructed with an outside footing to attain a minimum of 7 feet distance to daylight. 12.5.b. Concrete slump should not exceed 4 inches. 12.5.c. Concrete should be poured during cool (40 -65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. 12.5.d. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. 12.5.e. Concrete should be constructed with tooled joints creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. 12.5.f. Isolation joints should be installed at exterior concrete where exterior concrete is poured adjacent to existing foundations. 12.5.g. Drainage adjacent to co ncrete flatwork should direct water away from the improvements. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. 12.6 The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. 13.0 RETAINING WALLS No new retaining walls are anticipated as part of the proposed development. New retaining walls up to 5 feet may de designed and constructed in accordance with the following recommendations and minimum design parameters. Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 10 Job No. 206404-1 13.1 Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the Foundations section of this report and should maintain minimum footing depths outlined in the Foundations section of this report. Any retaining wall footings to be placed on competent sandstone material. Where cut-fill transitions may occur, alternative detailing may be provided by the Engineering Design Group on a case by case basis. 13.2 Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining material with low potential for expansion (E.I. <SO) will be used for backfill, and that the backfill surface will be level. Where soil with potential for expansion is not low (E.I. >SO) a new active fluid pressure will be provided by the project soils engineer. Backfill materials should be considered prior to the design of the retaining walls to ensure accurate detailing. We anticipate onsite material may be utilized as retaining wall backfill, additional Expansion Index Testing should be conducted to confirm. 13.3 Where the backfill behind the wall is sloped at a maximum slope of 2:1 (H:V) an active equivalent fluid pressure of 55 pcf, shall be utilized. 13.4 Any other surcharge loadings shall be analyzed in addition to the above values. These surcharge loads shall include foundations, construction equipment, vehicular traffic, etc. 13.5 If the tops of retaining walls are restrained from movement, they should be designed for a uniform at-rest soil pressure of 60 psf. 13.6 Retaining walls shall be designed for additional lateral forces due to earthquake, where required by code, utilizing the following design parameters. 13.6.a. For unrestrained, retaining walls with level backfill, we recommend a seismic load of lSH applied as a uniform load. The resultant load should be applied a distance of O.SH from the bottom of the bottom. 13.6.b. The unit weight of 120 pcf for the onsite soils may be utilized. 13.6.c. The above design parameters assume unsaturated conditions. Retaining wall designs for sites with a hydrostatic pressure influence {i.e groundwater within depth of retaining wall or waterfront conditions) will require special design considerations and should be brought to the attention of Engineering Design Group. Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 11 Job No. 206404-1 13.7 Passive soil resistance may be calculated using an equivalent fluid pressure of 325 pcf. This value assumes that the soil being utilized to resist passive pressures extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. 13.8 A coefficient of friction of 0.33 between the soi l and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 13.9 All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix D. The waterproofing elements shown on our details are minimums and are intended to be supplemented by the waterproofing consultant and/or architect. The recommendations should be reviewed in consideration of proposed finishes and usage, especially at the proposed basement levels, performance expectations and budget. 