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HomeMy WebLinkAbout1346 BULRUSH CT; ; CBR2022-4771; PermitBuilding Permit Finaled Residential Permit Print Date: 04/16/2024 Job Address: 1346 BULRUSH CT, Permit Type: BLDG-Residential Parcel#: 2158500700 Valuation: $261,218.55 Occupancy Group: R-3 CARLSBAD, CA 92011-4010 Work Class: Track#: Lot#: Project#: Plan#: Second Dwelling Unit #of Dwelling Units: 1 Bedrooms: Bathrooms: Construction Type:VB Orig. Plan Check#: Occupant Load: 5 Plan Check#: Code Edition: 2022 Sprinkled: No Project Title: Description: PELTIER: 1,176 SF ATTACHED ADU, 417 SF PATIO Applicant: Property Owner: DZN PARTNERS MEAGHAN LAWLER 682 2ND ST ENCINITAS, CA 92024 (760) 753-2464 IVERSON-PELTIER FAMILY TRUST 07-02-21 1344 BULRUSH CT FEE BUILDING PLAN CHECK BUILDING PLAN CHECK CARLSBAD, CA 92011-4010 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS {PLN) CERTIFICATE OF OCCUPANCY COMMUNITY FACILITIES DISTRICT {CFD) FEE -RES GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PATIO-FRAME WITH COVER PUBLIC FACILITIES FEES -inside CFD SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SW PPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1-Medium Total Fees: $10,183.61 Total Payments To Date: $10,183.61 Permit No: Status: (cityof Carlsbad CB R2022-4 771 Closed -Finaled Applied: 12/23/2022 Issued: 05/19/2023 Finaled Close Out: 04/16/2024 Final Inspection: 04/10/2024 INSPECTOR: de Roggenbuke, Dirk Kersch, Tim Balance Due: AMOUNT $863.49 $70.20 $194.00 $98.00 $16.00 $2,170.34 $175.00 $108.00 $4,754.18 $11.00 $1,328.44 $33.96 $292.00 $69.00 $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 ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check ~~a._o~«-.l../'1'1-1 Est. Value 9A c:1~ I, Sb t2 ~(lJ PC Deposit ,;}ee 1 , d 1 $ SS- $f33 (Dq Date 1.J <./& Job Address y344 Bufush Court Unit: APN: 215-850-07-oo ·----- CT/Project#:. __________________ Lot #: 07 Year Built: _1_99_8 ________ _ BRIEF DESCRIPTION OF WORK: New attached ADU. \,.\ r pA, 10 E) New SF: Living SF, 1176 Deck SF, 0 Patio SF, 417 Garage SF _0 __ _ Is this to create an Accessory Dwelling Unit? (:) Y O N New Fireplace? O Y(i> N, if yes how many? ___ _ 0 Remodel:. _____ SF of affected area Is the area a conversion or change of use? C Y O N 0 Pool/Spa:. ____ SF Additional Gas or Electrical Features?_v_e_s ___________ _ Osolar:. ___ KW, Modules, Mounted:0RoofQGround, Tilt: 0Y0N, RMA:OY ON, Battery:O>YC N, Panel Upgrade:OVON Other: PRIMARY APPLICANT Name: Meaghan Lawler Address: 682 2nd Street City: Encinitas Phone: 7603361234 State:_CA __ Zip: 92024 Email: meaghan@dznpartners.com DESIGN PROFESSIONAL Name: DZN Partners, Bart Smith and Meaghan Lawter Address: 682 2nd Street City: Encinitas Phone: 760-336-1234 State:._c_A __ Zip: 92024 Email: meaghan@dznpartners.com PROPERTY OWNER Name: Anne lver.1on and Alan Peltier Address: 1344 Bulrush Court City: Carlsbad State:,_CA_---1Zip: 92011 Phone: 160-a15-8545 Email: aiverson@gmall.com CONTRACTOR OF RECORD ~ Business Name:~k 'Q-t....e.il,.. Address: \lo)t:L:'1 •i,..'-YltlV:1 % Cltv:::S:A:r'::':..>7f State: ~ Zip: q' l '-1 U Phone: (9 \'\ 7 i' ::Z <7$"°\{':f Email: CJM?&½ \9,<"eS e ML ,c.J)..-, Architect State License: _c_-22_5_57 _________ _ CSLB License #::::tf9 '7 °I'{ Class:. _ __..F,......,.( ___ _ Carlsbad Business license# (Required): _______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the above lnfarmatlan is correct and that the information of the plans is acwrate. I agree ta comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _B_a_rt_S_m_i_th_· ____ _ SIGN: Bwt°M.. S t'#.M DATE: 12/22/2022 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Bullding@carlsbadca.gov REV. 04122 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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovls/onsofChapter9(commencingwithSection7000)ofD/vision3 of the Business and Professions Code, and my license is in full force and effect. I alsoaf firm under penalty of perjury one of the following declarat/ons(CHOOSE ONE): Di 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 ts Issued. PollcyNo. ______________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit ts Issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _______________________ _ Polley No. __________________________ E>epiratlon Date: ______________ _ -OR-fi' 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 ts 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 CERT/FICA TION: The applkant certifies that all documents and plans cl•arly and accurately show all existing and proposed buUdings, structur,s, acc,ss roads, and utilitl,s/utllity easements. All proposed modifications and/or additions are cl•arly labeled on the site plan. Any potentially existing detail within th,se plans lncomlstent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the apphcation ls based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structur,s and their setbacks from property lines and from one another; access roads/easements, and utiUties. The existing and proposed use of each building as stated ls true and correct; all easements and other encumbrances to developmen),\1ave been accurately shown and labeled as well as all on-site &radinl/slte preparation. All Improvements existing on the property were completed In accordance with 111 regulations In e¢t,'ic+ at Jfle time of theirffiij8tructlon, unless otherwise noted. NAME (PRINT): Ci&wk, ~ DATE: S-l 'r ... c;z3 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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 sail!. 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- DI, 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Butlder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if It has not been constructed In Its entirety by licensed contractors./ understand that a copy of the applicable low, Section 7044 of the Business and Professions Code, Is oval/able upon request when this application Is submitted or at the following Web site: http: I I www.leglnfo.co.gov/ co/aw. html. OWNER CERTIFICATION: The applkant certifies that all documents and plans dearly and accurately show all existing and proposed buildings, structures, acc,ss roads, and utilities/utility easements. Alt proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within th,se plans Inconsistent with the site plan are not appr~ for construction and may be required to be altered or removed. The city's approval of the application ls based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structur,s and their setbacks from property lln,s and from one another; access roads/easements, and utilities. The existing and proposed use of each buildlna as stated ls true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site gradlnl/slte preparation. AR Improvements existing on the property were completed in accordance with all regulitlons in existence at the time of their construction, unless otherwise noted. SIGN: _________ DATE: _____ _ Note: ff the above Is an authorized agent for the ,ertv OW}l4!r Include form 8-62 signed owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Buildlng@carlsbadca.gov REV. 04/22 ( City of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The f ollowing Owner's Authorized Agent form is required to be completed by the properfY owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. . . . New attached ADU Scope of Construction ProJect (or Description of Work): __________________ _ 1344 Bu ll rush Court Project Location or Address: ___________________________ _ Meaghan Lawler and Bart Smith 760-336-1234 Name of Authorized Agent: _________________ Tel No. ________ _ . 