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HomeMy WebLinkAbout1331 KNOWLES AVE; ; CBR2018-2568; PermitBuilding Permit Finaled Residential Permit Print Date: 08/20/2020 Job Address: 1331 KNOWLES AVE, CARLSBAD, CA 92008-1548 Permit Type: BLDG-Residential Work Class: Single Family Detached Ci, r/0 I ity of ausbad Permit No: CBR2018-2568 Status: Closed - Finaled Parcel #: 1561641300 Valuation: $368,803.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Applied: 09/25/2018 Issued: 11/06/2019 Finaled Close Out: Inspector: LStor Final Inspection: 08/20/2020 Project Title: Description: HUELSEBUSCH: NEW 2,250 SF REPLACEMENT HOME WITH 700 SF GARAGE Applicant: Property Owner: Contractor: BA WORTHING INC HUELSEBUSCH MELODY SEPARATE PROPERTY BA WORTHING INC BROOKS WORTHING 2004 TRUST 5145 AVENIDA ENCINAS, # STE I 640 GRAND AVE. # G 1331 KNOWLES AVE CARLSBAD, CA 92008-4322 CARLSBAD, CA 92008-2365 CARLSBAD, CA 92008 (760) 729-3965 (760) 729-3965 FEE AMOUNT BUILDING PERMIT FEE ($2000+) . $1,580.95 BUILDING PLAN CHECK FEE (BLDG) $1,106.66 . ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION . $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 PUBLIC FACILITIES FEES - outside CFD $12,908.10 5B1473 GREEN BUILDING STATE STANDARDS FEE $15.00 STRONG MOTION-RESIDENTIAL . $47.94 SWPPP INSPECTION FEE TIER 1 - Medium BLDG . $246.00 SWPPP PLAN REVIEW FEE TIER 1 -MEDIUM . $55.00 WATER METER FEE 1" Displacement (P) $54.00 Total Fees: $16,528.65 Total Payments To Date: $16,528.65 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov CCity of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Est. Value PC Deposit Date __________ Job Address !7t Suite: APN:(j I I.k4 ,OO CT/Project #: Lot #: Fire Sprinklers: (29Y no Air Conditioning: (25Y no BRIEF DESCRIPTION OF WORK: t'.JEv.J 4- ...Addition/New: New SF, Deck SF, Patio SF, OO Garage SF Is this to create an Accessory Dwelling Unit? Yes I No New Fireplace? Yes / No, if yes how many? LI Remodel: SF of affected area Is the area a conversion or change of use? Yes / No El Pool/Spa: SF Additional Gas or Electrical Features? El Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No, Battery Yes / No El Reroof: El Plumbing/Mechanical/Electrical Only: El Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: ci- Name: t_. -4-4- CC -4 Address: LAIA C) iir A ,Cz'iAddress: City: C. AX State: C:.,_Zip:2oo, City: C..--.se*w State: CA Zip: <=MQQfAS Phone: _r( cc . -4-!2 cl. ZA Phone: / c 'J -c- Email: ,.JC...@ c- . Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: \ioX..u,.1 Name: P) ..A- Address: (...4O -r e Address: Lg4 ii' %me 4SA City: State: C A Zip: g 9. City: (p.r-n, State:CA Zip: Phone: -t.O -25-2-ct - 5C4 LP Phone: -(.O. 2.. c1 Email: . Co% Email: -. c.. tA Architect State License: State License: Bus. License:' 654dI. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Arl have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. C_vpç .,GS (a.JEt3tLAW(iration Date: O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DAGENT DATE: i 12.51 IP (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? .0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 180 days (Secjg,1O&44 Uniform Building Code). APPLICANT SIGNATURE: Th DATE: g /2 s, / i _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingcCarIsbadCa.gov B-I Page 2 of 2 Rev. 06/18 .jj CUT ISnTORI (LG!! R__00_-,1VT8M- iZ, .5 _01 n 0 Permit Type: BLDG-Residential 0 Application Date: 09/25/2018 Owner: TRUST HUELSEBUSCH MELODY SEPARATE PROPERTY 2004 TRUST Work Class: Single Family Detached Issue Date: 11/06/2019 Subdivision: Status: Closed - Finaled Expiration Date: 12/22/2020 Address: 1331 KNOWLES AVE lVR Number: 14161 CARLSBAD, CA 92008-1548 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0612512020 06125/2020 BLDG-33 Service 131062.2020 Passid Chris Renfro Complete change/upgrade - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/20/2020 08/20/2020 BLDG-Final Inspection 136208.2020 Passed Peter Dreibelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Thursday, August 20, 2020 0 Page 4 of 4 Permit Type: BLDG-Residential Application Date: 09/25/2018 Owner: TRUST HUELSEBUSCH MELODY SEPARATE PROPERTY 2004 TRUST Work Class: Single Family Detached Issue Date: 11/06/2019 Subdivision: Status: Closed - Finaled Expiration Date: 12/22/2020 Address: 1331 KNOWLES AVE IVR Number: 14161 CARLSBAD, CA 92008-1548 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02124/2020 02124/2020 BLDG-84 Rough 120200-2020 Failed Luke Storno Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No See contractors punchlist. BLDG-Building Deficiency February 21 2020— framing revision at Yes shearwall vent and Fire control access panels/openings, not completed Per engineers Revisions letter— not approved. BLDG-14 . . No, Frame-Steel-Bolting-Welding (Decks) . . BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 . No Rough-Ducts-Dampers 02/28/2020 02128/2020 BLDG-84 Rough 120742-2020 Partial Pass Luke Storno Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency OK to insulate No verify FAUvent location Provide letter from engineer for beam cut at at Eve BLDG-Building Deficiency V February 21 2020 - framing revision at Yes shearwall vent and Fire control access panels/openings, not completed Per engineers Revisions letter— not approved. 0310512020 03/05/2020 BLDG-16 Insulation 121470-2020 Passed Chris Renfro V Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/16/2020 03/16/2020 BLDG-17 Interior 122476.2020 Passed Michael Collins Complete Lath/Drywall V . Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-I8 Exterior I2227I-2020 Passed Michael Collins Complete Lath/Drywall V Checklist Item COMMENTS Passed BLDG-Building Deficiency V Yes 03125/2020 03/2512020 BLDG-23 123143-2020 Passed Michael Collins Complete Gas/Test/Repairs V Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, August 20, 2020 . Page 3 of 4 Permit Type: BLDG-Residential Application Date: 09/25/2018 Owner: TRUST HUELSEBUSCH MELODY I SEPARATE PROPERTY 2004 TRUST Work Class: Single Family Detached Issue Date: 11/06/2019 Subdivision: Status: Closed - Finaled Expiration Date: 12/22/2020, Address: 1331 KNOWLES AVE IVR Number: 14161 CARLSBAD, CA 92008-1548 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status - Checklist Item COMMENTS Passed BLDG-Building Deficiency No 12/27/2019 12/27/2019 BLDG-15 Roof/ReRoof 114829-2019 Partial Pass Paul York Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No - 12/31/2019 12131/2019 BLDG-15 Roof/ReRoof 115043-2019 Passed Luke Storno Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/28/2020 01/28/2020 BLDG-13 Shear 11 7676-2020 Passed Luke Storno Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to wrap RFI required for shearwall No openings; multiple locations. 02/20/2020 02/20/2020 BLDG-84 Rough 119890-2020, Cancelled Luke Storno Reinspection Incomplete - Combo(I4,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-14 Na Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 • No Rough-Ducts-Dampers 02/21/2020 02/21/2020 BLDG-84 Rough 120059-2020 Failed Tony Alvarado ' Reinspection Incomplete Combo(14,24,34,44) . Checklist Item COMMENTS Passed BLDG-Building Deficiency February 21 2020— framing revision at Yes shearwall vent and Fire control access panels/openings, not completed Per engineers Revisions letter— not approved. BLDG-14 No Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Topout No BLDG-34 Rough Electrical - No BLDG-44 No Rough-Ducts-Dampers Thursday, August 20, 2020 Page 2 of 4 Building Permit Inspection History Finaled (ity of Carlsbad Permit Type: BLDG-Residential Application Date: 09/25/2018 Owner: TRUST HUELSEBUSCH MELODY SEPARATE PROPERTY 2004 TRUST Work Class: Single Family Detached Issue Date: 11/06/2019 Subdivision: Status: Closed - Finaled Expiration Date: 12/22/2020 Address: 1331 KNOWLES AVE CARLSBAD, CA 92008-1548 IVR Number: 14161 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11/13/2019 11/13/2019 BLDG-81 Underground 110490-2019 Failed Paul Burnette Reinspection Incomplete Com6o(11,12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-il Foundation-Ftg-Piers No (Rebar) BLDG-12 Steel-Bond Beam No BLDG-21 No Underground-Underfloor Plumbing BLDG-31 No Underground-Conduit Wring 11/18/2019 11/18/2019 BLDG-11 111123.2019 Failed Luke Storno Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-21 111124-2019 Failed Luke Storno Reinspection Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No 11/19/2019 11/19/2019 BLDG-11 111333-2019 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Need to submit changes and update City Yes Plans of interior foundation to match as-built. BLDG-21 111334-2019 Partial Pass Chris Renfro Reinspection Incomplete Underground!Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/25/2019 11/2512019 BLDG-11 111940.2019 Passed Luke Storno Complete FoundationlFtg/Piers (Rebar) Thursday, August 20, 2020 Page 1 of 4 cea ;o I - c2 5 133 RECEIVED CITY OF CARLSBAD (CitY of NOV 04 2019 Carlsbad RESIDENTIAL GRADING INSPECTION CHECKLIST CM&I DIVISION FOR COMMERCIAL PARTIAL SITE RELEASE PROJECT INSPECTOR: L&ti fA()frT)Ck. DATE:___________ PROJETID b_b3tS-OD J GRADING PERMIT NO. 6-12..I?_-004 a. LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE = COMPLETE • 0= Incomplete or unacceptable 1st 2nd. / 1. Site access to requested lot/lots adequate and logically grouped including.,lots used /V 'T for storage. 2. ite erosion co'n'trol measures installed, including planted basins. 3. Site security and fencing for separation of construction activity and the public. 7 4. Letter from Owner! Dev. requesting partial release of specific lots, pads or bldg. (Single family home exempt) 17 5. 8W x 11" site plan (attachment) showing requested building lot/lots. V 6. Compaction report from soils engineer submitted including slopes. 