13.10 If deemed necessary by the project owner, based on the above analysis, and waterproofing systems can be upgraded to include slab under drains and enhanced waterproofing elements. 13.11 In moisture sensitive areas (i.e. interior living space where vapor emission is a concern), in our experience poured-in-place concrete provides a surface with higher performance-repairability of below grade waterproofing systems. The developer should consider the cost-benefit of utilizing cast in place building retaining walls in lieu of masonry as part of the overall construction of the commercial structure. Waterproofing at any basement floors is recommended in areas of moisture sensitive floor finishes. 14.0 INFILTRATION Although not anticipated for this project, bioretention/infiltration facilities shall maintain sufficient horizontal and vertical offset to the future structures to not create a groundwater condition. Infiltration facilities proposed within a 10-foot horizontal distance to a moisture sensitive structure should be lined with an impervious barrier, within the 10-foot zone. In cases where there is a vertical offset, wherein the bottom of the infiltration basin is detailed above the finish floor of the building, the impervious barrier should line the bottom of the basin or paver subgrade, such that the cumulative distance of the horizontal and vertical offset equal at a minimum the depth of the subterranean finish pad. Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 12 Job No. 206404-1 Infiltration facilities should be offset from the top and toes of any slopes steeper than a 3:1 or lined with an impervious barrier. At tops of slopes minimum horizontal distance of 10 feet or a horizontal distance equal to the height ofthe slope, measured from the edge of infiltration basin to slope, up to a maximum of 40 horizontal feet. At the toe of new fill slopes infiltration facilities shall maintain a minimum 10 feet horizontal offset to not undermine the stability of the slope. New retaining walls to support proposed slope might be necessary w here infiltration/retention basins are located at toes of slopes. Where pervious paver subgrade is located adjacent to the building, paver subgrade should be lined with an impervious liner a minimum horizontal distance of 5 feet from building. In consideration of the encountered shallow soil types with very high potential for expansion, if pervious pavers are proposed we recommend either an impervious liner along base subgrade, or the reservoir section be underlain with a minimum of 12 inches of Class II base, compacted to 95% relative compaction. Permeable paver subgrade shall be sloped 2% minimum to a perforated subdrain, gravel filled (lcf/ft), wrapped in a filter fabric, permeable pavers shall be detailed with reinforced concrete edge restraints and horizontal restraints. Where permeable paver driveways are utilized in sloped conditions, cut-off wall detailing should also be anticipated. In addition to the above details, specific paver detailing should be detailed and constructed per the minimum recommendations of the specific paver manufacturer as well as the Interlocking Concrete Paver Institute including minimum bedding specifications, base and subgrade requirements, installation tolerances, and drainage, etc. Where runoff and storm water is directed over permeable pavements and water is anticipated to flow through pavers into an aggregate base near and adjacent to foundations, basements or other structures, additional detailing shall include systems to control and to prevent subsu rface flow beneath the building. Generally, these systems, detailed as part of the specific building construction plans, may include the cut-off walls and underdrains. Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the Corrosion and Vapor Emission section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and/or waterproofing consultant shall specifically address waterproofing details. 