682 2nd Street Address of Authorized Agent: ___________________________ _ Encinitas, CA 92024 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled o,t the above ;nfo,mat;on and r"1\~,a~~ l,. A~ 1t~ 12122/2022 Property Owner's Signature: -~-+-+----t--~y..,vv __ T_VV"' __ ¥-+--~+-+':..c;;;-----Date: ______ _ 1 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-4771) Permit Type: BLOG-Residential Application Date: 12/23/2022 Owner: TRUST IVERSON-PEL TIER FAMILY TRUST 07-02-21 Work Class: Second Dwelling Unit Issue Date: 05/19/2023 Subdivision: CARLSBAD TCT#90-38 AVIARA PLANNING AREA 26 NORTH UNIT#01 Status: Closed -Finaled Expiration Date: 07/09/2024 Address: 1346 BULRUSH CT IVR Number: 45477 CARLSBAD, CA 92011-4010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 08/18/2023 08/18/2023 BLDG-21 221022-2023 Passed Dirk de Roggenbuke Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pre-Con 221257 -2023 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/31/2023 08/31/2023 BLDG-11 22254 7-2023 Failed Tim Kersch Relnspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not easy No 09/01/2023 09/01/2023 BLDG-11 222710-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not easy Yes 09/07/2023 09/07/2023 BLDG-66 Grout 223091-2023 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/05/2023 10/05/2023 BLDG-15 Roof/ReRoof 226039-2023 Passed Dirk de Roggenbuke Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency 10/5/23 roof sheathing/ nailing ok. Fire Yes resistant eaves at south elevation 10/23/2023 10/23/2023 BLDG-13 Shear 227913-2023 Passed Dirk de Roggenbuke Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/09/2023 11/09/2023 BLDG-84 Rough 229933-2023 Passed Dirk de Roggenbuke Complete Combo(14,24,34,44) Tuesday, April 16, 2024 Page 1 of 5 PERMIT INSPECTION HISTORY for (CBR2022-4771) Permit Type: BLDG-Residential Application Date: 12/23/2022 Owner: TRUST IVERSON-PEL TIER FAMILY TRUST 07-02-21 Work Class: Second Dwelling Unit Issue Date: 05/19/2023 Subdivision: CARLSBAD TCT#90-38 AVIARA Status: Scheduled Date 11/28/2023 12/07/2023 01/11/2024 Closed -Finaled Expiration Date: 07/09/2024 IVR Number: 45477 PLANNING AREA 26 NORTH UNIT#01 Address: 1346 BULRUSH CT CARLSBAD, CA 92011-4010 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 11/28/2023 12/07/2023 01/11/2024 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS BLDG-16 Insulation 231761-2023 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-17 Interior 231464-2023 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-18 Exterior 231762-2023 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-34 Rough 232693-2023 Electrical Checklist Item COMMENTS Status Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Partial Pass Dirk de Roggenbuke BLDG-Building Deficiency 1217123 garage. EV receptacle needs GFCI. Ok to close walls BLDG-22 Sewer/Water 236565-2024 Passed Dirk de Roggenbuke Service Checklist Item COMMENTS BLDG-Building Deficiency BLDG-23 236564-2024 Partial Pass Dirk de Roggenbuke Gas/Test/Repairs Checklist Item COMMENTS BLDG-Building Deficiency 1/11/24 tie in from main BLDG-31 236566-2024 Passed Dirk de Roggenbuke Underground/Conduit - Wiring Passed Yes Yes Yes Yes Yes Passed Yes Passed Yes Passed Yes Re inspection Passed Yes Passed Yes Reinspection Passed Yes Complete Complete Complete Incomplete Complete Incomplete Complete Tuesday, April 16, 2024 Page 2 of 5 PERMIT INSPECTION HISTORY for (CBR2022-4771) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Checklist Item Application Date: 12/23/2022 Owner: TRUST IVERSON-PEL TI ER FAMILY TRUST 07-02-21 Issue Date: 05/19/2023 Subdivision: CARLSBAD TCT#90-38 AVIARA Expiration Date: 07/09/2024 IVR Number: 45477 Inspection No. Inspection Status COMMENTS PLANNING AREA 26 NORTH UNIT#01 Address: 1346 BULRUSH CT CARLSBAD, CA 92011-4010 Primary Inspector Reinspection Passed Inspection BLDG-Building Deficiency Yes BLDG-SW-Inspection 236568-2024 Passed Dirk de Roggenbuke Complete Tuesday, April 16, 2024 Page 3 of 5 I PERMIT INSPECTION HISTORY for (CBR2022-4771) Permit Type: BLDG-Residential Application Date: 12/23/2022 Owner: TRUST IVERSON-PEL TIER FAMILY Work Class: Second Dwelling Unit Issue Date: TRUST 07-02-21 05/19/2023 Subdivision: CARLSBAD TCT#90-38 AVIARA PLANNING AREA 26 NORTH UNIT#01 Status: Closed -Finaled Expiration Date: 07/09/2024 Address: 1346 BULRUSH CT CARLSBAD, CA 92011-4010 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS Tuesday, April 16, 2024 45477 Inspection Status Primary Inspector Reinspection Inspection Passed No No Yes Yes Yes No Yes No Yes No No Yes Yes Yes No Yes No No Yes Yes No Yes Yes Yes Page 4 of 5 PERMIT INSPECTION HISTORY for (CBR2022-4771) Permit Type: BLDG-Residential Application Date: 12/23/2022 Owner: TRUST IVERSON-PEL TIER FAMILY Work Class: Second Dwelling Unit Issue Date: TRUST 07-02-21 05/19/2023 Subdivision: CARLSBAD TCT#90-38 A VIA RA PLANNING AREA 26 NORTH UNIT#01 Status: Closed -Finaled Expiration Date: 07/09/2024 Address: 1346 BU LRUSH CT CARLSBAD, CA 92011-4010 Scheduled Date Actual Inspection Type Start Date Are BMPs stockpiled for emergency deployment? IVR Number: Inspection No. 04/10/2024 04/10/2024 BLDG-Final Inspection 244644-2024 Tuesday, April 16, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS BLDG-SW-Inspection Checklist Item 244816-2024 COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? 45477 Inspection Primary Inspector Status Passed Dirk de Roggenbuke Passed Dirk de Roggenbuke Reinspection Inspection No Passed Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Complete Complete Page 5 of 5 STRUCTURAL CALCULATIONS ~HTK PROJECT: ll./tR50N AJ?U DESIGN ASSUMPTIONS: STRUCTU RAL ENGINEERS, LLP 14288 Danielson Street • Suite #200 • Poway CA 92064-6819 (858) 679-8989 • WWW. HTKSE COM • Fax (858) 679-8959 CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 2~00 PSI ______ PSI MASONRY: GRADE "N" CONCRETE BLOCK F ' M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: 5t?5 0,81? WIND FORCE: 96 mph DESIGN LOADS: ROOF DEAD LOAD ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL = SLOPING ROOF LIVE LOAD SLOPING FLAT GRADE 40: GRADE 60: #4 AND LESS (U.O.N.) #5 AND LARGER #2 #2 STUD OR BETTER REPORT BY: REPORT NO.: ____ _ FLOOR DEAD LOAD FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL= INT. FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY SOIL PRESSURE: 1~00 P5f > 1-... 40 PSF WALL DEAD LOAD EXT. INTERIOR EXTERIOR 10 PSF 16 PSF Roof t?ead l-oad -24 p5f Roof l-1ve l-oad -20 p5f 0 fr1lle5 t?ead l-oad "' 8 p5f fr11\e5 ~Ive ~oad -20 p5f 60 PSF (U.O.N.t-=======---=~ 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. 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I ...,..,.,..,,_ 5Mlbf ~'hmlt1Dryllltft1'1 0.025" I 111~.HD-ltt) !111)2 lbf l!llcl,S'-'Mll,_ch_F_tv-) 222 plf MOplf !90 plf 2:lliO lbf OK 10Ulbf t:IOl lbf J.Mlbf 6lA lbf 201plf 201pll 514 11021bf 514 0, 1114 0 !14 910Zlbf t-Tenn Def!IICl!onl 0.951 In. I ,. ,_ ftaly 1111ft •I O.o»" I r ... J<oc• '"'-don ~----"""'""=" '-n ADU Uno A SI-. WIil D6c:dln CalaMl!on YIINilla W9 (lbfl Woad End POil V1JL.U: si,,,0111:i Do'P. ~~ -~ Hall T\'PII: j ed COIJlffl~_)panl'I\' walihl) G,OWN1dl: G,O...nlclo: : : ·-t : ' : h A Gt : : Nall Spacl,w: v .. .. b Pler1·L 557 U0l+of "-00 1.25 U.000 3 l!J9 0.0135 l.10 HD CIFl"Cfty: 4565 MO Daft: 0.1.14 ---, Pllr1-II 557 1.- I.SO a.:is u,eoo ' "9 0.0.1!15 2.70 4515 0.114 PJ.r,i,,L 557 UOi+ci J.50 1.25 25,ClOO • 119 0.0135 9.10 4515 0.114 P1ar1 ,_.1, Torml I lllndlrt 7i.iia Tann 2 I Tann J Shaar ,_ .. , 0.112 l o.w P11r2 ,.,, I Tann2 I Torm! Shar Fe111,-r 0.on r o.ou l: ITaii+oe f(pll) ~.,, S!Md51za DlmaNlon,: 1 2d A:r-us7(1n. I AOWmda:r--(ln,'i (Equation 28-2) NalSP11cq: HDOtpaclty: HO Dallacltan: Pl., 2·R 557 (pl!) (pol) 1ft) (ln,'i (lbf/ln,) On.) (pJI) (It!.) illalllln,,,,., _.. Plywood APA -Shaathlna Niil 1Y,e1 Id common UDE- 14.00 1.25 25,000 ' 1n 0.DlS! 1.10 1ft) 4515 (11111 0.114 (In,) 1.105 Ttrm4 MD-1 Tarml lendlf't 0.005 Tann 1 lllndlru 0.2119 r I I I !_111:l "i"MI --Tann2 Term) Tarm4 SIi-fe1111ntr HD-.l C.071 I 0.455 0.0631 Sum 0.112 Plar 21tis .. ,· -Term2 T Tlffll3 -Term4 !ha, ,_ MIH 0.112 I 0.141 0.171 sum 0.111 sumr 1.631 Pler2 ---.-==i(ln.) 4565 (lbfl -0,114 (In.) EE . (In.) ,Wrflt SliearWII Dall..._ calailatlan Vlltllll• G, OVerrld•:~--------i G,,O..rr1do:.