7. EOW certification of work done with finished pad elevations matching plan elevations of specific lots to be released and certification letter that basins are constructed as per approved plans. (\f — 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. J .4- 9. Fully functional fire hydrants within 350 feet of building combustibles. • 1¼! 10. Retaining.walls installed. Slope landscape proceeding as per approved plan. Ii. Type II TC-1 stabilized construction entrance for all lots used for storage and site egress. ft/ 12. On-site underground utilities installed and stubbed out to property line. 13. Streets are based paved, including curb and gutters. j" Partial release of grading for the above stated lots is approved forthe purpose of building permit issuance. Issuance of building permits is still subject to all normal city requirements required pursuant to the building permit process. LII Partial release of the site is denied for the following reasons: 11/4/19 Atey, Municipal Projects Manager / Date Public Works Construction Management & Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2780 1760-438-4178 fax PCSD Engineering Corp - 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Job #: :,w.p Page: 1 of Date: 13149 Engineer: rAid ci IstenW$ >xn .- Fcin J1kA4 '2ac12- OM'. c'.O't id Iv'.r, P4cPJW e.TJ siru 2..I2— ro •TJ i .-1 wrLb I -sLL . .ThL IO'-c7' PACMSPAM laf t3-d &• )?'.. A wa ?r,sc0uxIct & cn f',uIOV.. 3c 61o64 t TOP 'ttH o Docr MAUUMA4 u.k %1f4LL4L. bi/ AN. I I#s SIDE OF 0964U.4 gA%L. /cru uC$I Coiu vct.tP - City of Carlsbad NOV 192019 BUILDING DIVISION ty Of Carlsbad NOV FORM AND SETBACK CERTIFIcft6I BUILDING DIVISION NOVEMBER 15, 2019 CORD Copy CITY OF CARLSBAD CONSTRUCTION MANAGEMENT AND INSPECTION 1635 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008-7314 ATTN: PAUL BURNETTE SUBJECT: PARCEL B OF CITY OF CARLSBAD LOT SPLIT MAP NO. 38 (RECORDED MARCH 10, 1966) APN 156-164-13 ADDRESS: 1331 KNOWLES AVENUE CARLSBAD, CALIFORNIA 92008 BUILDING PERMIT NO. CBR20I8-2568 A FORM AND SETBACK SURVEY WAS PERFORMEDON NOVEMBER 14,2019 ON THE LOT MENTIONED ABOVE. BASED ON THEINFORMATION GATHERED FROM THE SURVEY, I HEREBY STATE THAT THE HOUSE AND GARAGE FORMS FOR THE AFORE-MENTIONED LOT HAVE BEEN CHECKED AND FOUND TO BE IN CON- FORMANCE WITH THE APPROVED PLANS DATED NOVEMBER 23, 2019. ALSO, THE NORTHEAST CORNER OF THE HOUSE WAS FOUND TO BE A DISTANCE OF 20.04 Ft MEASURED AT RIGHT ANGLES FROM THE NORTH LINE OF THE AFORE-MENTIONED LOT. SINCERELY, HEIGHT CERTIFICATION RECEIVED JANUARY 7 2020 JAN 2 9 2020 CITY OF CARLSBAD CITY OF CARLSBAD CONSTRUCTION MANAGEMENT AND INSPECTION BUILDING DIVISION 1635 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008-7314 ATTN: PAUL BURNETE SUBJECT: PARCEL B OF CITY OF CARLSBAD LOT SPLIT MAP NO. 38 (RECORDED MARCH 10, 1966) APNI56-164-13 ____ OW ADDRESS:L1331 KNLES AVENUE CARLSBAD, CALIFORNIA 92008 BUILDING PERMIT NO. CBR20I8-2568 A HEIGHT SURVEY WAS PERFORMED ON JANUARY 6, 2020 ON-THE LOT MENTIONED ABOVE. BASED ON THE INFORMATION GATHERED FROM THE SURVEY, I HEREBY STATE THAT THE HOUSE HEIGHT FOR THE AFORE- MENTIONED LOT HAS BEEN CHECKED AND FOUND TO BE IN CONFORMANCE WITH THE APPROVED PLANS DATED NOVEMBER 23, 2019. THE HEIGHT SHOWN ON APPROVED PLANS = 29.33'- THE HEIGHT MEASURED = 28.95' (ROOF RIDGE LINE ELEV. 159.28' MINUS FS ELEV. 130.33'= 28.95') SINCERELY, NOVEMBER 15, 2019 liLJj)wtm I - ' " HU]3LSEBUSCH RESIDENC NOV 19 2019 ILDING DIVIS ON RECORD COPY N KNOWLES AVENUE SCALE. r=20' 100.00' I ...... 10' HOUSE AR(E .......................: .:..; No cs I I I 01 L SETBACK LINE- - - 100.00' VUTdU rLi S PCSD Engineering Corp 3529 Coastvlew Court Carlsbad,.CA 92010 Ph: 760-207-1885 Job #: 2. Page: I Of Date: Engineer: "Umsr. ivwm Y Of Carlsbad Vkio. RECORD Cop'yCt .. MAR 0 5 2020 BEAM SLO?E. CUT-.- BUILDING DIVISION - 6Kp1' IM S..oPE. cur Vf 00 BE.*1 e. j-oap 1J4TtSFa-.J t'(Z.DLIDVO )il*i. ¶'IL' OP WEL. IiL%GWI .A M4H •EJo I iac. PA'3. Cu~isnw.0 Posw EsGli A SAFEbuittCornpany DATE: 11/01/2019 JURISDlCTlON:iiCar1sbad PLAN CHECK #.: CBR2018-2568 SET: III PROJECT ADDRESS: 1331 Knowles Ave PROJECT NAME: SFD for Huelsebusch 13 APPLICANT JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. E The applicant's copy of the check list has been sent to: B. A. Worthing, Inc. EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brooks Worthing Date contacted: 111i I Jq (by: Mail Telephone Fax In Person Telephone #: 760-729-3965 Email: baworthing(ci mail. com admincthisisbawinc.com REMARKS: Please check with the City if your permit application ralready been expired. By: Bert Domingo Enclosures: M 174 e,yicG) EsGil 10/7/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGfl A SAFEbui1Company DATE: October 10, 2019 JURISDICTION: Carlsbad PLAN CHECK #.: cBl282568 SIII PROJECT ADDRESS: 1331 Knowles Ave PROJECT NAME: SFD for Huelsebusch U APPLICANT U JURIS. El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: B. A. Worthing, Inc. EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. ntacted: Brooks Worthing Telephone #: 760-729-3965 /O1by'f,) Email: baworthing@gmail.com Mail Telephone Fax In Person I REMARKS: By: Abe Doliente Enclosures: EsGil' 10/7/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 18-2568 October 10, 2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures will be verified before the plans are approved. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures will be verified before the plans are approved. GARAGE AND CARPORTS 16. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. Include the word "SELF-LATCHING" for door J on sheet Al of t he plans. FOUNDATION REQUIREMENTS 18. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. Response was: See attached letter. EsGil did not receive the soil engineer's letter. Carlsbad CBR2018-2568 October 10, 2019 STRUCTURAL Show a total of 16.5 ft of shear wall type 8 along grid line I as called out on page 19 of the structural calculations. Refer to sheets A7.0 and A8.0 of the plans. Show a total of 11.83 ft of shear wall type 11 along rid line A as called out on page 23 of the structural calculations. Refer to sheets A7.0 and A8.0 of the plans. Revise the calculations for the pad footings on page 24 to show the correct size, reinforcements and the allowable loads. RESIDENTIAL GREEN BUILDING STANDARDS 31. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Revise the note in the first paragraph under the Fixture flow Rates table on sheet G2.0 to comply with this. MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at EsGil. Thank you. 11 EsGil A SAFEbui1tCompany DATE: October 4, 2018 JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-2568 SET: I PROJECT ADDRESS: 1331 Knowles Ave PROJECT NAME: SFD for Huelsebusch APPLICANT ' JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficIencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: B. A. Worthing, Inc. LII EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brooks Worthing Date contacted 1010W (by—f) Fax In Person El REMAR Telephone #: 760-729-3965 Email: baworthing@gmail.com By: Abe Doliente EsGil 9/27/18 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 18-2 568 October 4, 2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-2568 JURISDICTION: Carlsbad PROJECT ADDRESS: 1331 Knowles Ave FLOOR AREA: SFD - 2250 SF Garage - 680 SF; Deck - 229 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: October 4, 2018 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/27/18 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2018-2568 October 4, 2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures will be verified before the plans are approved. 2. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures will be verified before the plans are approved. 3. Include on the Title Sheet of the plans the gross floor area of the garage (680 SF), and the decks (229 SF). Section R106.2. STAIRWAYS, AND RAILINGS 4. Provide stairway and landing details. Section R31 1.7. Show these details and dimensions on the plans. Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6'-8". Minimum width is 36". The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 5. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5.1. XQ3 51 O bzdh • JO& wen ;W01 11,Tdia Jpi., roi en.or rydi nt bt &ipa riohr 13'11 icn riq lo 4e RRFDIT; eipq iunl\emmo3 to enc o 1sa ete1qrriO no ni b fuitdut d n hxio olbq: io trnbe:-n :swowfo lo ) c1t o oeb ;ioai ii1tnt t,ri su3kl to &a b1 ftii viic3CJ . -O(QJ) P 300 .43 ,bsduQ ,vA Vbs1b1 Cth ,;neict Qoni'iu bckhs3 srnetnEI Wiirirlrlq b iAi'3 erti o 2nf.lq &il el IVVv1D erft XYS ..1miuo.G !sqonO oco 'za o r' bbm cvn ni8 S' 10 ir gnimscr ds ibO I8&tt$b St) ,CStc.2 A3 1 etJ ,i,2 i3O io! 1r1em iqcQ psibluA bsdehs3 to :i:O. srij at ib 2h0qe1 rotsk or r, 2tmi1csO 31tI brie. pnhri1rn3 niñ9 SdI c$ iiQ 1 Yd bt :ic d Ion t;w no PS0,0vihiib b€flimdia gig Jcnzcis1q :TCH4 Nd w3:vaililito ir1mfD:q9O bris gjnhnipn3 4AJ iciiJo1 athnoqi nu1cq i a bwi3 9d burn rijqo tri HA 9d 1 w a m L,1sr;2 .(øbo3.nuk..eyu'i brw csro1,E3) .ncs6q€1q . .bs'oiqqr 1s c.iIq tit tiotsd bsthsv 1rfrcjuiMnc. rnboow isiioinsvnoo iroit init3veb anE Iq 1C) Orri bko!h -D1sj in i3 eiii ci belsoa bris benc rioiOz• tiubuije . -milrZiuniza lelufajija diw priOIE no 'q3q iifl lot di oq&i JirLri 303db9hLv ed lliwteiu)srii8 .(bc3 2 oh 51Y1 hn &,snu8 imlY, •boiuqs 61f3 rufq erb G) 9Lwfon sdi k €ms locd9 a.cit chi 3k E,rhl :ol arjU 'jjT er no c huloni.0 .OlI noi2 .(R C' oil? ono -. • OVttIA CI1A • • I bcs hiofebt1i won3 It F.A floi,8 .2110iob Qnihioi bn nw isle.vrrc , J• ;;t1 o oriorrrib efli moil ti(fl Pi ni.n rnjtnirirn hu' i ii rru'jmixM (G ai nui m rnnrr iii .ncn or al rfl icr •4lodi(o1q çiaoi ."alroj rnurnriiM (d • ."C i rIbv1 rnrnicii? • (c • • wit texe ;or flada aiiZia to 11pill kme nfrthw iftled ieh etei oriT (b irtth tr€ ndfliv, atqtib bru. 1zn ciT .0,00t 6\C ps-rd oiom yd t2eHGm; doni 8\ çjçrJ corn ic1 I5rn2 it basoxe for, IIt risi1u r1I 1irm or, ob ebsmj fl30w3sd thieo cit It txtLrrttq ykio z10 Z,,0J-1rqO - • * i . I'Fi tICIR-)sa 1q islemz1h,g, lo isq Carlsbad CBR2018-2568 October 4, 2018 6. A nosing (between %" and 1-%") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.5.3. 7. Handrails (Section R311.7.8): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-% inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 144 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. 8. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. If a door occurs at the landing, such dimension need not exceed 36 inches. Section R311.7.6. Exception: At the top of an interior flight of stairs, provided a door does not swing over the stairs. Show dimensions on the plans. ROOFS/DECKS/BALCONIES 9. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 10. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. CBC Section 2304.12.2.5, as amended by emergency building standards. 11. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 12. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. ±18d1St) ho iliw asiriit no bsbivoi 'i IJrie r't t ' rived) pijori A .not3 .roni o1 is i dtot bseet iriJ Ii hsiiip I ori ofrl :rtitas'xJ t'C3• :(8A iCR noie) *iii1bnt3H 'O1iiO lliOf Ii1W ys f loss to 9bia ano tesf n t'ebivoa ed !IrU3 ( bns bsr.t nwn vxds '8C o' %%E, cci hei-Aa anoian'slylu allsibrieH (d .ai0Jr1tHO' F.1 ion iOrl -1 ris'ii 2et Inn d' i1I irid lo ;oii qibui iT (3 .8..tFC$i rot:'R .co2nemb I oio-aoi3 rd')r!I S icr'I EnQrrf .v1fli$iI ioi ntwid z1rii -i tet IS tvtl I1s18 &sv moll n1r oq ibnH I1bn2c sri biB lifV! Bii io cniBnun,t b'bmo evert io bemistem ed 11i1e ahio1Effl lo bii (3 thn'd o n iibci bivam nokc3mth t evii HOF grtlbi,sl sw;iie 1c3vE1 r3a .rihni srt au3o1Qab f ti .tUhiwfW1Ii? 91U oi kp4 tasot ,bvii qot eiii A rioc x3 .8. I' tC1 rsoiis ba3x3 101 hn noinrnib• worip,ne ei1 iyo pniwa ion ob i'oo s b9hivolt .cw13,10 ft1çjfl w1w3m ns to - anzlq Mi 'io 11cz.rfornib rftiw bsbivoiq ed !k3rla c1 *sb bris einooI ,ohexe tuow ru nIrnsi1 tct QE\t redtaIiori rseA nothIiinev aaouo 99JI Jena ebiviq irii rino yd nbnrnu LC ,O.I'AOC roize 383 ..eqe drs sa ti lo •bi~b. '-p gnibliud ypriagismo ed 11sriz eooff 61dsermea-ui;om j-,ouquatarli u)l3sb bras jritX1id iooW -o-ijiiorn erIJ, uobi,u rniaa ushusd siuiiorn uoivq:ni ns.rftiw bbivoiq b8bnms ze noiio- 383 •esntsub eiiiieoq riiiw iooI1 sldsenneq .2bTebnaa gnibliud priopigme id niottnia oGi1J3eb ed o r;o)t3rrnpfr;i r.fwotlot e1i 2cuq ofli no k'q8 :r F.Or5I q :isdrnun\emsri buhoiq bn13 eiric wtaostunrAl is JFJUpC10 1$dc'LJfl IsVc1qqE 331 (d IiW b&mo iefti hc'bo uo) aiii6 ml noitr.Onav beii i iit woi iv n•uminrr; .c1T (rne1Ii thcn to aisbnu&-i-(J o sjii.b biiqt c sipm Ion lud) ir-. niV2, to OOU io) c9le 3i6 k ocrr 41 &OS woia .(obiu out w!so '& nsr1 eotn er -.1 tn', botiupsi rt (Tod flt'lt S.M.-bfi noibc .hebwoq SIS t1G bt31iU9i S1S B011 2,1IC i(J tO; pt• r Carlsbad CBR2018-2568 October 4, 2018 13. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 14. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to Y4" maximum openings. Section R806.1. 15. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. GARAGE AND CARPORTS 16. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. FOUNDATION REQUIREMENTS 17. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the 'contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive, characteristics and bearing capacity conform to the soils report." 18. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 19. Show minimum underfloor access of 16" x 24". Section R408.4. 20. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. oA; bcFLiZ UJ& s' o watt ssil rft iiaokioi iIslient .b€1èni iiev evi eierM lool -3 bris hoi&ian ErJnswJ8d D9bivrf0 d Urta eq is to i o rnrniriim ' 1i, 96i .idq it.ni tri MA.kidi 3r1 I))t 1fTIC3JS oT ric,rIa p,9o-i'ittci iot b393n; ea o' #M ya rn drnrn e-:)nGiiEsizr C.8033 naii3o r'Jiw io sd tirit jriinqo IQIriV JA" :cri1q itf no .rfri9ço rnU1I1XA)cT o7 rnumtnrn '\t IWW fiirn tcrn rtooic urU .asriU k ;i3 (a'fmA .riiw 3i J3 1L ad nom eA rnrU aetV) c -2*.:rs &li r.1 trrl hr ttofl91 mumiirn i' bcstaool ad tkrte ,(.fl .p OC 'WQ !) aals. aft• 4E4vc-,qvz rase 01 bbivo'iq at .3r1p:b fPO31bEtcM T& bi 1QI63C1 1C vftb€n 13(I. 10 0(L'p1 ?ioqx) Ob;*ft:30AilAiD V - c i, Olm, bi!c '')F-t oob n____tj 6'w fie t risv460 nrwo ot as • em3rJi11tuoR YTA'iUOI ir1} W3IV31 efl.\3f L(V n1r1Otct 1)antjr) !0) 'utt. rHbtitj 6 Qrv1eupe1 10 d1 0, 01' rs1 r rviot 1 t ri o' r'ibIkd t341 --zivbs itd !ioa srb 1rosn ric1sb;u 1mni'3 - V V :i!3ri1 niiiw rn k10 1iiaqti alici? .tf it.W r-ii bstqaiq w bsq prilillud wiT ( b.,bqqrx hns b¼d iicaoq ñtd Ovqrl a:13roi.t iliu i1T (ci • - bl!6 iti191Qth(1a ovinsqx :iaa erft . 6iv13zx•9 (o ''bawl aio •1i Of i to u3 yii3LqE) pn -16cJ V ci1q iIO;thfl;j0i 1S.'D gtiimttnci I 9fl1pj'l$ alloa.061 ricnt 191i 13 ebiv,iq - neci and 2FfjJ bflS b)V 3iL9I flVd hr 3VflR onibp hiqoq ais iii nr rIrr'rn1,3t eiit isril b.rnrni1&b V • • V - V •n9rnuob noijnuileftoo oril diii b7oqio3r.. V V • Tfl to Ior• rnutnm • M r V to rT •pa 034 F rbs o'i. .• pe t o7 lsu noilsiLln6v cbu m iriin wor1 3 ' VV edi 'a 19O3 rk9 to riiciiw ad Ostia jnItio rtoua sn-a .søis icjcIhehrw V V V F 8O) n133 4flIbJC( Carlsbad CBR20 18-2568 October 4, 2018 STRUCTURAL Provide supporting structural design calculations to show how you arrived at the proposed beams, pad footings, shear walls and hold downs on sheets A7.0. A8.0 and A9.0 of the plans. A complete structural check will be performed when correction item 21 is complied with. ELECTRICAL For a single-family dwelling unit, show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. A balcony, deck, or porch that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 210.52(D). Recheck the lavatory at bath 206. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70(A). PLUMBING An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407, 408, 411,412. RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. In addition to the notes for "Green Building Code Requirements" shown on the plans, revise the following to comply with the current codes. Carlsbad CBR20 18-2568 October 4, 2018 Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle 1 Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm © 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFI R, MR, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Carlsbad CBR20 18-2568 October 4, 2018 34. Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two family dwellings and townhomes with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. 35. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. C) The "B" vent installed in a straight øosition from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) d) A 120 volt receptacle accessible to the heater installed within 3'. 36. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 MISCELLANEOUS 37. Sheet A-1.0 refers the section at the garage as C/Al 0.0. This should be C/AIO.0. 38. Sheet AIO.I shows two Cross Section B. The section shown at the upper left corner of the sheet should be labeled Cross Section E. 39. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 40. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 ' Carlsbad CBR2018-2568 October 4, 2018 41. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at EsGil. Thank you. Carlsbad CBR20 18-2 568 October 4, 2018 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-2568 PREPARED BY: Abe Doliente DATE: October 4, 2018 BUILDING ADDRESS: 1331 Knowles Ave BUILDING OCCUPANCY: R3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD 2250 Garage 680 Deck 229 Air Conditioning Fire Sprinklers TOTAL VALUE 368,803 Jurisdiction Code lcb JBy Ordinance 11997 USC Building Permit Fee NJ 11997 -UBC Plan Check Fee [j Type of Review: Pr. Complete Review i Structural Only ri Repetitive Fee - [j Repeats ri Other 1771 Hourly 1Hr.@* EsGil Fee $964.421 Comments: Sheet 1 of 1 ) 3529 Coastvlew Ct- Carlsbad, CA 92010 ?*vi_st.1.n 9*.iplq. i eiepnorve i'u; zu mu - matt: 5.2 Lateral Desi2n & Analysis (cont) Gridline 24 % ( 8922 x 0.24 = 2141 #) + J 9S9 q• = .06 Of IF OTF = 2503 lbs. kAP Gridline (?) 50 % ( 8922 x 0.50 = 4461 #) 4461 Lbs. + 3551 V = 13.5 ft. = 593 nlf £ øP JOB 18-285 SHEET NO IS OF CALCULATED BY PSC DATE 7/30/18 CHECK BY ____DATE SCALE — .- - v,vv- 07FO = 5935 lbs. tMj4 USE 4x4 w/ HDU8 Gridline (i). 13 % ( 8922 x 0.13 = 1160 #) 1160 lbs. + 0 V = 2 ft. = 580 plf • Gridline (7) 13 % ( 8922 x 0.13 1160 #) 1160 lbs. + 1562 V = 10 ft. = 272 ph' : Si OTF = 2722 lbs. HDU2 OESSIO4s\ Co cc CL z S> Ci'J'- -J OF C CAIkb %6' '2V(4 i JOB SHEET NO CALCULATED CHECK BY 3529 Coastview Ct-Cailsbad, CA 92010 SCALE - Telephone (760) 207-1885 - Email: paulpcsd@gmail.com 52 Lateral Design & Analysis (coat) Gridline ( A) , 25 % ( 5506 x 0,25 = 1377 #) - V = 9 = 1377 lbs. + 3137 plf4 42.7 ?F OTF 3052 lbs. Gridline ) so % ( 5506 x 0.50 = 2753 #) 2753 lbs. + 18-285 OF DATE 7/30/18 DATE V = 7 ft. = 393 plf' ¶ttr '4- sw,. OTF = 3146 lbs. 0.25 = 132.. #) 1377 lbs. + 3137 V = 30.6 ft. = 148 plf OTF = 1475 lbs. USE 44 wi USE 4x4 wl O5712 f'/ii . L •• cor 45F, C7ttgsw,i BMI Dig. 3529 Coastvlew Ct - Carlsbad, CA 92010 ZMtiii1ruig Telephone (760) 207-1885 -Email: paul.pcsdgry 6.0 EQUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 pif width = 1125 plf 0.75 ft (MIN.) => 9 INCHES (MIN.) 1500 psf JOB 18-285 SHEET NO OFj CALCULATED DATE 7/30/18 CHECK BY DATE SCALE ASBP = 100 psf USE IS "WIDE CONTIN. FTG WI 2-# 4 TOP AND BOTTOM & EMBED. 18 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING P 1 = 1500 * 15 0 48 12 12 P,jj= 7500 lbs ISUJSi I 2(D.s6) I 6 PAD DESIGN PAD P-1. 22 SIZE SQUARE x 18 " THK W/ j -# 4 EACH WAY ".SQU ARE, x .18. "ThK. WI 5 4 4 EACH WAY LOAD P= 1500 2 2 tnax = 6000 lbs 1500. * 2.2 Pmax 6000 lbs ( co- ol7ie2'' ä /4uiiic * r1NJ civ LI PCSD Engineering Corp 3529 Coastvew Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations New Residence Client Melody Huelsebusch 1331 Knowles Avenue Carlsbad, CA 92006 Project Huelsebusch Residence 1331 Knowles Avenue RCE C57182, exp. 12131/19 July 30, 2018 PCSD File #: 18-285 c6fArms -P57(08 Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885- Email: paul.pcsdgmail.com 1.0 Design Criteria: Huelsebusch Residence 18-285 Code: 2016 California Building Code - ASCE 7-10 Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DFIDF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Mm. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood -Joists: TIll 110,210,230,360,560 iCC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Parallam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Mm. fm = 1800 psi @ 28 days. Grout: Coarse Grout wl 3/8" Max. Aggregate per ASTM C476-91, Mm. f'm = 2000 psi @ 28 days. Reinforcing Steel:. #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: . ASTM A615-40 (Fy =40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botls & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: :'cuivtoaew 1av2ffo .494'f 3529 Coastview Ct - Carlsbad, CA 92010 U1-1b -maiI: JOB 18-285 SHEET NO OF_________ CALCULATED BY PSC DATE7/30/18 CHECK BY DATE SCALE 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 5.