15.0 SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the proposed improvements. Under no circumstances should water be allowed to pond against or adjacent to tops of slopes and/or foundation walls. The ground surface su rrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVll, STRUCTURAL CONSULTANTS Page No. 13 Job No. 206404-1 distance of 10 feet (where possible). Area drains or surface swales should then be provided in low spots to accommodate runoff and avoid any ponding of water. Any french drains, backdrains and/or slab underdrains shall not be tied to surface area drain systems. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsite improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements should be strictly controlled or avoided. 16.0 LABORATORYTESTING Laboratory tests were performed on samples of onsite material collected during our subsurface investigation. Test results are attached as Appendix C. 17.0 CONSTRUCT/ON OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by the investigation and our general experience in the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAl, CML. STRUCTURAL CONSULTANTS Page No. 14 Job No. 206404-1 17.1 Review of final approved grading and structural plans prior to the start of work for compliance with geotechnical recommendations. 17 .2 Attendance of a pre-grade/construction meeting prior to the start of work. 17.3 Observation of subgrade and excavation bottoms. 17.4 Testing of any fill placed, including retaining wall backfill and utility trenches. 17.5 Observation of footing excavations prior to steel placement and removal of excavation equipment. 17 .6 Field observation of any "field change" condition involving soils. 17 .7 Walk through offinal drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised due diligence in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours' notice to mobilize onsite for field observation and testing. 18.0 MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plast er or interior brittle slab finishes. Data for this report was derived from surface and subsurface observations at the site and knowledge of local conditions. The recommendations in this report are based on our experience in conjunction with Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP G[OTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 15 Job No. 206404-1 the limited soils exposed at this site. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed improvement; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period. In addition, changes in requirements due to state-of-the-art knowledge and/or legislation are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his/her representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Hallberg Residence 1145 Harborview Lane, Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 16 Job No. 206404-1 FIGURES ENGINEERING DESIGN GROUP www.designgroupca.com Project: Hallberg Residence 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 Address: 1145 Harborview Lane, Carlsbad, California EDG Project No: 206404-1 FIGURE 1 Vicinity Map ENGINEERING DESIGN GROUP www.designgroupca.com Project: Hallberg Residence 2121 Montiel Road, San Marcos. CA 92069 760 839 7302 Address: 1145 Harborview Lane, Carlsbad, California EDG Project No: 206404-1 FIGURE 2 Site Map ENGINEERING DESIGN GROUP 2121 Montiel Road, San Marcos. CA 92069 760.839.7302 it :t www.designgroupca.com -inr'E IIUO' ,. --"\ NW -__ \ -----\ -\ EXISTINO ONE-3TOIIY SNll..E.f Alll y RESIDEIICE \ \ \ \ \ \_ __ \ \ ·-"--. "-. •-------, "--' Ir"',-------~ "-. ' ' -"-."-. \___=7 I : -be:==. "'--, 'f":----~ ' I ' -I tC' FOUTOTAl.0F'2.I) snB tO !Ell, To£~ 'rollElf. Project: Hallberg Residence Address: 1145 Harborview Lane, Carlsbad, California EOG Project No: 206404-1 1p11: i ----- \ \ SEMC:XlNE fT _..,..,.LOE, (Elroea FIGURE 3 Site and Approximate Location of Test Pits Project Name: Hallberg Residence TEST PIT LOG NO. 1 EDG Project Number: 206404-1 Location: See Figure 3 -Location of Test Pits Sheet 1 of 1 Date(s) Total Depth: Groundwater Excavated: 9/16/2020 4.5 Feet Level: Not encountered Approx. Surface Backfilled Logged By: ER / RM / AB Elev. Finished Grade (date) Same Day Excavation Method: Hand Dug Soil Type Depth Material Description and Notes ucsc Sample TOPSOIL, FILL, WEATHERED A 0-3.5' Light brown to brown, dry to slightly moist, dense, silty sands and sandy silts with roots/organics SW-SM Bulk SANDSTONE B 3.5' -4.5' Brown to reddish brown, moist, dense, silty sand. SW-SM -- GRAPHIC REPRESENTATION FT. B.A.G. FG --JI ® ,J/ 1 ~ ·-~t -_.r-1 ~ «'<" 2 --< --::;,/' t//\ 3 "' ' 4 ~ ~:~ .. ·:. ,) :· ~ :· : .. '• ,~· : ~/4 '( ,\ 5 \, .. -'.. 