__ ------~ ·-i : h A G. Ir. : : : HDC.poclty HD Deft : : Ple<H 557 1.10£..ol 14.00 1.25 17.0 2.70 4586 0.114 T1rm1 ! loncll,c 0.!10 Term1 I lltnclh 0.0CS I Plwl·II 557 UDe.oli J.50 1.25 17.0 2.70 4515 0.114 P11r 1,loht T•rm1 lhNr OA!I s..,, Pler2(1111tJ T•rm2 Shter 0.115 sum 1'19(2-L 557 UDE-tO& .uo 1.25 17,0 U0 45S 0.114 T.,ms ,_., 1.009 1.W Terms FHtenor 0.055 0.174 WOOG End Po9t Valuo1: Spocla:I Dol.111•1 Fir Lordi E: l.l06tCII 111111) CJ. Stud s1,. Dlm•llllolW: 1 2111 A:. U5 {In, I ,. O..nid9: {Ill,') Plllr2-R 5.57 (pit} SIIUllll,. 'lype: 3/'I Plywood"'" llltllld ShNlh"11 NII 'lyptl Id common UDEiCCI 14,00 1.25 17.0 UD "565 0.114 {pal) (It) (In.') (klpo/ln,) (fl) (lbf) (In.) '1arll"-1·, T..,,,1 I T•rm2 hnoll,n Sh•r 0.005 I 0,115 SUm T-,mS F91111nor o.os 0,W Taal Dtfl. 0.951 In,) Pier 1 l'lw2 Pier 2(~ht) 0.0226 lldrtft T•rm1 I T•rm2 Ttrml hndh; 5hl■r F-- 0..'1119 I o.-451 0.171 sum 1.636 i \-,,_·,. 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I - ------------- T ' .. •· -; ' j j ~Ill - IAl31bf L Ulllt•h-.,_ldla,_.,. v1 • (Y/LJ(U+T1.)JU • 226 plf v2 • Ml)CT2+1.2)/U. 226plf lliiif Cllodc v1•u<Y2•1bV? llGOlbf OIC 7.ltlll_CI_,_,_ 11171bl R1•vt•u • USllbf R2•Y2•L2• 1041bl 712 lbl I, Dlll'lflo!NGGn.fora + ,_,.__ 475 lbl R1·fl • M4 1bl R2·F2• ffllbf UOlt t.Untt .... ,ln-- 2AOft Yd.• (R1-f1)/U • 107plf Yc:2 • (llN21/U • 107plf • .. I I . -. . ·..:. -. 111111 105 m IAl31bl 1'183 I05 171 0 1AU 1011 ffl 0 IOI ffl 1AUlbl' Dtllan Summary• c-r .... 119111c11cN11 0.3171n. I 1-T-DefllledMI 0.972 In. l 4-J..,, SIDry DrllU'I o.ou" l s-r,,.., Stary o,11u,1 o.ou" l .,..., ____________ _ lllel'lonADUUno1 SIINr WIii OtfllCllon Clllculldon '111111~'- U,,,.CIONCIShotlrl.oadV-: a221 (lb/) V- E II: : A : : ~ N1IISpedrc: v .. ... Ir. II) Cep■clty HD Dlfl : : Pl■r 1-1. P11r l-11 PllrH 121 131 131 UOE<O& UOE.o& 1.IDl<OII 10.50 5.90 !t.!O 1.19 1.25 l.lS .15,000 25,000 25,000 5 ' 6 111 161 161 0,0211 O.D:111 O.OUl 6.00 &.00 4.00 Ja75 1075 1075 II.OIi D.DII 0.011 ClladiTMalDalllcllonofWIII IY>t•m Pl1rl '""• Tonnl I Tonn 2 -~ Tenn S .... ShMI ~-"!;_ o.ou I G.1!11 0.116 sum Pier 2 ••'If Tonnl I Tltrm2 Torma lend!"' 51,-, l'ullNwr 0.007 I 0.0II I 0.014 SUml Wood End PoltV•I-: Spedu: _ ~H fir I.arch E: uo~ ..i(pol} Dlm-o: 1 " Owonlr»: Ur, JtudSIN 1 2116 j 8.lll !(In.) - On.'l (Equllllon 23-2) NIU Type: [ Id _on Pler1 N•IISpedn,: -,· HD Clper:lty: __ !!ZL HD Daf!Ktlon: o..au Pl■r2•R au ( PIii pol) Sllteltlflll Tr,c I.II Plywood APA -Shalt,.,_ -■Tr,-ld"""'~ l,1101<01 10.50 1.25 25,000 5 151 Cl.0211 4.00 ,075 O.OM Twm4 Hl>-1 0.170 D.501 T■rm4 Hl>l o.ou 0.224 ( ( ( ftl On,'J lbt/ln.J ~-., (I'll) I In.) ( fl) I lblJ ( ln.J Torml llndlrC 0.005 T1nn1 1enc1t,, D.057 Pier 1 ,,.~11 I T1nn2 I T,nns Torm4 Shl■r f11llner HIH I 0.068 I 0.014 O.CMS Sum 0.2DO Plor2~:!!,_ T I Term 2 f Torm I Tl,;;..- Shear PUllnor HIH I 0.:IJ6 I 0.116 ' 0.255 Sum 0.113 !(pe""" wqhtJ Pltr2 & !10?5 0.GII TOIIII Dell. o .• , 0.0121 1:~ On.I (In.I IWnonADIJI.Jnel WellU- UnfactDNd s ... , Lead v-=j 1221 IUblJ _h,,."J'tpa:l•--J/1=--Plywaod..:.;....;;;.. __ Gl'lde:._. --.:Al'=A-'-'1111::.:tad=ShH=:.:IN-~r- Wood Ind Pwl VI/,_,: S-•1 DoUfultll,.h I: 1,IOEiGI 1<1111) Nall~:[ Id oornmon ](Jlenny wallht) ~ StudSlul Pier 1 Pier 2 Dlmondonr. 1 211 A: I.ZS (In.I AO...rride:f------l[ln.~ Nell Spad"''I I I l(ln,I ;::: ... -...:=-"-'--+--.....;~;;-.;;.._--l:: (4.3-1) Pier 1-t Pie, 1•R Pier H Pier 2-« :W W SU {pll) llllllllll111 l'yp11 all Plywood APA Rnod Sheath~ NIii t,,.1 Id oommon h: A: G.: b: 10.50 U.5 u.o 6AC Term1 lendln,c 0.011 Terml ...... 0.ot11 I I I I UOl+ol UOE.ot UOE<OI (!Nil 5.90 5.10 10.50 (It) e.u a.» us 11n. ') U.O 12.0 12.0 (ldix/ln.) 6.00 4.00 4.00 (ltj 1075 3075 9075 (lbll ~0.~•"'-_...__o~.011"""" __ ~0~.ou=-~'1n.1 Pier 1 ilo!> Pier 1 (r•o•·u Term2 T•rmJ Torml I Torm2 Sh-F1mner hndl.,, -0.211 0.170 D.005 0,145 i SUm QAIIO 511'111 Pier 2 (19ft) Pl9r 2 (,w,tl Term2 Te,mJ Term1 I Torm2 Shear Follaner llendl·• Sheer 0.14J 0.011!1 0.0S7 I 0.211 Sum 0,115 SUm Term I ,,_ 0.04S 0.111 Te,mJ ,...,., 0.255 0.5114 TOIII Deft. O.S72 (In,) D.0118 tldrllt ...... lnformltlon Data: __________ _ "'" ,..,.c:t! 1-n ADU Una 2 lhlllna: . -121111 --· -'j j j ' ~ V 170511,f u --1.~·li u( -s:01,-fi 1w 11.10ft '-• 12 . .,ft t~lll 1 h• Lo1 1.llollMown,.,_:H•Vh,,.,/1.., 1IAO lbf LUlllt""-r Nllde openll1C ¥1 • (V/1.)(U+nJ/U • 25aplf L lllltlh-•IMM+llllow!!!••!!!i v2. 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I 1IIII-S1n11Fera 7Dlbf 4-T11111 SIDly llllftl" 0..03" I •'-SIDrtDllft•f o.oas• I -HOFo,w(H) 1140lbf Jleq.SllatlrWalAnctlo<lp"-(Y-J USplf in, "" -ADUIJfla2 Ill-WIii .,.._.,, C.lcullllOn Vlltllol• G, O..mde: G, 0..mde; ··-! : : h A G, : : : N1IISpoctn,: v. .. b : : : HDOlpilclty HODoft : : 7 "8rl-L -Pterl-11 Pltr 2-l 169 UO~& 1.5.80 1.25 25,000 ' 1'5 0.ol16 uo 901!1 0.081 T•rml I Bonding o.J.52 I 1119 HII 1.101!-UOll+o& IAO 1.40 l.ll 1.25 25,000 25,000 6 6 115 w o.ou, 0.0316 uo 5,00 9075 I075 D.ON o.ca Pl., 1 l'At-~ Term2 I Terml Shtor Fullt,-r 0.201 r o.m Sum Wood fnd Poot VIII-: Specr..:E-~•.flrLarch ::_ I: UOll+06 .(p1I) Qly_ SIUdSlu Dlme,wlo,w: 1 :Ill .-----, A: US(ln. I A OINl1do: (In,') l'lerl ,,_l NallSi-m,:f=. L -• 6 ~(In.) HD Capedty! ~ . ___ ..:;;;I07:.;.;5:;,_ (lb!) HC Dtflecljon: Cl.ON 0.0a (tn,) Plar2..\ 1.=-1 (pll) (p,I) (fl) (In.., (lbl/ln.J (1,,.) (plf) (In,) SIINIIIJne l'rlll• S/1 Plywood APA Rttod SIIN1111,c •• Type: Id camm.., 1Ul0 1.25 :ZS.000 I 115 D.031& 5,00 J07S D.081 Term4 HI>! 1.221 l.0'6 II) ( ( lb!) ( ln.) Term! 11,,vurc Pier 1 """ I Term2 I Terms Sheor ,.,,,..ner D.0113 I 0.124 I 0,19' i;m,4 HD-2 OMI 0.172 Talal Deft, Plw2 'lo'ti l'w2•tw"'' 1.121 pn.J Term 1 I Term 2 I Ttrm 9 Term 4 Term I I Torm 2 Term J Term 4 ~u . --:Sca'-=-• -II F,1111 .. , Hl>1 Bondt,,, Sheu I ,.... HD.a 0.021 0.124 1--'-•o.;;;11=.,-+-o'".=-w.::.---+-"o"".u=,"-+-,-0"'.m=-+-1 "'0"'.w~c;.._ ... , -o.""uic,.=---1 ._ __ 0._02_75 __ _,llldrll Sum D.A9I Sumi 1.021 ,:,, <l llllfonnldon ShNr Wal Dalllcllen Cllcallll1111 V.rtalll U,_rad"-rLolldV.,,~I 24M JUbll Shllltttl,. Typo:1-_..::!.:~=::.....--l G11do:._-=-====--"--' 8vtr1 vh ~ 3• • EAb + 1000G + b Y- I: h A G. b: : : : HDClpoc:tty: HD Dell: Pier 1-1. .. UOE+Oi 11.60 us 12.0 uo 1075 a.ma Ttrm1 I llndh• 0..552 I Ttrm 1 I hndlra 0.027 I I Plw1-ll Plar2-l HI I 969 UDE<OI UOE+o& 1.40 I IAO us 1.29 12.0 u.o 1,., UJO I075 ,075 0.011 0.011 ,...,1, .. ,11 Ttrm2 Tem, I ~ _,., 0.411 1.Zll Sum UIJ Ple,21-• T1r1112 T.,,,,J SIIMr , __ 0.251 0.141 Sum 0.4'4 Wood £rid Polt 11111-: Spedu: I Doop• Rr I.arch E: UOE<Oe ilPII) NollTypo:( ldCDmfflOn J(ponny...,"'11) at. StudSU Pier 1 P•Z Dlm1Nlonl: 1-....::1;._-1,_.:;2d;;; _j A: l.l5 (In. I A O.Orrlde: Un.') NtllSpodnr,t I I ,~.) HO C.poclty: f----9075 ____ ___;"11:.cc...:S_---!(l,f) HD DoftllCllon: D.CIII 0.011 (In.I (4.3-1) Pler:HI ,. I plf) ~ -rw,., 3/1 Pi-,-d APARlllldShlotl,lna Nil ,y,.. Id common 1.&0E.OS 11.S) 1.25 1.2.0 5.00 ,cm o.ou Tom,1 -·"' o.ou Ttrml ~' 0.111 I t I PIii I ft) I I I 1n.'1 klpo/ln.) ft) 11,1) I I in.I Plor11,'>ti Ttm,2 Slwar 0.2.51 Sumi Pier 2 (,w,t) l-i2 -0.411 Sum T1rmJ ,_.., 0.481 O.la7 Tom,I felllllner o.aii"'""" 0.122 Total Dell. 1.011 In.) 0.0255 "41rlft ..._ ___________ .;;.eom=.....i:Thel-tarmequatlanhcollbnll:ldlDbtOl!lcracinwllll,o:Llll1114-tonn1q<11tlanot1.4•ASD ... ,clty. I Combined Footing l!tf e;sm,M•J•lffi DESCRIPTION: Strong Wall Code Refrnnces CalculatJons per ACI 316-05, IBC 2006, CBC 2007, ASCE 7--05 Load Combinations Uaed : ASCE 7-16 General Information .c..:..:..::::..::.