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 14.0 psf LL = 20.0 psf Total Load = 34.0 psf 2.2 Roof (wl ceilin Roofing 5.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf Insulation and Misc. 1.7 psf £DL - 11.0 psf LL = 20.0 psf Total Load = 31.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf ZDL = 6.0 psf LL = 10.0 psf Total Load = 16.0 psf 2.4 Walls Exterior Wall 7/8" Stucco 9.0 psf 15/32" Sheathing 1.5 psf 2x4 Studs ® 16" o.c. 1.1 psf 5/8" Gypsum Bd. 2.8 psf Misc. 0.6 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf 1.1 psf 2.3 psf DL 8.0 psf DL = 15.0 psf I/t4.*ia 1aa j o 3529 Coastview Ct - Carlsbad, CA 92010 207-1585 -. Email: JOB 18-285 SHEET NO OF________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE Ps = AKzt*l*Ps30 (ASCE 7-Equation 6-1) P = 26.6 psf P = 16.0 psf (*0.6 - ASD) 2.7 Seismic Sms = F.S. 2.0 LOAD LIST (CONTIN 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2x F.J. 3.5 psf 5/8" Gyp. B1. 2.3 psf Insulation and Misc. 0.9 psf DL = 15.0 psf ILL = 40.0 psf Total Load = 55.0 psf 2.6 Wind SMS= 1.188 SOS = (2/3) SMS (11.4-3) S0s= 0.792 SOS Cs- (M) Cs= 0.122 USE: V= CWDL USGS APPLICATION S= 1.136 S= 0.436 Fa 1.05 F= 1.56 R= 6.5 1= 1.00 h= 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S1 < (11.6 ASCE 7-10) St>0.04 (11.4.1 ASCE 7-10) Ss,015 T. =C,* = 0.224 Ta < (0.8)Ts, OK TS= 51/S05.. 0.455 1.0 Ta<0.5 WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = B A = 1.00 (fig. 6-3) Ps30 26.6 psf (fig. 6-3) Kzt= 1.00 (fig. 6-4) I = 1.0 (table 11.5-1) V= 0.122 WDL Seismic Design Category: D ASD BASE SHE CW0 YAW 1.4 VASD 0.087 WDL 1.1*) 1$) 3lU USGS Design Maps Summary Report User—Specified Input Report Title Huelsebusch Fri July 27, 2018 20:43:56 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.166970N, 117.3411°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/Il/Ill USGS—Provided Output Sç = 1.136g S= 1.188g S= 0.792g FcLoM6 S1 = 0.436 g SmIL = 0.682 9 SDI = 0.455 g • For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. AIC& Rponse spectrum Oesn Response Spectrum For PGA,, TL, C, and CRL values, please view the detailed rep. Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. ] F 0 R T E' MEMBER REPORT Roof Framing, (RR-1) Rafters PASSED 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 @ 24" OC 41 + 0 + 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Member Reaction (Ibs) 607 @ 2 1/2' 3281 (3.50') Passed (19%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 528 @ 1' 1/4" 2081 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2241 @ 7'9 1/2" 2537 Passed (88%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defi. (in) 0.334 @ 7'9 1/2' 0.533 Passed (L/574) -- 1.0 D + 1.0 It (All Spans) Total Load Dell. (In) 0.651. li T 9 1/2" 1 0.799 Passed (11295) -- 1.0 D + 1.0 It (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Li): Top compression edge must be braced at 4'4" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" c/c unless detailed otherwise. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. % 1 - Beveled Plate - OF _ 3.50" 3.50" 1.50" 296 312 608 810c1dng 2- Beveled Plate - OF 3.50" 3.50" 1.50" 296 1 312 608 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the Mi load Is applied to the member being designed. 110i 01*0111 1 - Uniform (PSF) 0 to 15'?" 24' 18.0 20.0 Roof System:Roof Member Type: 1olst Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 4/12 SUSTAINABLE FORESTRY iNiflAlivE Weyerhaeuser warrants that the slllog of Its products will be In accordance with Weyerhaeuser product design cdbala and published design values. Weyerhaeuser espressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is .4atier (Aba Board, .aodd oaisao 4ss .9lsss)aernatalrage&yThtssadNaes P,cductsmwwfaca,.rzdal Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.corn/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator Job Notes I Paul Christenson PCSO Engineering (780) 207-1885 paui.pcsd@gmaii.com 8/8/2018 4:26:34 PM Forte v5.4, Design Engine: V7.1.1.3 Huelsebusch. 4te Page 1 of 1 I F 0 R T E MEMBER REPORT Roof Framing, (RB-I) H Bm 1 piece(s) 6 x 12 Douglas Fir-Larch No. 1 Overall Sloped Length: 24' 6 PASSED + 0 4. 0 All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal. Member Reaction (Ibs) 2S66 023-4- 5156 (1.50") Passed (50%) -- 1.0 D + 1.0 Li (Alt Spans) Shear (Ibs) 2229 @22' 4 13/16" 8960 Passed (25%) 1.25 1.0 D + 1.0 Li (Alt Spans) Moment (R-lbs) 10217 @ 14' 7 5/8' 17048 Passed (60%) 1.25 TO D + 1.0 Li (Alt Spans) Live Load Deft. (In) 0.419 @ 13'6 1/2" 0.697 Passed (11600) -- 1.0 D + 1.0 Li (Alt Spans) Total Load Deli. (In) 0.783 0 13' 6 3/16" 1 1.046 1 Passed ((1320) -- 1.0 D + 1.0 Li (Alt Spans) Deflection criteria: U. (1./360) and IL (t/240). Overhang deflection criteria: U. (2L/360) and 11(211240). Top Edge Bracing (Lu): Top compression edge must be braced at 24 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 0/c unless detailed otherwise. Upward deflection on left cantilever exceeds overhang deflection criteria. Applicable calculations are based on NDS. 1-Beveled Plate - SPF 3.50' 3.50' 1.50" 793 790 1583 BlockIng 2-Hanger on 111/2" SPF beam 3.50' Hanger1 1.50" 1172 1394 2566 See note1 alocldng Panels are as to ceny no loads applied directly above them and the lull load Is applied to the member being designed. At hanger supports, the blat Bearing dimension Is equal to the width of the material that is supporting the hanger I See Connector grid below for additional Information and/or requirements. System : Roof Member Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 2.83/12 Stv k$Mdde *4!iSetit Ianat 1Lt fcM FN$I MNSts *ie et*f 2 - Face Mount inga Connector not found I N/A J N/A N/A N/A o - Self Weight (PLF) 0 to 23'4" N/A 16.0 I -Tapered (PLF) 0 to 2' 915/16" N/A 0.0 to 40.6 0.0 to 56.6 Generated from Roof Geomeft 2-Tapered(PLF) 2'915/1to23' N/A 0.0t0144.5 0.0t0205.1 Generated BomRoof I Geometry SUSTAINABLE FORESTRY iNiTiATiVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall pro)ect Accessories (Rim Board, Bioddng Panels and Squash tsode) are not designed by this sotavare. Products manufactured at Weyerhaeuser fOdildes are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1 153 and ESR-1387 and/or tested in accordance with applicable ASIM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.werhaeuser.conwoodpmductdocument.library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Paul Christenson PCSD Engineering (760) 207-1885 paui.pcsdgmaiI.com Notes. :::- ;.::.-.. :: . •. . 8/15/2018 7:53:58 AM Forte v5.4, Design Engine: V7.1.1.3 Hue!sebusch.41e Page 1 of 1 1 F 0 R T E MEMBER REPORT Roof Framing, (RB-2) Ridge Bm 1 piece(s) 6 x 12 Douglas Fir-Larch No. 1 Overall Length: IT 7" PASSED ~j + 0 1" El , 12J All locations are measured from the outside face of left support (or left cantilever end)AU dimensions are horizontal. Passed (74%) -- 1.0 0 + 1.0 Lr (All Spans) Member Reaction (Ibs) 3891 © 2° 5259 (2.25) Shear (Ibs) 3378 © 1'3" 8960 Passed (38%) 1.25 1.0 0 + 1.0 Lr (All Spans) Moment (Ft-Ibs) 16659 @ 8' 9 1/2" 17048 Passed (98%) 1.25 1.0 0 + 1.0 Lr (All Spans) Uve Load Dell. (In) 0.505 @ 8'9 1/2° 0.575 Passed (11410) -- 1.0 D + 1.0 Lr (Al Spans) Total Load Dell. (In) 0.889 @8' 9 1/2" 1 0.900 1 Passed (1./233) 1 -- 1.0 0 + 1.0 Lr (All Spans) uenecoon crt&ana: U. (IJ0U) aria I I. (LIJU). Top Edge Bracing (Lu): Top compression edge must be braced at 16' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17 5° 0/c unless detailed otherwise. Applicable calculations are based on NDS. 00 1 - Stud wall - SPF 3.50" 2.25 1.66" 1701 2235 3936 11/4" Rim Board 2. Stud wall - SPF 3.50 2.25° 1.66' 1701 2235 3936 11/4" Rim Board mm ocaro is assumeo to carry air mass appirea otrecay aeove it, cypassing me member being designed. :%.REM t(SIdø$ $ WIdth O.9O) ' atrtetaw ss 0- Self Weight (PLF) j/; tD j' 5 N/A 16.0 1 - tinlfonn (PSF) 0 to 17' 7" (Front) 13'8" 13.0 18.6 Roof System: Roof Member Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with rite overall prolect. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufectired at Weyerhaeuser lbcllities are thIrd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertraeuser.conwoodproductdocunient-1ibrary. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Paul Christenson PCSD Engineering (780) 207-1885 paul.pcsd©gmaii.com 8/16/2018 9:14:39 AM Forte v5.4, Design Engine: V7.1.1.3 Huelsebusch.4te Page 1 of 1 I F 0 R T E ' MEMBER REPORT Roof Framing, (RB-3) Strongbeck 1 piece(s) 7" x 16 2.OE Parallam® PSL Overall Length: 30'9" PASSED 1t 0 All locations are measured frem the outside face of left support (Or left cantilever end.All dimensions are horizontal. Member ReaIon (Ibs) 2746 @ 2" 15313 (3.50') Passed (18%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 2651 @ V7 1/2' 27067 Passed (10%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 34896 @ 15'4 1/2" 87387 Passed (40%) 1.25 1.0 0 + 1.0 Li (All Spans) Uve Load Dell. (in) 0.520 @ 15' 4 1/2" 1.014 Passed (L/701) -- 1.0 0 + 1.0 Li (Al) Spans) Total Load Defi. (in) 1.056 @ 15'4 1/2" I 1.521 I Passed (1/346) -- 1.0 D + 1.0 Li (All Spans) Deflection criteria: U. ((1360) and IL ((/240). Top Edge Bracing (Lu); Top compression edge must be braced at 30'9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 30'9" o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. System : Roof Member Type: Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASO Member Pitch: 0/12 1 I - Column - OF 3.50" 3.50" 1.50' 1503 1243 2746 Blocking 2- Column - OF 3.50" 3.50" 1.50" 1503 1243 2746 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Not çtrsito uv4 *M /__fl1Ø)s w14she "F)(O$) .O'OihM L25) 0- Self Weight (PLF) 0 to 30'9" N/A 35.1 - Uniform (PSF) 0 to 30'9" (Front) 1' 13.0 10.0 Roof 2- Point (lb) 15'4 1/2" (Top) N/A 1527 2179 AA SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design proltrss(onatas determfled'by the authorIty havftrg jtetsolcon. The designer 01rec0r0 Cuflr or framer rs reeponsltee Br assure that this calcufauon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadhitles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1I53 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyernaeuser.conVwoodproducts/document-Ilbrary. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Paul Christenson PCSD Engineering (760)207-1865 paul.pcsd@gmail.com _____________ 8/15/2018 7:59:19 AM Forte v5.4. Design Engine: V7.1.1.3 Huelsebusch.41e Page 1 of 1 Forte Software Operator - J Job Notes - Paul Christenson PCSD En91necnn9 (760) 207.1685 paui.pcsdgmorI.com 8/16/20189.00:11 Al/ Forte v5.4, Design Engine: V7.1.1.3 Huelsebusch.41e Page 1 of 1 1 F 0 R T E ' MEMBER REPORT Floor Framing, (FJ-1) F!rJst 1 pIece(s) 117/8" TM® 1100 16" OC Overall Length: 16 10" * ... .................... ..• + o ., - .-.. 0 All locations are measured from the outside face of left support for left cantilever end).Ali dimensions are IIOu12Onta1. 2ui5.n Reoults Athl 5 &GSOM Aticw.d Result ID? 1i Combbutim(Pietasrn) Member Reaction (Ibs) 610 @2 1/2" 1041 (2.25') Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 596 53 1/2" 1560 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-ibs) 2470 @8' 5" 3160 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (In) 0.292 @8' 5" 0.410 Passed (1/675) -- 1.0 D + 1,0 L (All Spans) I Total Load Dell. (In) 1 0.4010 B'S" 0.821 1 Passed (1/491) -- 1.0 D + 1.0 L (All Spans) Ti-Pro'" Rating - - - 42 _40 Passed -- Deflection criteria: ILL. (L/480) and TL (1/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 6" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at l& 8" 0/c unless detailed otheswlse. A structural analysis of the dedc has not been pn, lion. 1. Deflection analysis Is based on composite action with a single laver of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. 'Additional considerations for the 13-Pro'" Rating Include: None Supports I$elO Lsut () I TWO a,wi. **iaimd -- ' I 7110111111 1 - Stud wall - OF 3.50" 2.25" 1.75" 168 449 617 11/4" Rim Board 2- Stud wall - OF 3.50" 225" 1.75" 168 449 L 617 11/4* Rim Board . Rim Board Is assumed to carry all loads applied dlrectiy above It bypassing the member being designed. Loød$ I uØlu) I sdis I (0.10) Ds.dINxrU (LID) CG..,n.tI 1 - Uniform (PSF) 0 to 16' 10' 16' 15.0 40.0 ResIdential - Living I Areas SUSTAINABLE FORESTRY INITIATIVE PASSED I/ System : Floor Member Type: )olst BuIlding Use: Residential Building Code : IBC 2015 Design Methodology: ASD (Weyerhaeuser wwyante that the slainp of Its products IIl beat accordance with Weyerhaeuser produCtdeslgn crIteria and published design uskies. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Biocldng Panels and Squash Diode) are not designed by this software. Products manufactured at 'Weyerhaeuser facilities are third-party, certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 anWor tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.conwoodproducts/document-library. IThe product application, input design loads, dimensions and support Information have been provided by Forte Software Operator J F 0 R T E' MEMBER REPORT Floor FramLg, (DJ-1) Deck Jst 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 @ 16 OC Overall Length: 12'4" I/ + 0 + 0 lB lB All locations are measured Iim the outside face of left support (or left cantilever end).AII dimensions are horizontal. NO Member Reaction (Ibs) 917 @4' 103/4" 3281 (3.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 398 @ 3' 113/4" 1665 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1198 @4' 10 3/4". 2029 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defi. (In) 0.186 @0 0.245 Passed (211632) -- 1.0 D + 1.0 L (Alt Spans) Total Load Deft (In) 1 0.21600 0.490 Passed (211544) 1 1.0 0 + 1.0 L (Alt Spans) 13-Pm"" Rating I N/A N/A -- -- -- oetfecuon alfalfa: U. (1/4817) and 11. (I/Z40). Overhang deflection criteria: U. (211480) and TI (211240). Top Edge Bracing (Lu): Top compression edge must be braced at 12 30/c Unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at fl 8" 0/c unless detailed otherwise. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered In analysis. 44 SW 1 - Stud wall - OF 3.50" 3.50" 1.50" 203 . 713 916 Blocking 2-Stud wall- OF 3.50" 2.25" 1.50' 43 2041-127 2471-127 11/4' Rim Board Rim Board Is assumed to cony all loads applied directly above It, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member being designed. Eoads r.•. )LOceUc(S4de)" SP*dfl(I #~(O9O) j * 0O)j nIák4'] 1 - Uniform (PSF) 0 to 49" 16" 15.0 60.0 Residential- Living Areas 2- Uniform (PSF) 4' 9" to 124" 16" 15.0 40.0 - Residential - Living Areas System : Floor Member Type: 3o1st Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESThY INITlAiWE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestty standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Vetraeuser product literature and Installation details refer to www.weyerhaeuser.com/woodpmducts/documenWlbrary. The product application, fnputdestgn toads, dimensions and support information have been provided by Forte Software Operator Paul Christenson PCSD Engineering (760) 207-18135 paul.pcsdgmail.com 8/16/2018 9:05:44 AM Forte v5.4. Design Engine: V7.1.1.3 l-luelsebusch.41e Page 1 of I 1F 0 R T E' MEMBER REPORT Floor Framing, (FB-I) PIrBm 1 piece(s) 3 1/2 x 117/8" 2.OE Parallam® PSL Overall Length: 12' 1" PASSED 10/ 4 0 4 0 [!] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Member Reaction (ibs) 4153 @ 2" 4922 (2.25') Passed (84%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 4120 @ 1' 3 3/8" 10044 Passed (41%) 1.25 1.0 D + 1.0 Lr (AU Spans) Moment (R-lbs) 23072 @ 5' 10" 24878 Passed (93%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Defl. (In) 0.275 © 5' 10" 0.294 Passed (11513) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defi. (In) 0.535 @ 510K 1 0.587 1 Passed (1/263) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (1/480) and TI. (1/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 10" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 11" o/c unless detailed otherwise. 4 40M WE M.Woob rK SIR' 1.90" 2056 242 2098 4396 11/4" Rim Board 1 - Column - DF 3.50 2.25" 2- Column - OF 3.50" 2.25" 1.77" 1926 242 1955 4123 11/4" Rim Board Rim Board Is assumed to carry all loads applied directly above it, bypassing vie member oeing oesigneo. !LN 0-Sell Weight (PLF) 1/4°t1' 11 N/A 13.0 - Uniform (PLF) 0 to 12' 1" (Front) N/A 15.0 40.0 - Residential- Using Ames 2 - Point (lb) 5' 10' (Front) N/A 3647 - 4053 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY lNlTIAflVE Weyerhaeuser warrants that the siting of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser erprestiy disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design prolsthna(as datermffledby the authority Vravthg furrsdrcebn. The designer otrecord Bufib'er or fiamer is rssponsthfe to assure that thIs catcutatton Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tasted In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproductsldocument-llbraty. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Softi.ware Operator Job Notee I Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmail.com 8/16/2018 9:09:21 AM Forte v5.4, Design Engine: W.1.1.3 Huelsebusch.4te Page 1 of 1 F 0 R T E '' MEMBER REPORT FborFramiig, (P8-2) F!r8m PASSED 1 piece(s) 7" x 18" 2.OE Parallam® PSL Overall Length: 28' 2" + 0 + 0 4' 4' L] () All locations are measured from the outside face of left support (or left cantilever end).AIJ dimensions are horizontal. Member Reaction (lbs) 9266 @27 10" 18594 (4.25") Passed (50%) - 1.0 1.0 0 + 1.0 1(All Spans) Shear (Ibs) 8180 @26' 2 1/2" 24360 Passed (34%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 69220 @ 1410" 87330 Passed (79%) 1.00 1.0 0 + 1.0 L (AU Spans) Uve Load Defi. (In) 0.785 @ 14 1" 0.917 Passed (1.1421) -- 1.0 0 + 1.0 L (All Spans) Total Load Defi. (In) 1.395 @ 14' 11/2" 1 1.375 Passed (11237) -- 1.0 D + 1.0 I. (All Spans) Deflection criteria: U. (1./360) and TI (1./240). Top Edge Bracing (Lu): Top compression edge must be braced at 28' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu); Bottom compression edge must be braced at 28' 0/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. _ Column - OF 5.50" 4.25" 2.09" 3624 5588 984 10196 1 1/4" Rim Board 2- Column - OF 5.50" 4.25" 2.12' 3735 5588 1098 10421 11/4" Rim Board Rim Board Is assumed to carry all loads appeal directly above It, bypassing the member being designed. 4 g KI '-1"M+€ ""0111 Des ULRoo1U 4 *je3 -.' 0- Self Weight (PLF) 1 1/4' to 28' 3/4" N/A 39.5 - Uniform (PSF) 01028' 2" (Front) 116" 13.0 34.5 ResIdential- Using Arms 2- Point (lb) 1410" (Front) N/A 2045 - 2082 System: Floor Member Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: A$D SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser eq,ressly disclaims any other warranties related to the software. Use of this software Is not Intesded to circumvent the need for a design proftasslonal as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocldng Panels and Squash BInder) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestay standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASrM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.conVwoodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator ________.:..•. 