1\" "''"-'. · ... ·-· /' 7: ; // ✓./ ., 6 Project Name: Hallberg Residence TEST PIT LOG NO. 2 EDG Project Number: 206404-1 Location: See Figure 3 -Location of Test Pits Sheet 1 of 1 Date(s) Total Depth: Groundwater Excavated: 9/16/2020 6.0 Feet Level: N/A Logged By: ER /RM Approx. Surface Backfilled Elev. Finished Grade (date) Same Day Excavation Method: Hand Dug Soil Type Depth Material Description and Notes ucsc Sample TOPSOIL, FILL, WEATHERED A 0-3.5' Light brown to brown, dry to slightly moist, dense, silty sands/sandy silts. SW-SM Bulk Abundant small roots to bottom of test pit due to proximity of large tree. SANDSTONE B 3.5' -6.0' Light brown to reddish brown, slightly moist to moist, dense, silty sand. SW-SM -- GRAPHIC REPRESENTATION FT. B.A.G. I FG 1 - 2 - 3 - 4 - 5 - 6 Project Name: Hallberg Residence EOG Project Number: 206404-1 Location: See Figure 3 -Location of Test Pits Date(s) Total Depth: Excavated: 9/16/2020 20 inches Logged By: ER / RM / AB Approx. Surface Elev. Finished Grade Excavation Method: Hand Dug Soil Type Depth Material Description and Notes FOOTING A 0 -12" Existing footing 12" WEATHERED SANDSTONE B 12" -20" Reddish brown, moist, medium dense to dense, silty sand and sandy silt with roots/organics. GRAPHIC REPRESENTATION FT. B.A.G. FG . ►-. '-V . . . @ ~-~ 1 ~ .. ►• . .. 2 \.~~. --~ ~ /' /' ~ / // .::/ <~ 3 °"" / '\.' 4 5 6 , ,,.-,, TEST PIT LOG NO. 3 Sheet 1 of 1 Groundwater Level: Not encountered Backfilled (date) Same Day ucsc Sample N/A Bulk SW-SM -- APPENDIX A REFERENCES 1. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. 2. California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. 3. California Department of Conservation, Division of Mines and Geology, DMG Open-File Report 95-04, Landslide Hazards in the Northern Part of the San Diego County Metropolitan Area, San Diego County, California - Landslide Hazard Identification Map No. 35 -Rancho Santa Fe Quadrangle (Plate E}, dated 1995. 4. Day, Robert W . 1999. Geotechnical and Foundation Engineering Design and Construction. McGraw Hill. 5. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. 6. Kennedy, Michael P. and Tan Siang 5., Geologic Map of the Oceanside 30'x60' Quadrangle, San Diego County California. Dated 2007. 7. Lee, L.J., 1977, Potential foundation problems associated with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., eds. Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter Dexter Memorial Publication. 8. Marcela and Logan, Architects inc., Plans for Hallberg ADU, dated September 1, 2019. 9. Ploesse l, M .R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. 10. State of California, Fault Map of California, Map No. 1, Dated 1975. 11. State of California, Geologic Map of California, Map No. 1, Dated 1977. 12. Structural Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. 13. T. Funnekotter, Subsurface Investigation -La Costa Canon Park Units 1,2 and 3. Lines A29 Thru L29, dated January 3, 1977. 14. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Shoreline Movement Data Report, Portuguese Point to Mexican Border, dated December 15. U.S. Army Corps of Engineers, 1985, Coast of California Storm and Tidal Waves Study, Coastal Cliff Sediments, San Diego Region (CCSTWS 87-2}, dated June. 16. Van Dorn, W.G., 1979 Theoretical aspects of tsunamis along the San Diego coastline, in Abbott, P.L. and Elliott, W.J., Earthquakes and Other Perils: Geological Society of America field trip guidebook. 17. Various Aerial Photographs. APPENDIX B General Earthwork and Grading Specifications 1.0 General Intent 2.0 These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. Earthwork Observation and Testing Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with the applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction shouls be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM 01557. 