=.:..::__ ________ _ Mltartal PropeltlN re : Concrete 2.8 day strength fv :Reba"Yleld l:c : Conaete Elastic Modulus Concrele Density ~ : Phi Values Soll Information Flexure : Shear: 2.150 ksl 60.0 ksl 3,122.0 ksi 145.0 pcf 0.90 0.750 Allowable Soil 88111ng 2.0 kif lnaeaae Bearing By Footing Weight No SoU Passive Sllcllng Resistance 2150.0 pcf (U8es entry for 'Footing base depth below soH surf8ct1' for fon:e) Coefficient of SolVConcrete Friction 0.30 Dlmenatons & Relnforcin9 _ Project Title: Engineer: Project ID: Project Descr: Pm111d: 13 OCT 2022, 4:26PM -------Flte:~IIOl1 idu ujil_ale:ici[l Sollw.n:,rtnaeoo.c. tHC ,mmi. Bllid:tbo.s.11 -litMMkti®JSim:182 AnllyslllDNlgn Sltllng1 Calculate footing weight as dead load ? Cak:ulate Pedestal weight as dead load ? Min S18al % Bending Relnf (based on 'd') Min Allow "Temp Rllnf (blNd on thick) Min. Overtumlng Sitety Factor Min. Sliding Safety Factor Soll Beartng lnCINN Footing bale depth below soil surface lncreuee baled on fooling Oeplh .... AWowable pr889Ure lnaease par foot when base of footing Is below lnClll89es based on footing Width ... Allowable pressure Increase per foot when maximum length or Widltl la greater than Maxlrrum Allowed Bearing Pressure (A vlllue of zero Imp/Ills no llmM) Adjusted Allowable Soil Bearing (Allowable Soil BelJring lld}u&ted for footing weight and tleplh & width lncr9esn as sp&dfled by user.) Yes Yee 0.00180 1.0: 1 1.0: 1 fl kaf ft ksf ft 10.0 ksf 2.0 ksf Distance Left of Column #1 .. 2.50ft Pedestal dmenslons ... As As Between Columns 1.660ft 81111 11ft of Col ti Co111t Sim# Pn,vlded Req'd = Distance Right of Column #2 = 2.50ft Coli!1 Col#2 Botlr)m Ball 3.0 5 o.m 1,3811nA2 Total Footing Length 6.660ft Sq.Dim. ■ 4.0 4.0ln Top811'9 3.0 5 o.m 0,01nA2 = Height In 8111 Btwn Coll ■ Footing Wldlh = 3.50ft Bot!Dm Bars 3.0 5 0.930 1.361 lnA2 Footing Tllckneu = 18.0 In Top Bars 3.0 6 0.930 1.361 ln"2 81111 Right of Col t2 Rebar Canter ID Concrete Edge G Top .. 3.0 In Bottom Ba11 3.0 5 0.930 1.361 lr,A2 Rebar Center to Concrete Edge@ Bottcm = 3.0 In Top Bars 3.0 5 0.930 1.361 lnA2 Applled Loads Appllld I Ltll Column D Lr L 8 w E H Axial Load Downward = 0.3760 0.10 14.932 k M001ent~-tCW) = k•ft Shear(+ ) = k Applled O Right Column Axial Load DCMnward • 4.126 0.10 -14.932 k Momeni ~-+CW) • k-fl Shear(+ ) • k Ovtrburden ■ .rr ......... ,~ ---, r- I .. -~ . :. • • ------, ~ .... -- -1•1-w.,. l r_ ~•.: , ... r:_715'"' J .. ,,.Jl'l'r_,_ Combined FooOng DESCRIPTION: Strong Wall DESIGN SUMMARY Factor of Safety PASS 1.084 PASS No Sldng PASS 1.649 Item Overtumlng Slldilg Uplift Ut!llzallon Ratio Item -----. PASS 0.8589 Sell Bearing PASS 0.1891 1-way Shear -Col #1 PASS 0.1891 1-way Shea--Col #2 PASS 0.09058 2-way Punching -Col #1 PASS 0.09217 2-way Punching -Col 12 PASS No Bending Flexure -Left of Col #1 -Top PASS 0, 187'4 Flexure -I.ell of Col #1 -Bottom PASS 0.02365 Fleme-Between Cols-Top PASS 0.1818 Flexunl-Belween Cols-Bot1om PASS 0,04036 Flaxure -Right <:I Col 12 -Top PASS 0.06180 Flexure-Righi of Col 12 • Bottom Applied -·--43,482 k.ft O.Ok 10.452 k ·---~led _ 1.718 ksf 14.186 psi 14.186 psi 13.587 psi 13,826 psi 0.0 k.ft 11.518k.ft -1.454 k-ft 11,172k-1t -2.481 k.ft 3.799k-fl Project Title: Eilneer. P ctlD: P ect Deacr: Capacity 47,123 k.ft 2.872 k 16.196 k ~-2.0 ksf 75.0 psi 75.0 psi 150.0 psi 150.0 psi 0.0 k-11 61.467 k.ft 61.467 k.ft 61.467 k-11 61.467 k-11 61.467 k.ft Pnntlld: 13 OCT 2022, 4:28PM flit,: ~e11011 ailu ~JMr;,,, S<il1\l,ft r")'ll i;l,ffiC.,,,Lt; i11C 19!3,2020 Bl. I': 17 ;t' ~ 11 Design OK Govern~~ ~~·~lnallon -+0.600+0. 70E NoSlldlng -+0.600..0.70E Governing Load Combination -+0.600..0.70E ..0.900+E ..0.80D+E -+0.900-+€ -+0.901}+f NIA ..0,900-+€ +1.200-+E -+0.900+€ +1.200+E +UOD 0 • hnical • GP-nloaic.1• Coastal • Environ ntal nae"Nortfi-Comp1 ance services, ,nc. 5741 Palmer Way • Carlsbad, California 92010 • (760) 43 -Ir • Pll~O~~\TIEt{/APPROt1At"QiT nc. m M E M O R D ~M PLANS/DOCUMENTS HAVE BEEN DATE: TO: ATTENTION: FROM: SUBJECT: References: March 22, 2023 Iverson-Peltier Family 1344 Bulrush Court Carlsbad, California 920 Ms. Meaghan Lawler Stephen J. Coover, GE John P.. Franklin, CEG 1 Geotechnical Review of ADU, 1344 Bulrush Cou REVIEWED FOR COMPLIANCE WITH THE APPLICABLE CALIFORNIA 8UILW')'€)$~~1-S COOES AS ADOPTED BY THE STATE OF CALIFO~NIA AND AMENDED BY THE St JURISDICTION PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZ CONST PROCEED IN v1tv,'lm""",-. ANYF. BY l,'.S,.~~2Il~Ni-~ 1. "Structural Plans, Notes and Details, Iverson ADU, Carlsbad, California, Sheets SD.1, S0.2, S0.3, S1 and SD1 Plans for Oak Hill Trellis, 1816 Oak Hill Drive, Escondido, California, 92027 Sheets S1 , S2, SD1 , S0.1, S0.2 and SD.3," dated Job. No. 22-407, Design Date 10/21/22, by HTK Structural Engineers, LLP. 2. "Limited Geotechnical Evaluation For Planned Attached Additional Dwelling Unit (ADU) Construction at 1344 Bulrush Court, Carlsbad, San Diego County, California 92011," W.O. 8411 -A-SC, dated August 31 , 2022, by GeoSoils, Inc. In accordance with your request, GeoSoils, Inc. (GSI) has reviewed the structural plans, structural notes and details (Reference No. 1) for the subject project, with respect to the body of existing geotechnical work for the project (see Reference No. 2). GSl's scope of services included a review of the referenced documents, engineering and geologic review, and preparation of this memorandum. The conclusions and recommendations presented in the referenced report by GSI remain valid and applicable. ' Based on our review, the plans prepared by HTK Structural Engineers, LLP (Reference No. 1) appear to be in general accordance with the intent of th e referenced geotechnical report (Reference No. 2). The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. This report may be subject to review by the controlling authorities. Distribution: (1) Addressee c/o DZN Architects (PDF via email -meaghan@dznpartners.com) LIMITED GEOTECHNICAL EVALUATION FOR PLANNED ATTACHED ADDITIONAL DWELLING UNIT (ADU) RT CAA ~~~ ~1 • i __ --¥.-111 ___ T __ CARLSBAD, CALIFORNIA 92011 W.O. 8411-A-SC AUGUST 31 , 2022 CBR2022-4771 1346 BULRUSH CT > I-... (.) PELTIER: 1,176 SF ATTACHED ADU , 417 SF PATIO 2158500700 12/23/2022 CBR2022-4771 • Geotechnical • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931 -0915 • www.geosoilsinc.com Iverson-Peltier Family Trust 1344 Bulrush Court Carlsbad, California 92011 August 31 , 2022 W.O. 8411-A-SC Subject: Limited Geotechnical Evaluation for Planned Attached Additional Dwelling Unit (ADU) Construction at 1344 Bulrush Court, Carlsbad, San Diego County, California 92011 , APN 215-850-07-00 Dear Iverson-Peltier Family Trust: In accordance with your request, GeoSoils, Inc. (GSI) has obtained representative samples of site soil for laboratory testing. The purpose of our testing was to evaluate soil parameters for the proposed construction of an attached ADU at 1344 Bulrush Court. The scope of our services includes a site reconnaissance, soil sampling, a review of documents presented in the Appendix (References), laboratory testing, engineering analyses, and preparation of this report. This summary report has been prepared for the sole purpose of simply providing a limited description of soil conditions onsite and laboratory testing, and does not constitute a geotechnical evaluation of the overall stability, geologic hazards, or suitability of the site for additional development as this would have been preformed and approved during previous development of the subject site. FIELD STUDIES AND SOIL CONDITIONS Site-specific field studies were conducted by GSI on August 2, 2022, and consisted of the excavation of two (2) exploratory hand-auger borings, for an evaluation of near-surface soil and geologic conditions within the planned ADU area onsite. The test excavations were logged by a representative of this office who collected representative bulk soil samples for appropriate laboratory testing. The earth material units that were observed and encountered at the subject site consist of surficial deposits of undocumented artificial fill/topsoil overlying Eocene-age sedimentary bedrock belonging to the Santiago Formation at a shallow depth. Based on our observations, the planned ADU area appears to be part of a larger "cut" lot, into the underlying sedimentary bedrock and constructed for the support of the existing residence. As observed, undocumented artificial fill/topsoil occurs at the surface and generally consists of brown to dark brown, dry to moist, loose/soft to medium dense/stiff, silty sands and sandy clays, with roots noted. Where encountered in our excavation, the thickness of these earth materials was approximately 0.25 feet to 0.5 feet. This soil was likely imported for use as a landscape topsoil within the existing yard area. Immediately below the surficial deposits of undocumented fill/topsoil are deposits of Eocene-age sedimentary bedrock belonging to the Santiago Formation. Where encountered the Santiago Formation consisted of a yellow-gray, fine grained sandstone that was noted to be moist and dense, with few roots. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our evaluation are summarized as follows: Classification Soils were classified with respect to the Unified Soil Classification System (USCS) in general accordance with ASTM D 2487 and ASTM D 2488. The surficial layer of undocumented fill/topsoil was evaluated as a lean clay [USCS Symbol-CL]), while the underlying sandstone bedrock was evaluated as a silty Sand (USCS Symbol-SM). Particle-Size Analysis A particle-size evaluation was performed on a representative, soil sample of formation/bedrock in general accordance with ASTM D 422-63. The testing was used to evaluate the soil classification in accordance with the Unified Soil Classification System (USCS). The results of the particle-size evaluation indicate that the tested soil is a silty sand (24.7 percent gravel, 42.8 percent sand, 32.5 percent fines [USCS Symbol-SM]). Expansion Index A representative sample of near-surface site soils was evaluated for expansion potential. Expansion Index (E.I.) testing and expansion potential classification was performed in general accordance with ASTM Standard D 4829, the results of the expansion testing are presented in the following table. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August31 ,2022 Page 2 SAMPLE LOCATION EXPANSION INDEX EXPANSION POTENTIAL AND DEPTH (ft) Bulk Composite from ADU <5 Very Low Area BEARING VALUE Based on a review of Table 1806.2 of the 2019 California Building Code ([2019 CBC], California Building Standards Commission [CBSC], 2019a), an allowable bearing value of 2,000 pounds per square foot (psf) may be assumed for continuous footings, a minimum 12 inches wide and 12 inches deep (below lowest adjacent grade [ excluding soft soils, landscape zones, slab and underlayment thickness, etc.]), bearing on suitable, approved formation (bedrock). The existing foundation for the western residence prepared to be remodeled, appears to be at least 12 inches deep. It is anticipated that new footing depths will be similar to those indicated above. Actual footing depths would be based on conditions exposed within the footing excavation. The allowable bearing value may be increased by 20 percent for each additional 12 inches in depth of embedment, into approved suitable bearing soil, to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. Differential settlement may be minimally assumed as 1 inch in a 40-foot span, provided the footing bears on suitable, competent and similar earth materials, approved by GSI. Foundations should be designed for all applicable surcharge loads and should consider the inherent corrosive coastal environment. LATERAL PRESSURE Total Lateral Resistance (TLR) for shallow foundations is provided by the friction along the footing bottoms and the passive pressure across footing faces in contact with either fill or natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion (or apparent cohesion) of the soil material. The normal force or dead load on the footing from the overlying structure will influence the amount of frictional resistance. For sands or predominantly sandy soils, this friction is higher than clay or clayey/silty soils. The TLR and vertical bearing of the soil were derived from soil (s) descriptions, multiple laboratory tests, and the use of Table 1806.2 of the 2019 CBC (CBC, 2019a). The TLR for the silty sands onsite may be taken as an equivalent fluid of 150 pcf (150 psf/ft of depth) per foot of depth. This may be added to the frictional resistance of the sandy earth material using a coefficient of 0.25 when combined with the normal (dead load) force. When combining the frictional and passive components of the TLR, the passive value should be reduced by 1/3 (one-third). The total maximum lateral bearing pressure of 2,250 psf may be used for this site, unless further testing and analysis is performed. GSI believes this to be a reasonably conservative value, considering the limited scope of work. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\841 1 a.lge GeoSoils, Inc. W.O. 8411-A-SC August 31 , 2022 Page 3 Please note that if foundations for either the main or appurtenant structures are pile or pier supported, the frictional value noted above should be neglected. Active and At-Rest Pressure In accordance with Table 1610A.1(C13SC(12019A) and our analysis, and for drained conditions, active earth pressure may be computed as an equivalent fluid having a density of 45 psf per foot of depth (level backfill) and 55 psf per foot of depth (sloping backfill). At-rest earth pressure may be computed as an equivalent fluid having a density of 60 psf per foot of-depth for level backfill, and 75 psf per foot of depth for sloping backfill. SEISMIC DESIGN General In the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards listed above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters Based on the site conditions, the following table summarizes the evaluated site-specific design criteria obtained from the 2019 CBC, Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD, 2020) has now been used to aid in design (https://seismicmaps.org). The short spectral response uses a period of 0.2 seconds. PARAMETER Risk Category Site Class Spectral Response -(0.2 sec), s. Spectral Response -·(1 sec), s,. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge 2019 CBC SEISMIC DESIGN PARAMETERS VALUE I, II, or Ill C 1.049 g 0.379 g GeoSoils, Inc. 2019 CBC OR REFERENCE Table 1604.5 Section 1613.2.2/Chap. 20 ASCE 7-16 {p. 203-204) Section 1613.2.1 Figure 1613.2.1 (1) Section 1613.2.1 Figure 1613.2.1 (2) W.O. 8411-A-SC August 31 , 2022 Page 4 2019 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2019 CBC OR REFERENCE Site Coefficient, F. 1.2 Table 1613.2.3(1) Site Coefficient, F. 1.5 Table 1613.2.3(2) Maximum Considered Earthquake Section 1613.2.3 Spectral Response Acceleration (0.2 sec), 1.258 g (Eqn 16-36) SMS Maximum Considered Earthquake Section 1613.2.3 Spectral Response Acceleration (1 sec), 0.568 g (Eqn 16-37) SM, 5% Damped Design Spectral Response 0.839 g Section 1613.2.4 Acceleration (0.2 sec), S08 (Eqn 16-38) 5% Damped Design Spectral Response 0.379 Section 1613.2.4 Acceleration (1 sec), S0, (Eqn 16-39) PGAM -Probabilistic Vertical Ground Acceleration may be assumed as about 0.554 g ASCE 7-16 (Eqn 11.8.1) 50% of these values. Seismic Design Category D Section 1613.2.5/ASCE 7-16 lo. 85: Table 11.6-1 or 11 .6-2) 1. Fv = 1.5 S1 > 0.2 per Section 21 .3, 2. SM1= (1.5)S0 1 =(1.5)(0.379)=0.568 per Section 21.4 3. Sn, ~ 0.2 = > 0.379 ~ 0.2 , oer Section 11.6 site is in Risk Cateoorv D GENERAL SEISMIC PARAMETERS PARAMETER VALUE Distance to Seismic Source (Rose Canyon)10 5.2 mi (8.3 km)t•> Upper Bound Earthquake (Rose Canyon) Mw = 7.21', I ,,, -Cao, et al. (2003) 121 -Blake (2000) I Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2019 CBC (CBSC, 2019a) and regular maintenance and repair following locally significant seismic events (i.e., Mw5.5) will likely be necessary, as is the case in all of southern California. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411-A-SC August 31, 2022 Page 5 DEVELOPMENT CRITERIA Earthwork All earthwork should conform to the guidelines presented in the 2019 CBC (CBSC, 2019a) and the requirements of the City, except where specifically superceded in the text of this report. Prior to earthwork, a GSI representative should be present at the preconstruction meeting to provide additional earthwork guidelines, if needed, and review the earthwork schedule. This office should be notified in advance of any fill placement, supplemental regrading of the site, or backfilling underground utility trenches and retaining walls after rough earthwork has been completed. This includes grading for pools, driveway approaches, driveways, and exterior hardscape. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. It is the onsite general contractor and individual subcontractors responsibility to provide a safe working environment for our field staff who are onsite. GSI does not consult in the area of safety engineering. Demolition/Grubbing 1. Vegetation and any miscellaneous debris should be removed from the areas of proposed grading. 2. Any existing subsurface structures uncovered during the recommended removal should be observed by GSI so that appropriate remedial recommendations can be provided. 3. Cavities or loose soils remaining after demolition and site clearance should be cleaned out and observed by the soil engineer. The cavities should be replaced with fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 90 percent of the laboratory standard. Treatment of Existing Ground Removals should consist of all surficial deposits of undocumented artificial fill/topsoils. Based on our site work, removals depths are relatively shallow, on the order of about ½ foot, or less. As the surficial soils (i.e., fill/topsoils) were evaluated to be expansive, these soils should be removed from the construction area and replaced with a select import with an expansion index less than 20. However, given the relatively thin nature of Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411-A-SC August 31 , 2022 Page6 this surficial soil layer, there is the possibility that this material will be removed regardless, in order to accommodate the planned floor slab and sand underlayment. After removal of the clayey topsoils, the exposed sedimentary bedrock subgrade should be proof rolled and compacted to a minimum 90 percent relative compaction per ASTM D 1557. Compaction of the subgrade soil shall be completed prior to footing excavation operations. Fill Suitability Surficial onsite soils generally appear to consist of silty sands and oversize material (12-inch plus) is not anticipated. Existing soils are very low expansive. Any soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite soils and the recommendations presented in this report. Import soils, if used, should be relatively sandy and very low expansive (i.e., E.I. < 20). Perimeter Conditions It should be noted, that the 2019 CBC (CBSC, 2019) indicates that removals of unsuitable soils be performed across all areas under the purview of the grading permit, not just within the influence of the proposed buildings. Relatively deep removals may also necessitate a special zone of consideration, on perimeter/confining areas. Any proposed improvement or future homeowner improvements such as walls, swimming pools, house additions, etc. that are located above a 1 :1 (h :v) projection up from the outermost limit of the remedial grading excavations will require deepened foundations that extend below this plane. Other site improvements, such as pavements, constructed above the aforementioned plane would retain some potential for settlement and associated distress, which may require increased maintenance/repair or replacement. This potential should be disclosed to all interested/affected parties should remedial grading excavations be constrained by property lines. Foundation Construction Current laboratory testing indicates that the onsite soils exhibit expansion index values of less than 20. As such, site soils do not appear to meet the criteria of detrimentally expansive soils as defined in Section 1803.5.3 of the 2019 CBC (CBSC, 2019a). From a geotechnical viewpoint, foundation construction should minimally conform to the following: 1. Exterior and interior footings should be founded at a minimum depth of 18 inches below the lowest adjacent grade, or embedded at least 18 inches into suitable GSI approved bearing material, whichever is deeper. Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and minimally embedded at least 24 inches into suitable bearing soil, whichever is Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411-A-SC August 31 , 2022 Page? deeper. Isolated pad footings would need to be deepened similarly, if removal and recompaction is not performed. 2. All footings should be reinforced with four No. 4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. Isolated pad footing reinforcement should be per the structural engineer. 3. Interior and exterior column footings should be tied together via grade beams in at least one direction to the main foundation. The ·grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No. 4 reinforcing bars at the top, and two No. 4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. A minimum concrete slab-on-grade thickness of 5 inches is recommended. 5. Concrete slabs should be reinforced with a minimum of No. 3 reinforcement bars placed at 18 inches on-center, in two horizontally perpendicular directions (i.e., long axis and short axis). Should removal and recompaction not be performed, the slab should be designed as a structural slab, spanning between footings, and not relying on the soil for support. 6. All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. 7. Slab subgrade pre-soaking is recommended for these soil conditions. Slab subgrade should be pre-wetted to at least the soils optimum moisture content, to a depth of 12 inches, prior to the placement of the underlayment sand and vapor retarder. 8. Loose and compressible materials likely occur at the surface, overlying suitable bearing material. As such, a deeper footing will likely be recommended, and should be anticipated. The depth of the deepened footing should be evaluated prior to the placement of reinforcing steel and foundational concrete. 9. Foundations should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and comply with the guidelines per the 2019 CBC (CBSC, 2019a). This may also result in a deeper footing than per plan. 10. Existing foundations should not be surcharged nor used for support of new improvements or loadings without further evaluation. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August 31, 2022 Page 8 11 . Concrete mix design should be designed to comply with exposure classes SO and C1 , per ACI 318-14. GSI does not practice in the field of corrosion engineering. Accordingly, consultation from a qualified corrosion engineer may obtained based on the level of corrosion protection requirements by the project architect and structural engineer. Floor Slabs GSI has evaluated the potential for vapor or water transmission through the concrete floor slabs, in light of typical floor coverings, improvements, and use. Please note that slab moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical slab (Kanare, 2005), while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. The recommendations in this section are not intended to preclude the transmission of water or vapor through the foundation or slabs. Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2022). These recommendations may be exceeded or supplemented by a water "proofing" specialist, project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and repairs/replacement), along with disclosure to all interested/affected parties. It should also be noted that vapor transmission will occur in new slab-on-grade floors as a result of chemical reactions taking place within the curing concrete. Vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration of time between the placement of concrete, and the floor covering. It is possible that a slab moisture sealant may be needed prior to the placement of sensitive floor coverings if a thick slab-on-grade floor is used and the time frame between concrete and floor covering placement is relatively short. Considering the E.I. test results presented herein, and known soil conditions in the region, the anticipated typical water vapor transmission rates, floor coverings, and improvements (to be chosen by the Client and/or project architect) that can tolerate vapor transmission rates without significant distress, the following alternatives are provided: • Non-vehicular concrete slab-on-grade floors should be thicker than 5 inches. • Concrete slab underlayment shou Id consist of a 15-mil vapor retarder, or equivalent, with all laps sealed per the 2019 CBC and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 1745 -Class A criteria, and be installed in accordance with American Concrete Institute (ACI) 302.1 R-04 and ASTM E 1643. An example of a vapor retarder product that complies with ASTM E 1745 -Class A criteria is Stego Industries, LLC's Stego Wrap. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\841 1 a.lge GeoSoUs, Inc. W.O. 8411 -A-SC August 31, 2022 Page 9 • The 15-mil vapor retarder (ASTM E 1745 -Class A) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). • Concrete slabs, shall be underlain by 2 inches of clean , washed sand (SE > 30) above a 15-mil vapor retarder (ASTM E-17 45 -Class A, per Engineering Bulletin 119 [Kanare, 2005]) installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E 1745), and per code. • • • • • ACI 302.1 R-04 (2004) states "If a cushion or sand layer is desired between the vapor retarder and the slab, care must be taken to protect the sand layer from taking on additional water from a source such as rain, curing, cutting, or cleaning. Wet cushion or sand layer has been directly linked in the past to significant lengthening of time required for a slab to reach an acceptable level of dryness for floor covering applications." Therefore, additional observation and/or testing will be necessary for the cushion or sand layer for moisture content, and relatively uniform thicknesses, prior to the placement of concrete. The vapor retarder should be underlain by a capillary break consisting of at least 2 inches of clean sand (SE 30, or greater). The vapor retarder should be sealed to provide a continuous retarder under the entire slab, as discussed above. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19.3.1 .1 of the ACI (2014a) for corrosion or other corrosive requirements (such as coastal, location, etc.). Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workability should be addressed by the structural consultant and a waterproofing specialist. Where slab water/cement ratios are as indicated herein, or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed or treated for more uniform moisture protection. The owner(s) should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations. Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc:. W. 0 . 8411 -A-SC August 31 , 2022 Page 10 Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. Planting Water has been shown to weaken the inherent strength of all earth materials. Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering should be avoided as it can adversely affect site improvements, and cause perched groundwater conditions. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Using plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance offoundations and hardscape. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures. Lot surface drainage should be carefully taken into consideration during landscaping. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Site drainage should be directed toward the street or other approved area(s). Downspouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall , and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect existing and proposed site Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August31 ,2022 Page 11 improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be used. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Subsurface and Surface Water Subsurface and surface water are generally anticipated to not significantly affect site development, provided that the recommendations contained in this report are properly incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, grading of the site, or trench Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August 31 , 2022 Page 12 backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Footing Trench Excavation All footing excavations for any new foundations, should be observed by a representative of this firm after trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. The Client may want to consider having a representative of GSI onsite at the start of foundation trenching to evaluate the depth to competent, bearing soils and to provide recommendations to the contractor for footing embedment of any new foundations. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to Cal-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30, or greater, may be utilized and jetted or flooded into place. Observation, probing, and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within, areas extending below a 1: 1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to Cal-OSHA and local safety codes. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August 31 , 2022 Page 13 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • • • • • • • • • • • During grading/recertification . During significant excavation (i.e., higher than 4 feet) . During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair . When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any improvements, such as flatwork, spas, pools, walls, etc., are constructed . A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August 31 , 2022 Page 14 OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411 -A-SC August 31 , 2022 Page 15 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitte GeoSoils, Inc. ~~ Robert G. Crisman Engineering Geologist, DRE/RGC/SJC/JPF/sh Attachment: Appendix -References Distribution: (1 ) Addressee (PDF via email) ~t:; Geotechnical Engineer, Iverson-Peltier Family Trust 1344 Bulrush Court, Carlsbad File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. W.O. 8411-A-SC August 31,2022 Page 16 APPENDIX REFERENCES American Concrete Institute, 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. __ , 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.2R-14), dated September. __ , 2004, Guide for concrete floor and slab construction: reported by ACI Committee 302; Designation ACI 302.1 R-04, dated March 23. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reap proved 2005). __ , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2018a, Supplement 1 to Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), first printing, dated December 13. __ , 2018b, Errata for Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), by ASCE, dated July 9. __ , 2017, Minimum design loads and associated criteria and other structures, ASCE Standard ASCE/SEI 7-16, published online June 19. __ , 2010, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. Building News, 1995, CAL-OSHA, State of California, Construction Safety Orders, Title 8, Chapter 4, Subchapter 4, amended October 1. California Building Standards Commission, 2019a, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2018 International Building Code, effective January 1, 2020. GeoSoils, Inc. , 2019b, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 1 of 2, Based on the 2018 International Building Code, effective January 1, 2020. California Code Of Regulations, 2011, CAL-OSHA State of California Construction and Safety Orders, dated February. California Department of Conservation, California Geological Survey (CGS), 2018, Earthquake fault zones, a guide for government agencies, property owners/developers, and geoscience practitioners for assessing fault rupture hazards in California: California Geological Survey Special Publication 42 (revised 2018), 93 p. California Office of Statewide Health Planning and Development (OSHPD), 2020, Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http://www.conversation.ca.gov/cgs/rghm/psha/fault_parameters/pdf/documents /2002 _ca_ hazard maps. pdf. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Kennedy, M.P., and Tan, S.S., 2008, Geologic map of the San Diego 30' x 60' quadrangle, California: California Geological Survey, Regional Map No. 3, scale:1 :100,000, Plate 1 of 2. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2022, Civil Code, Sections 895 et seq. Iverson-Peltier Family Trust File:e:\wp21 \8400\8411 a.lge GeoSoils, Inc. Appendix Page 2 -/ ___________________________________ ..., i f ~ C I T Y OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov 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: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Iverson ADU CBR2022-4 771 1344 Bulrush Court 21 5-850-07-00 Anne Iverson and Alan Peltier New attached ADU. New patio with trellis. Residential ADU 1 New Dwelling Unit(s) 1, 176 Square Feet of Living Area in New Dwelling (ADU) Second Dwelling Unit: Square Feet of Living Area in SDU ----------------------------- Residential Additions: Net Square Feet New Area --------=------------------------ Commercial/Industrial: Net Square Feet New Area -------'------------------------City Certification of Date: Applicant Information: ----------------------------- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ~ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) 0 Vista Unified School District 1234 Arcadia Drive • Vista CA 92083 (726-2170) 0 San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) 0 Encinitas Union School District O San Dleguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of ApplicanVOwners. 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 t be incor ect, and th the Owner is the owner/developer of the above described project(s), or that the person e cuting th declarati i u orized to sign on behalf of the Owner. Signature: 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. SCHOOL DISTRICT: 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 w 1,_~chd/ 1)'). ~~IUYU ~ S/iz§SimL rte z_) ~ot NAME OF SCHOOL DISTRICT DATE PHONE NUMBER B-34 Page 2 of2 CARLSBAD UNIFIED SCHOOL DISTRICT .i225 EL CAMINO AEAt ';ARLSBA01 CA 92009 ?;" /I ~1 ~3 ('1wO) 33\-5000 Rev. 03/09 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339:2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (8-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) T ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Iverson Property AddresS/APN: 1344 Bullrush Court 215-850-07-00 -=.::.....:....:...=-=.=-=:.=..:..:..-=.::..=..:....:_--=.=:::..-=-=--=--=:..:........:=-=--------------------- Applicant Name/Co.: Anne Iverson Applicant Address: 1344 Bullrush Court Contact Phone: 760-815-8545 Contact Email: aiverson@gmail.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Meaghan Lawler DZN Partners 682 2nd Street Encinitas, CA 92024 Applicant Signature: BcvZ\ W-. S W.. ttF\ B-50 Contact Phone: 7~-§Ui•~ Contact Email: meaghan@dznpartners.com Date: 12/22/22 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown 144,012.96 IC01111n1c11onTypt [!] Residential D New construction I!!! Add~ions and alterations: D BPV < $60,000 I!!! BPV;?: $60,000 D Electrical service panel upgrade only D BPV;?: $200,000 D Nonresidential D New construction D Alterations: D BPV;?: $200,000 or additions;?: 1,000 square feet D BPV ;?: $1,000,000 D ;?: 2,000 sq. ft. new roof addition Clleclcllet"""' I Cornpltte Slctlon(e) I NotN: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of ~s conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B, 4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 2B, 3B, 4B and 5 1B, 5 1B,2B,5 Building alterations of;?: 75% existing gross floor area 2B,5 1B also applies if BPV;?: $200,000 Chedt the .,,..NIii;.,.. al notappllcable and excaplion lllms, and PRNida llptfngcalculalirMW anddalulllnlltionMMC111.,-. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more infonnation. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A [j] Residentialadditionoralterationl!:$60,000buildingpennitvaluation. □ N/A __________ _ Details of selection chosen below must be placed on the plans referencingCMC o Exception: Home energy score~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □ Attic insulation □ Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package □ Water heating Package □ Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof !!II 1992 andlater Select one option: □ Lighting package □ Water heating package Updated 4/16/2021 3 B. D Nonresidentiar new construction or alterations 2: $200,000 building pennit valuation, or additions 2: 1,000square feet. See CMC 18.21.155 and CALGreen Appendix AS D N/A AS.203.1.1 Choose one: D .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140. 5) D .3Warehousedocksealdoors. □.4DaylightdesignPAFs D.5Exhaustairheatrecovery . □ NIA AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical) □ . 90 Energy budget (Projects with indoor lighting AND mechanical) □ N/ A A5.211.1 •• □ On-site renewable energy: D N/A AS.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A A5.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) D N/A AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) D N/A • Includes hotels/motels and high-rise residential buildings ---------- •• For alterations?: $1,000,000 BPVand affecting> 75% existing gross floor area, ORalterationsthatadd 2, ODO square feet of new roof addition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1 .15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D □ □ D B. D Nonresidential new construction or alterations 2:$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feel Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If?: 1 O,OOOs.f. calculate: 15 kWdc x (GFN10,000) •• kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/202 1 4 □ Time-Dependent Valuation Method Annual TDV Energy use:*** ______ x .80= Min. system size:. ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 ( c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of thefollowing: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy D Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: 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. Updated 4/16/21 5 4. Electric Vehicle Charging A. Ii] Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. l!!!!I One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required l!!!I Exception : ADU exception D Multi-family residential· D Exception · Total Parking Spaces EVSE Spaces Proposed EVSE ( 10% of total) I Installed (50% of EVSE) I Other "Ready" I I Other "Capable" Calculations: Total EVSE spaces= .10x Total pari<ing spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest v.tlole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation2:$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation 2: $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51 -75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .1 Ox Total pari<ing spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest v.tlole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. 0 Transportation Demand Management (TDM): Nonresidential ONLY AA approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetheror noryourpermit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, t(JlhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG 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 catcuratjons: Office: 20,450 sf 1. 20,450 sf / 1000 x 20 = 409 Employee ADT 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 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TDM plan is a condition of permit issuance. ApplicantSignature:_B~ 9{\A . S V'A.tth_____ Date: 12122122 Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed):. __________________ _ Phone Number:. _____ _ Email Address: ___________________ _ Updated 4/16/2021 7