8/16/2018 9:17:14 AM .. '--- Paul Christenson Forte v5.4. Design Engine: W.1.1.3 PCSD Engineering Hue!sebusch.41e (160) 207-1685 Page lofi ] F 0 R T E MEMBER REPORT Floor Framing, (P8-3) Hdr Bm Wil 1 pIece(s) 5 1/4" x 18" 2.OE Parallam® PSL Overall Length: 18' 7" PASSED -A V 1 0 0 All locations are measured from the outside face of left support (or left cantilever end)Ml dimensions are horizontal. ____________ Member Reaction (ibs) 9793 @ 18' 5" 11484(3.50") Passed (85%) -- i.OD+ 0.45W + 0.75 L + 0.75 It (A)l Shear (Ibs) 7093 @ l'9 1/2" 18270 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-ibs) 55833 @9' 3 1/2" 65497 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defi. (In) 0.379 @9' 3 1/2" 0.608 Passed (11578) -- 1.0D+ 0.45W + 0.75 L + 0.75 It (Al Total Load Oefl. (In) 0.712 @9' 3 1/2" 0.913 Passed (1/308) i.OD+ 0.45W + 0.75 L + 0.75 It (All Deflection criteria: IL (L/360) and TI (1./240). Top Edge Bracing (Ui): Top compression edge must be braced at 18' 7' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 7" 0/c unless detailed otherwise. System : Floor Member Type: Drop Beam Building Use: Residential Building Code IBC 2015 Design Methodology: ASD YX ROSE 071,10" n 1 - Column - OF 3.50" 3.50" 2.73' 4521 3166 1979 1276 10942 Blocking 2-Column - OF 3.50" 3.50" 2.98" 4521 3166 1979 3142 12808 Blocking Bladdng Panels are assumed to carry no toads applied directly above them and the full load Is applied to the member being designed. [;f iaCUsw(SIdt)'(O (prnww 1.25) Commen ''— 0-Self Weight (PLF) 0 to 18'7" N/A 1 29.5 -Uniform (PLF) 0 to 18'7" (Front) N/A 262.0 40.0 160.0 - Residential - Uving Areas 2 -Point (ib) 9' 3 1/2' (Front) N/A 3624 5588 984 2209 3-Point (lb) 17' (Front) N/A I . • 2209 SUSTAINABLE FORESTRV INITIATIVE weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser espressly disdains any other warranties related to the software. Use of this software Is not intended to circumvent the need for e design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squesh Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.conwoodproducts/document-library. The product application, input design loads, dimensions and support lnlbrmatlon have been provided by Forte Software Operator Paul Christenson PCSO Engineering (760) 207-1885 paui.pcsd@gmail.Com 8/16/2018 9:28:43 AM Forte v5.4, Design Engine: W.1.1.3 Huelsebusch. 41e Page 1 of 1 Criteria Each Story Resists> 35% Base Shear Any Shear Wall WI (h/l)>1.0 is < 33% Story Force: P= 16.0 psf Wind Loads P = 16.0 psfx Trib Area RoofLcveJ 1st Story 2nd Story satisfied satisfied satisfied not satisfied 1 1.3 JOB 18-285 SHEET NO OF_________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE , ' fV4n lea £iiejo 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsdi 511 Lateraf Design & Analysis (Two-Story) Wind: P = A Kzt I ps3o (ACE7- Equation 6.I) Seismic: V = CSWDL (]BC Equation 12.8-)) A = 1.00 S 1.136 Si0.436 Kzt= 1.0 (fig. 64) Fa= 1.0 F= 1.6 Ps30 = 26.6 psf (6g. 6.3) R = 6.50 1 = 1.00 I = 1.0 (table 11.5-1) V = 0.087 * Wt * p (p - Redundancy) Direction: N / S = 16.0 psf x 457 sq. ft. = 7294 lbs. Direction: E / W = 16.0 psf x 239 sq. ft.= 3814 lbs. 2nd Floor Level Direction: N / S = 16.0 psf x 559 sq. ft. = 8922 lbs. Direction: E / w = 16.0 psf x 345 sq. ft.= 5506 lbs. Roof Weight Roof Wt. = 11.0 psf x 1826 sq. ft. = 20086 lbs. Exterior Wall Wt = 15.0 psf x 657 sq. ft. = 9855 lbs. Interior Wall Wt = 8.0 psf x 568 sq. ft. = 4544 lbs. Ceiling Wt = 3.0 psf x 1494 sq. ft. = 4482 lbs. Total Trib. WR = 38967 lbs. Floor Weight Diaphragm = 15.0 psf x 1569 sq. ft. = 23535 lbs. Exterior Wall Wt = 15:0 psf x 1289 sq. ft. = 19335 lbs. Interior Wall Wt = 8.0 psf x 1022 sq. ft. = 8176 lbs. 1st Fir. Roof Wt. = 14.0 psf x 0 sq. ft. = 0 lbs. Total Trib. WR = 51046 lbs. Total Seismic Dead Load: Wt = 90013 lbs. ASD Base Shear: V = 0.087 * Wt = 7836 lbs. AM/ tfr,,tenowi law Or Or 3529 Coastview Ct - Carlsbad, CA 92010 207-1555 - Email: JOB 18-285 SHEET NO OF_________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE Roof DiapllraEm: N / S Direction V = 7294 lbs. A= 1826 sq.fI f=V/A= 3.99 psf E / w Direction V = 6273 lbs. 1826 sq.ft f=V/A= 3.44 psf Floor DiaDhram: N / S Direction E / W Direction V = 8922 lbs. V= 5506 lbs. A= 1569 sq.ft 1569 sq.ft f=V/A= 5.69 psf f=V/A= 3.51 psf Seismic Lateral Distribution V = 7836 lbs. p F V Level w,, h,, w h v. (h (Ibs) (ft) (lbs-ft) I w, (h,)(Ibs) (Ibs) Roof 38967 21 818307 0.616 6273 6273 2"'Floor 51046 10 510460 0.384 3010 9283 1328767 1.000 9283 Ip ;1471 £ ___ £njinwI 3529 Coastview Ct - Carlsbad, CA 92010 P144 C4SiflnW Pw41 Telephone (760) 207-1885 - Email: paul.pcsdgmaiI.com JOB 18-285 SHEET NO OF_________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE 5.1 Lateral Desi2n & Analysis - 2nd Story Shear Walls t EEEEE11E'E. 4EEtEEE(E4E 1E EE E mt'HHT k±imm E+ iHrh 'r Thriirr initr- iFrhmj —'-4— - .1 El ELF ftLiIU± -17- N/S E/W Gridline 1 3 5 Length of Shearwalls Total Wall Ht. 10 10 10 Type 0.0 FSE FAtE FAJ€'SE FA FA Gridline A C,D Length of Shearwalls Total Wall Ht. 10 10 Type 0 o) #D /01 #DIO! #DIt'IO! #DIt/O' #DIV/0! 4 4 7.5 7 5 4 15 77.0 41 38.5 16.0 0.0 0 - - - - - - 0.0 0 00 - - - - - - 0.0 0 i T. 0.0 0 - - - - - - - - - - - - - JOB 18-285 SHEET NO OF /1 CALCULATED BY PSC DATE 7/30/18 0' cop CHECK BY DATE 3529 Coastview Ct - Carlsbad, CA 92010 SCALE eiepnone (TbU) ZUJ-1öUb - maii: paul.pcsø(gmail.com 5.1 Lateral Design & Analysis (coat.) Gridline (?) , 28 % ( 7102 x 0.28 = 1989 II) 1989 lbs. V =7.5 ft. J. f % 265 plf Al OTF = 2651 lbs. MST4S Gridline (7') 50 % ( 7102 x 0.50 = 3551 #) 3551 lbs //\\ V = 7 ft. = 507 plf $4LS pf / lQ\ OTT = 073 lbs. Gridline ) 22 % ( 7102 x 0.22 = 1562 #) 1562 lbs /\ lb ft. = ¶. pif /S\ OTF = 1b lbs. P. UOFI 32CO MST37 I Z'friiteajw, Taw,o -,u,if 3529 Coastview Ct - Carlsbad, CA 92010 JOB 18-285 SHEET NO __OF_________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE eiepnone (lbU) 201-1855 - Email: paul.pcsd(Mgmail.com 5.1 Lateral Desi2n & Analysis cont.) Oridline () , 50 % ( 6273 x 0.50 = 3137 #) 3137 lbs. V = 15 ft. = 209 plfic so"N /\ IA a OTF = 2091 lbs. MST37 Gridline (E) So % ( 6273 x 0.50 = 3137 #) 3137 lbs. V = 38.5 ft. = 81 plf OTF = 814.7 lbs. 2Fo.t..thuWi'f1e6'2,dI3&2.Qa tOI itfl*1, jfv7.*a 4,. C, Or 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsd@gmail.com JOB 18-285 SHEET NO Ib OF_________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE 5.2 Lateral Desian & Analysis - 1st Story Shear Walls t:::1: :I:i:4IT1:i:J:f:ELtJ:Li::i:±p: +t-I1.HH- -H-•t± kt...T±kki*H. _4-4- 7 4 11:ttL .4J__I__. •-4-•1+ -f•4.4- 4LL4 c!TtHH1 -j— _______ N/S E/W Gridline Length of Shearwalls - Total Wall Ht. 1 8 6 4 16.5 10 2 14 13.5 10 4 10 5 55 10 10 --r O#D 0 #D0! o -- E O Type A D D A #D 0 #D 0 #D #D 0 #DJ Iv Gridline A B CD Length of Shearwalls Total Wall Ht. 8 8 10 Type B B S #D /0! /0! /0 #D! #D 0! 2 3 4 3 - 11.83 7-r 66649 r - - - 0 - - - 94) PsiuLtP.!,,. SAN Diw 3529 Coastview Ct. Carlsbad, CA 92010 JOB 18-285 SHEET NO __OF________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE 1117-17 . eiepnone (7bU) ZUJ-1 b - tmaii: 5.2 lateral Design & Analysis (coat) Gridline 24 % ( 8922 x 0.24 = 2141 #) 2141 lbs. + 1989 V = 16.5 ft. = 250 plf OTF = 2503 lbs. Gridline (7') 50 % ( 8922 x 0.50 = 4461 #) 4461 lbs. + 3551 V = 13.5 ft. 593 plf g tVI4,, P 'Ii- 0Th' = 5935 lbs. two Gridline (?) 13 % ( 8922 x 0.13 = 1160 #) 1160 lbs. + 0 V = 2 ft. = 580 p1f Gridline 13 % ( 8922 x 0.13 = 1160 #) 1160 lbs. + 1562 V = 10 ft. = 272 p11 OTF = 2722 lbs. A HDU2 /\ USE 4x4 wf HDU8 FAI HDU2 SIMPSON STRONG-TIE COMPANY INC. IIIi.iI (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. i) i1i4 • www.strongtle.com - Job Name: Huelsebusch Wall Name: Wall Line 4 Application: Standard Wall on Concrete Design Criteria: * 2015 International Bldg Code * Wind * 2500 psi concrete * ASD Design Shear = 1160 lbs Selected Strong-Walt® Panel Solution: I End Total Axial Model Type 1 WHj T Si!l I Anchor Load SW24x10 Wood 1 24 1117.25 1 3.5 1 2- 5/8" 1 2-7/8" 1500 1 6504 lb ................ Actual Shear & Drift Distribution: Actual Allowable Actual / Actual I Drift Model Shear Shear Allow Drift I Limit (lbs) (Ibs) Shear I (in) (in) ---..--.--...—.-.--.,.--..--.---,-.-.-..-----i----.-.- . SW24x10 1160 . 1950 OK 1 0.59 1 0.37 0.67 Notes: Wood Strong-Wall Shearwalls have been evaluated to the 2015 IBC/IRC. See www.strongtie.com for additional design and installation Information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Disclaimer: it is the Designer's responsibility to verify, product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtle.com or contact Simpson Strong-Tie Company Inc. at 1-800.999-5099. Page 1 of 4 UI SIMPSON STRONG-TIE COMPANY INC. 1:11 k'A I e1 I (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. I:iii , www.strongtie.com - Job Name: Huelsebusch Wall Name: Wall Line 4 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2015 International Bldg Code * Wind * 2500 psi concrete Anchor Solution Details: Slab not j shown ! for clarity —a 121 4"min Slab Edge Perspective View Plan View Model Anchor Dimension llowable Tension Loads (lbs.) Bolt ECurb Width iDiamete 3 Length 3 Mm. Embed. (le) Midwall 3 Corner SW24x10 1 SSTB28 3 12 0.875 29.875 24.875 3 13080 13080 . ......L,........._._L....__..... Notes: Anchor design based on ICC-ES ESR-261 I. Wind includes Seismic Design Category A and B and detached one and two-family dwellings in SDC C. Midwall loads apply when anchor is 1.5 fe or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center-to-center spacing is 3 le. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. Page 2 of 4 74 . SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com - 0 Job Name: Huelsebusch Wall Name: Wall Line 4 Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2015 International Bldg Code * Wind * 2500 psi concrete Anchor Solution Details: Slab edge and 4, PAB7 surrounding foundation 3%9- 1 'e—• Simpson no-Wall not shown for clarity i Wy 1:T i t½W de I 5*M14 ___ __ S ½ W Mm. ½ W Min. ½ W S = Wall Length minus 73/4 ½ W W Section at Slab Edge Slab Edge Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W ) de Anchor Bolt Model I IN de Anchor Bolt -.--.-.-.--..---.-..--.±-.... -• .J LSW24x10 .L.1LL_ Page 3 of 4 4 Pu4 ce4thtn5.,i 54 ping 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (750) 207-1855 - Email: paul.pcsd@gmail.com JOB 18-285 SHEET NO 13 OF________ CALCULATED BY PSC DATE 7/30/18 CHECK BY DATE SCALE 5.2 Lateral Design & Analysis (cont.) Gridline (i') , 25 % ( 5506 x 0.25 = 1377 #) 1377 lbs. + 3137 . V 11.83 ft. = 382 p1f4 / I \ OTF = 3052 lbs. USE 4x4 w/ HDU2 Gridline C—D 50 % ( 5506 x 0.50 = 2753 # ) 2753 lbs. + 0 V = 7 ft. 393 plf151bQ1' OTF 3146 tbs. USE 4x4 wi HDU4 Gridline (i 25 % ( 5506 x 0.25 = 1377 #) 1377 lbs. + 3137 /\ V = 30.6 ft. = 148 plf OTF = 1475 lbs. USE 4x4 wl HDU2 iLfV,srte,,ow, Tai4t 3529 Coastview Ct - Carlsbad, CA 92010 - maii: JOB 18-285 SHEET NO OF ' CALCULATED BY PSC DATE 7130118 CHECK BY DATE SCALE 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 pif width = 1125 plf = 0.75 ft (MIN.) => 9 INCHES (MIN.) 1500 psf ASBP = 1500 psf USE 15 "WIDE CONTIN. FTG WI 2- # 4 TOP AND BOTTOM & EMBED. 