3.0 Preparations of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill , should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 3.4 3.5 3.6 3.7 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor I civil engineer should be utilized. Moisture Conditioning: Overexcavated and processed soils should be watered, dried back, blended and I or mixed, as necessary to attain a uniform moisture content near optimum. Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5: 1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material 5.0 4.1 4.2 4.3 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension of greater than 6 inches, should not be buried or placed in fills, unless the location, materials and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 5.3 5.4 5.5 Moisture Conditioning: Fill soils should be watered, dried-back, blended and/or mixed, as necessary to attain a uniform moisture content near optimum. Compaction of Fill: After each layer has been evenly spread, moisture-conditioned and mixed, it should be uniformly compacted to no less than 90 percent of maximum dry density (unless otherwise specified}. Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. Fill Slopes: Compacting of slopes should be accomplished in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of fill out to the slope face would be at least 90 percent. Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on file dconditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition to, on slope faces, as a guideline approximately one test should be taken for every 5,000 square feet of slope face and /or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/ civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation and refilling of cut areas and/or remedial grading of cut slopes (i.e. stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor / civil engineer should be utilized. SIDE HILL STABILITY FILL DETAIL FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY OVERBURDEN OR UNSUITA8LE MATERIAL I • EXISTING GROUND -- SURFACE~ ------->---.,..-,,,,.,,,., ~ ./" .,,,- / .,,,- ./" / / .,,,,- / / / _,,,.,,,., l'INISHED CUT PAO / / -------MPA-CTE~= _-::-j::f:fif =-- :.:x:: -: ::-::-:-::---------------PAO OVEREXCAVATION DEPTH AND AECOMPACTION MAY BE RECOMMENDED BY THE GEOTl!CHNICAL CONSUL TANT BASED ON ACTUAL Fll!LD CONDITIONS. ENCOUNTERED. ( COMPETENT BEDROCK OR MATl!AIAL AS EVALU~TEO BY THE QEOTECHHICAL CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions STABILITY FILL / BUTTRESS DETAIL OUTLIT PIP!S 4• fl NONPEAl'OAATID PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY ..... ~Il= --·-- SACK CUT 1: 1 OR ff LATTER SEE SUBORAIN TRENCH ~:>eow>Al:;E:::~-------L~::;1.1;,:~:;~:;~~J~0~i0 POSSIBLE TO ALLOW SUITABLE OUTLET KEY DEPTH M~N~l'' '1 ____________ 2'6--MIN.-------~f-~ . NON-PERFORATED CAP ~f ........ --, ,,,:-11~1 ' OUTLET PIPE KEY WIDTH AS NOTED ON -GRADING T-CO.NNECTION DETAIL 314•-1-112· CLEAN C3RAVEL (3tt?/ft. MIN. 15' MIN. e• MIN. OVERLAP SEE T-CONNECTION DETAIL 4• f6 PERFORATED PIPE FIL TEA FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* 5 ll MINT 4• MIN. BEDDING SUB0RAIN TRENCH DETAIL NOTES: * IF CAL TRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-1•1 /2" GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATER IAL U.S. Standard Sieve Si ze l '' 3/4" 3/8" No. 4 No. 8 No. JO No. 50 No. 20 0 : Passing 100 90-100 40-100 25-40 18 -33 5-15 0-7 0-3 Sand Equivalent>75 For buttr••• dlmenaiona, s•• geotechnical report/plans. Actual dimenaions of buttress and 1ubdrain may be changed by the geotechnical consultant based on field conditiona. SUBDAAIN INSTALLATION-Subdraln pipe should be Installed with perforations down as depicted. At locat1on1 recommended by th• geotechnlcal consultant, nonperforated pipe should be Installed SUB0RAIN TYPE-Subdraln type 1hould be Acrylon trlle Butadlene Styrene (A.B.S.), Polyvinyl Chloride (PVC) o, approved equivalent. Cl••• 125,SOR 32.5 should b• used fo, maximum flll depth• of 35 feet. Clase 200, SOR 21 1hould be u1ed for maximum flll d•ptha of 100 feet. CANYON SUBORAIN DETAILS -------ex1aT1Ne GROUND auR,ACI ----------.:-------.:-: -------------------------~----------------------:-~=~COM~ACT80 ,ILL::~-::-::❖ ~~~~~-------------~~~~~-.ENCHIN -----------------------❖==-=-==-=--~ .:::-::-::-::-::-::-::-::-::-::-: -~~-----------:::: -W ._.._ .. ___ -.;:-.,:-_-_-_ =~=t=t=t=t=t=t==--:..=~=t=t~--=-~~~---=t~=t:;:==---- SUB0RAIN TRENCH see BELOW SUBDRAIN TRENCH DETAILS e• MIN. OVERLAP 314•-1-112• CLEAN GRAVEL (91t.3Jtt. MIN.) FIL TEA FABRIC ENVELOPE (MIRAFI t 4ON OR APPROVED EQUIVALENT)* e• MIN. COVER 4 • MIN. BEDDING MIN. OVERLAP 3/4"-t • 112" CLEAN GRAVEL (9ft.3 /ft. MIN.} '----e• .e MIN. ----' * IF CAL TRANS CLASS 2 PERMEABLE PERFORATED MATERIAL IS USED IN PLACE OF PIPE 3/4"-1·1l2" GRAVEL, FILTER FABRIC MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL . SUBORAIN ::~~~-TRENCH .ilfiitt\\~;l~ SEE ABOVE ------------~ ----===~~~== • •. •. ~. 0: : . ·. : . . I r 15' MIN. •ls'MINj ,. • . PERFORATED ~ e• JlJ MIN. PIPE NONPERFORATED e• " MIN: SPECf FfCAT[ONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. St andard Si eve Si ze 1" 3/4'' 3/8" No. 4 No. 8 No . 30 No . 50 No . 200 ~ Pass i ng 100 90-100 40-100 25-40 18 -33 5-15 0-7 0-3 Sa nd Equ ival ent>7S Subdraln should be conatructed only on competent materlal as ev aluated by the geotechnl cal conaultant. SUBDAAIN INSTALLATION Subdraln p i pe should be lnatalled with perforations down as depicted. At locatlona recommended by th• geotechnlcal conaultant, nonperforated p ipe should be ln1talled. SUBDRAIN TVPE-Subdraln type should be Acrylonltrlle Butadiene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125, SOR 32.5 should be u1ed tor maximum flll depth• of 35 feet. Clal8 200, SOR 21 should b• u1ed for maximum fill depth• of t 00 feet . KEY AND BENCHING DETAILS FILL SLOPE PROJICT 1 TO 1 LINE *$5$55:i P'ROM TOE OF SLOPE :nt,-:j:j:j:j TO COM,-l!TINT MAT!RI ~~,:::.=---- IXISTINQ GROUND SURl'ACI _::::-BENCH .2, MIN.j°: -·- 2' MIN. 15' MIN. KEY LOWEST DEPTH BENCH (KEY) CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) ✓/~ EXISTING / / GROUND // SURFACE~ / ~ -::; I CUT SLOPE CUT-OVER-FILL SLOPE / // ?'l'49" / L, ,,,--(TO BE EXCAVATED PRIOR TO FILL PLACEMENT) PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL 5' MIN~ 2' MIN. LOWEST I KEY OEPTI-t BENCH · (KEY) 7-:?f.~-_.;;;.:;;:,o-REMOVE UNSUITABLE MATERIAL NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered baaed on field conditions encountered. ROCK DISPOSAL DETAIL ~INUIH Gl'ADE DETAIL ---------------------------------------------------------------------------------------- -------------------------------------------------------------------------------- TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimensions greater than 8 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever Is greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotachnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or eQual to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. APPENDIX C ENGINEERING DESIGN GROUP www.designgroupca.com 2121 Montiel Road, San Marcos CA 92069 760 839 7302 LABORATORY RESULTS Method Cal-Trans Analyte Result Reporting Limit Units Dilution SULFATE 23.4 n/a ppm 1 CHLORIDE 1.98 n/a ppm 1 p.H. 5.64 n/a pH units 1 RESISTIVITY 51400 n/a ohms.com 1 Method CT 417 CT 422 CT643 CT643 ND=None detected -us/cm= micro Siemens per centimeter -ppm-parts per million (10,000 ppm = 1% by weight) Hallberg Residence 1145 Harborview Lane, Carlsbad, California Job No. 206404-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS APPENDIX D llQ ENGINEERING DESIGN GROUP 2121 MONTIEL Rew> PHONE: (760) 839-7302 SAN MARCOS, CALIFORNIA 92089 FAX: (760) 480-74n MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL (HOTro~ CCNC DR CW R£T WALL PER Pt.AN .t D£TNLS HYDROTITE WATER- SRJ>S AT ca.D-- JOINTS PER WR INSTALLATION INSTRUCTIONS SI.AB .t VAl'al BARRIER PER Pt.AN .t D£TAILS · MS D£TM. REPRf:SEHTS 11£ IIMMI WALL DRAINAGE /HJ WA TERPROOFWG APPUCA TION 10 SATISFY 11£ S1RIIC1URAL. DESIGN IITEHT CF 11£ RETAHHG WALL 11£ AROITECT DR