18 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING Pii= 1500 * 15 * 48 12 12 P811 = 7500 lbs LW_I I- 2(D.iê) • 6.3 PAD DESIGN PAD SIZE P1 24 SQUARE x I8"THK WI 3 -# 4 EACH WAY P2 24 " SQUARE x 18 "THK WI 5 -# 4 EACH WAY LOAD P= 1500 * 2 2 P. = 6000 lbs P,= 1500 * 2 2 PmM = 6000 lbs W) EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Melody Huelsebusch 1331 Knowles Avenue Carlsbad, California 92008 Subject: Foundation Excavation Observation Proposed Single-Family Residence 1331 Knowles Avenue City of Carlsbad, California 92008 References: See Attached Dear Ms. Huelsebusch: November 6, 2019 Project No. 18-1106E4 In accordance with your request, we have observed the foundation excavations for the proposed single-family residence at the subject site. The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 3). If we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, SPR/md -ft Melody Huelsebusch.//331 Knowles Avenue! Carlsbad Project No. 18-/IO6E4 REFERENCES I. "Report of Field Density Tests, Proposed Single-Family Residence, 1331 Knowles Avenue, City of Carlsbad, California 92008", Project No. 18-1106134, Prepared by East County Soil Consultation and Engineering, Inc., Dated October 29, 2019. "Foundation Plan and Details Review, Proposed Single-Family Residence, 1331 Knowles A7eti6ë, City ...f Carlsbad; Cãlifórnia 92008", PrOject No. 18-1106134, Prepared by East County Soil Consultation and Engineering, Inc., Dated October II, 2019. "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1331 Knowles Avenue, City of Carlsbad, California 92008", Project No. 18-1106E4, Prepared by East County Soil Consultation & Engineering Inc., Dated July 12, 2018. EAST COUNTY SOIL CONSULTATION RECEIVED AND ENGINEERING, INC. SEP 2 52018 10925 HARTLEY ROAD, SUITE "I" CITY OF CARLSBAD SANTEE, CALIFORNIA 92071 (619) 258-7901 BUILDING DIVISION Fax 258-7902 Melody Huelsebusch July 12, 2018 . 1331 Knowles Avenue Project No. 18-1106E4 Carlsbad, California 92008 Subject: Limited Geotechnical Investigation Proposed Single-Family Residence 1331 Knowles Avenue City of Carlsbad, California 92008 Dear Ms. Huelsebusch: OL In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed residential development. Our investigation has found that the proposed building pad is underlain by topsoil and slopewash to a depth of approximately 2 to 3 feet below existing grade. Dense terrace deposits were underlying these soils to the explored depth of 5 feet. it is our opinion that the development of the proposed single-family residence is geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. Respectfully submitted, Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md e BRañlt 2€t Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 TABLE OF CONTENTS INTRODUCTION..............................................................................................................................................3 SCOPEOF SERVICES......................................................................................................................................3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION........................................................................3 FIELD INVESTIGATION AND LABORATORY TESTING........................................................................4 GEOLOGY.........................................................................................................................................................4 GeologicSetting....................................................................................................................................4 SiteStratigraphy.................................................................................................................................... SEISMICITY......................................................................................................................................................5 RegionalSeismicity...............................................................................................................................5 SeismicAnalysis...................................................................................................................................5 2016 CBC Seismic Design Criteria......................................................................................................6 Geologic Hazard Assessment................................................................................................................6 GEOTECHNICALEVALUATION..................................................................................................................7 CompressibleSoils................................................................................................................................7 ExpansiveSoils......................................................................................................................................7 Groundwater..........................................................................................................................................7 CONCLUSIONS AND RECOMMENDATIONS............................................................................................8 GRADINGAND EARTHWORK......................................................................................................................8 Clearingand Grubbing..........................................................................................................................8 StructuralImprovement of Soils............................................................................................................8 Transitions Between Cut and Fill .... ..................................................................................................... 9 Methodand Criteria of Compaction......................................................................................................9 Placementof Oversized Rock...............................................................................................................9 ErosionControl....................................................................................................................................10 StandardGrading Guidelines...............................................................................................................10 FOUNDATIONSAND SLABS......................................................................................................................10 SETTLEMENT................................................................................................................................................. 11 PRESATURATIONOF SLAB SUBGRADE ................................................................................................. 11 TEMPORARYSLOPES .................................................................................................................................. 11 TRENCHBACKFILL ...................................................................................................................................... 11 PAVEMENTS...................................................................................................................................................12 Asphalt Concrete (AC) and Concrete (PCC) ...................................................................................... 12 PermeablePayers (PICP).....................................................................................................................12 DRAINAGE......................................................................................................................................................12 FOUNDATIONPLAN REVIEW....................................................................................................................13 LIMITATIONSOF INVESTIGATION .........................................................................................................13 ADDITIONALSERVICES ............................................................................................................................14 PLATES Plate 1- Location of Exploratory Boreholes Plate 2 - Summary Sheet (Exploratory Boreholes Logs) ..................................................................15 Plate 3 - USCS Soil Classification Chart PAGE L- 1, LABORATORY TEST RESULTS..............................................................................................16 REFERENCES.................................................................................................................................................17 2 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for the proposed construction of a single-family residence to be located at 1331 Knowles Avenue, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed development. SCOPE OF SERVICES The following services were provided during this investigation: Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area Subsurface exploration consisting of three (3) boreholes within the limits of the proposed area of development. The boreholes were logged by our Staff Geologist. Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. Laboratory testing of samples representative of the types of soils encountered during the field investigation O Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations O Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed development. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a rectangular-shaped residential lot located on the south side of Knowles Avenue, in the City of Carlsbad, California. The property which encompasses an area of 14,000 square feet (140'. x 100') is presently occupied by a one-story, single-family residence. The building pad is relatively level with general drainage to the west. Vegetation consisted of grass, shrub and trees. The parcel is bordered by Knowles Avenue to the north and similar residential developments to the remaining directions. The preliminary plans prepared by Brooks Design of Carlsbad, California indicate that the proposed construction will include a single-family residence following demolition of the existing one. The new structure will be two-story, wood-framed and founded on continuous and/ or spread footings with both raised-wood and slab-on-grade floors. 