D£SICN£R CF R£CCRD FDR 11£ PRO.ECT SHALL BE R£SPCJISB£ FDR 11£ DESIGN /HJ SPCCIFICA TION CF 11£ WA TERPROOFWG Assaa.Y. 17\ FONI UV PROTECTION BOARD PER \..!.J IIANUFACTURER'S SPCCIFICATION ------, r,:;,, WATERPROOFWG INSTALLED PER ~ IIANUFACTIJRER'S SPCCIFICATIONS .t EX1END BEHIHO BACKER BOARD. IT\ BACKDRAIH. IISTALLED PER \:V IIANUFACTURER'S SPCCIFICATIONS 0\£:R WA TERPROOF1NG. NIY PDETRATIONS CF WATERPROOFWG SHALL BE BROOGHT 70 11£ A TTEHTION CF 11£ WA TERPROOFWG CONSVLTNIT/IIAHUFACTIJRER II NJVNICE /HJ S£AL£D PER IIANUF ACTIJRERS SPCCIFICA 110NS. 17\ TERIIIIA TION BAR PER \:!.J IIANUFACTURER'S SPCCIFICATIONS @ Flt.TER FNJRIC W/ 6" 111H W' @ J/4" GWA\£1. (I SF/ FT} 0 4" DIA PERFORATED DRAIN I.IN£ (SCH ,w DR EQUV.) PERFORATIONS ORIENTED D0'111 1% IIMMI GRADIENT 70 SUTABI.£ CXJTL£T - EXACT PIP£ LOCATION 10 BE OETERIIINED BY 51TE CONSTRAINTS ® 4" TALL CONCRETE CANT O FTG / WALL CCHECTION (UHDER WA TERPROOFWG). St.CH: 70 BAO< EDGE CF FOOTING. ® CCWACTED BACKFU. 90% 111H Rfl.ATI~ CCWACTION II ALL OTHER AREAS U.O.N. 6" IIAX I.FTS. CH. Y UCHnECHT HN«>-OPERA TED EQUAIENT SHALL BE USED rlTHIN J FEET CF 11£ BAO< FACE CF WALL @ CSP ROUGHNESS CF WALL SHALL C(lf'l_ Y rlTH WA TERPROOFWG IIANUFACTURER'S SPCCIFICA TIONS. Ccityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit #: CBR2019-2390 ------------------- Project Address : 1147 HARBORVIEW LN Assessor's Parcel#: 2061400800 Project Applicant: VICTORIA HALLBERG -------------------(Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 638 ------------------- Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 09/03/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that ( 1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. @ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: Date: Name of School District: Phone: Community & Economic Development -Building Division 1635 Faraday Avenue I Carlsba d, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION ANO SEDIMENT CONTROL BMPs 'M1EN RAIN IS EMINENT. 2. THE O'IINER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO v.oRKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE O'IINER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOt.CPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES 'M11CH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE ENO OF EACH WORKING DAY 'MiEN THE FIVE {5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT { 40~. SILT ANO OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAJ NF ALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION ANO SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALL£0 ANO MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE 'MTH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND ANO ACKNOl'llEOGE THAT I MUST: (1) IMPL£MENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABU TO AVOID THE M081UZA TION Cl' POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE Cl' STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; ANO (2) ADHERE TO, ANO AT ALL TIMES, COMPLY l'ATH THIS OTY APPR0',£0 TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION Cl' THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPL£TE ANO APPRO'w£0 BY THE CITY C,: CARLSBAD. ,J L0 ~~ "°"'4~ O~ER(S~9fNT NAME {PRIN '1-J-19 (Sl<JiA TURE ~ E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB R@ol9~a3qa SW BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Best Management Practice' (BMP) Oescriptton ➔ CWJ/1 Oelllgnalan ➔ Constndan AcNty Trenching/txcoYOtlon ~ Mllnq/Borino S,on~tt_fi,7Aspholt -Sowtllttlnq Concrete Flotwori< PO>!l_Q Conduit/Pipe Installation Stucco/l,lortor Wor1< Waste Olspasol Staglngt\oy Down keo Equipment Maintenance and fuelin~ Hozardcus SIJbstance Use/Storage Dewatering Site Access Acres• Dirt Other(ttst): .. EroaonCcnerd BMPI jill[l"P "" .2' i .. ll ii lli •~ ~ i ~ 0 i ~ f5 §. _c3 ;s -.1_ c5 ~ .... ,(01"' 1-~ ~ ~ ~ Sedment Contrd BMPI ·~ 6 E "' ~ -.; ~ l; .Ii ' :s ,=s_,m!' j .1. ii ii o ~ .f J .~ g ,H ""j1! lilt"~ fli ~ 6 ~ ls ~1 .§ iii£ -.-, T <O .... GO ~, I I I I,! I I bl bl tx bl bl I Trading I Conlrd BMPI -~ .§ u 1 .s .§6 ~ ill:! lo ~6 ;a1 ~~ !"' v,_ I~ I l Nan-StormWIIM Management BMPs .§ l ~] -8 ict ;j; z :§ ii f .~ [ t: . <:;. & ~ u ..., 6.~ i s .n i ~1 0 o ii a. a. > I I I .,, I .... I "' Ill Ill Ill z z z x x Waste Management and Mateilafa Pdlulan Contrd BMPs .., i .., s ~ a .. ,_ 8' -.. ., ~ 6 ] -,_ rj_ ~ :::, ,. ~ ~ii .. ii •ti :u. ~ ¼ i7, is ~ s ~ ~ ~is-~ -11 _.:. ..,8' e8' .§~ 0~ o § ~s; ~ 6 S 6 6 2(1) ::I Cl) (l)(J '7>2 ~2 2 I I I I I I I -, ... 1.,,1·1"'1'°1"' jjjjjjj ~ x x -l. IX 'X ln•tructions: 1. Check the box to the left of all applicable construction activity (fn t column) expected to occur during construction. 2. Located along the top al the BMP Tobie Is o list al BMP's with It's corresponding Cotifornio Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs )'OU intend to use during construction from the 11st. Check the box where the chosen activity row intersects with the BMP column. 3. Refer ta the CASQA construction handbook for Information ond detois af the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 PROJECT INFORMATION Site Address: ll 'iS Mreop.\,IH,, L-i-1 Assessor's Parcel Number: 2.0 4) -j '( 0 -O"i Emergency Contact: Name: Vl~'fb,:1A !4A~AA 24 Hour Phone: (9:bo) '51-S -'f l'I Z.. Construction Threat to Storm Water Quality (Check Bax) - ~MEOt\JM REV 02/16 (cicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760} 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the city's website. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: ApplcalLn.........,. BP No.: ( I, I q) 5D 1 -ol. '( i) Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: 8-50 Contact Phone: Contact Email: Ap,»icant Signature~ --- Page 1 of3 ] Date: _r_-_3_-_1_" __ _ Revised 04/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ / l ':>1 ;}Jg:. Cs, 8: Conslruction Type I Complell Sectian(a) I Na111: [!) Residential JM New construction 1A D Alterations: ~exempt D BPV ~ $60,000 D Electrical service panel upgrade 1A 1A 1-2 family dwellings and townhouses with attached garages only D BPV ~ $200,000 1A Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential D New construction 18 and 2 D Alterations 2 1. Electric Vehicle ChClJJling A D Residential New construction and major alterations (or electric panel upgrade)* Please refer to Carlsbad Ordinance CS--349 when completing this section. D One and two-family residential dwelling or townhouse with attached garage: D One EVSE ready parking space required D Exception : D Multi-family residential· D Exception · Total Parking Spaces EVSESoaces Proposed Caoable Readv I I Calculations: Total EVSE spaces = .10 x Total par1<ing (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other-Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Installed Total *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pennit valuation~ $60,000 or indude an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site wol1( and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) □ Exception · Total Parl<ing Spaces EVSE Soaces Prooosed Caoable I Ready I Installed I Total I I I Calculation-Refer to the table below· Total Number of Par1<inQ Soaces nmvided Number of reouired EV Soaces Number of reouired EVSE Installed Soaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 and over 10 oercent of total 50 oercent of Reouired EV Soaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. D Transportation Demand Management (TOM) A. List each proposed nonresidential use and gross floor area (GFA) allocated to each use. 8. Employee ADT/1,000 square feet is selected from the table belcm. Use GFA Employee ADT for first Employee ADT for each 1,000S.F. subsequent 1,000 S.F. Total If total employee ADT is greater than or equal to 110 employee ADT, a TOM plan is required. TOM plan required: Yes □ No □ Updated 4/12/2019 ADT for first Emp ADTI Use 1,000 s.f. 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaih 8 Industrial 4 Manufacturing 4 WarehousinQ 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1(1hEdition 20 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee AOT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8 334 sf/ 1.000 x 4.5) + 8 = 46 Emplovee ADT Total Employee ADT 3