3 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 FIELD INVESTIGATION AND LABORATORY TESTING On June 5, 2018, three (3) boreholes were excavated to a maximum depth of approximately 5 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No. 6) indicates that the site is underlain by Pleistocene marine terrace deposits (Qt2). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil was observed in the boreholes with a thickness of approximately 6 to 12 inches. It consisted of dark brown, silty sand that was dry, loose and porous in consistency with some organics (rootlets). Slopewash (Osw) Slopewash was encountered below the topsoil layer with a thickness of approximately 12 to 24 inches. It consisted of reddish brown, silty sand that was dry to moist and loose to medium dense in consistency. 4 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 Marine Terrace Deposits (Otj Terrace deposits were underlying the slopewash layer to the explored depth of 5 feet. They generally consisted of reddish brown, silty sand that was moist and dense in consistency. SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Aiquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 and 1.6 million years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Newport-Inglewood Fault located approximately 5.2 miles (8.3 kilometers) to the west. The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Hazard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within a 50-mile radius of the subject site. The site may be subjected to a Maximum Probable Earthquake of 7.25 Magnitude along the Newport-Inglewood Fault, with a corresponding Peak Ground Acceleration of 0.44g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.29g. 5 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 2016 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the location of the Newport- Inglewood Fault Zone approximately 8.3 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential structure should be designed in accordance with seismic design requirements of the 2016 California Building Code or the Structural Engineers Association of California using the following seismic design parameters: PARAMETER - - - -- * - VALUE 2016 CBC & ASCE 7 REFERENCES Site Class D Table 20.3-1/ ASCE 7, Chapter 20 Mapped Spectral Acceleration For Short Periods, Ss 1.136g Figure 1613.3.1(1) Mapped Spectral Acceleration For a 1-Second Period, S1 0.436g Figure 1613.3.1(2) Site Coefficient, Fa 1.046 Table 1613.3.3(1) Site Coefficient, F 1.564 Table 1613.3.3(2) Adjusted Max. Considered Earthquake Spectral Response Acceleration for Short Periods, SMS 1.188g Equation 16-37 Adjusted Max. Considered Earthquake Spectral Response Acceleration for 1-Second Period, SM1 0.682g Equation 16-38 5 Percent Damped Design Spectral Response Acceleration for Short Periods, SOS 0.792g I Equation 16-39 5 Percent Damped Design Spectral Response Acceleration for 1-Second Period, SDI 0.455g I Equation 16-40 Geologic Hazard Assessment Ground Rupture Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying bedrock material, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed development or adjacent properties. Melody Huelsebusch./I331 Knowles Avenue! Carlsbad Project No. 18-1106E4 Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to seiches (waves in confined bodies of water). GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed residential development is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the proposed structure, overexcavation and recompaction of the structural portion of the building pad will be required. The new foundation may consist of reinforced continuous and/ or spread footings with conventional slabs. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the terrace deposits, which underlie the site at shallow depths. However, loose topsoil and slopewash were typically encountered to a depth of approximately 2 to 3 feet below surface grades. These soils are compressible. Due to the potential for soil compression upon loading, remedial grading of these near-surface soils, including overexcavation and recompaction will be required. Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report. Expansive Soils An expansion index test was performed on a representative sample of the slopewash to determine volumetric change characteristics with change in moisture content. An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The building pad is located at an elevation over 120 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. 7 Melody Huelsebusch./1331 Knowles Avenue.! Carlsbad Project No. 18-1106E4 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential development provided the recommendations set forth are implemented during construction. GRADING AND EARTHWORK Based upon the proposed construction and the information obtained during the field investigation, we anticipate that the proposed structure will be founded on continuous and/ or spread footings, which are supported by properly compacted fill soils. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and Grubbing The area to be graded or to receive fill and/or structure should be cleared of vegetation and concrete waste from the demolition of the existing structure. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfllled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil and slopewash cover the building pad to a depth of approximately 2 to 3 feet below existing grade. These loose surficial soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: All topsoil, slopewash and other loose natural soils should be removed from the area, which is planned to receive compacted fill and/or structural improvement. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture-conditioned within 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D1557 test method). Overexcavation should be completed for the structural building pad to a minimum depth of 2 feet below the bottom of the proposed footings. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). 8 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 For non-structural areas, such as driveways, we recommend overexcavation to a minimum depth of 2 feet below existing grade. Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The actual depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. * An alternative to the overexcavation and recompaction of subgrade is to extend the footings for the proposed residence to the dense terrace deposits. However, for the garage slab support, we recommend overexcavation and recompaction of the upper two feet of subgrade. Foundation excavations should be observed by a representative of this firm to verify competent bearing soils. Transitions Between Cut and Fill The proposed structure is anticipated to be founded in properly compacted fill or dense terrace deposits. Cut to fill transitions below the proposed structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method D1557. On-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Placement of Oversized Rock All materials for capping the structural building pad should be free of rocks and debris in excess of 3- inch dimension. Select fill should extend a minimum of 5 feet laterally outside the structural footprint. Material up to 12-inch dimension may be placed between 3 and 10 feet from finish grades, but must remain at least 10 feet laterally from the face of permanent slopes and should also not be placed within the alignment of proposed utilities. Although we do not anticipate earthwork to create oversized material from 12 to 48 inches in dimension, if encountered, it may be placed in approved non-structural fill areas. The oversized material should be placed in windrows surrounded by granular fill. The rock windrows should be flooded with water to facilitate filling of voids. Care should be taken to avoid nesting of oversize 9 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 rocks and no large rock should be placed within 10 feet of any slope face. The non-structural rockfill should be capped with a minimum 3 feet of fill containing no rocks greater than 6-inch dimension. Erosion Control Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the California Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. FOUNDATIONS AND SLABS Continuous and spread footings are suitable for use and should extend to a minimum depth of 18 inches below the lowest adjacent grade into the properly compacted fill soils or dense terrace deposits. Continuous footings should be at least 15 inches in width and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 24 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. These recommendations are based on geotechnical considerations and are not intended to supersede the structural engineer requirements The concrete garage slab should be a minimum 4 inches thick. Reinforcement should consist of #3 bars placed at 16 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a lO-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. Actual slab thickness and reinforcement may be designed by the project structural engineer using a modulus of subgrade reaction of 250 pci. Where moisture sensitive floor coverings are anticipated over the slabs, the lO-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. 10 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the properly compacted fill soils or dense terrace deposits. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the type and minor thickness of the fill soils anticipated under the proposed footings, total and differential settlement should be within acceptable limits. For design purpose, a differential settlement up to one-quarter inch and a total settlement up to one-half inch across the structural span may be utilized. PRESATURATION OF SLAB SUBGRADE Because of the granular characteristics of the foundation soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following site preparation and foundation excavation. TEMPORARY SLOPES For the excavation of the foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in the natural or compacted fill soils. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be followed during construction. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. 11 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. I8-1106E4 PAVEMENTS AsDhalt Concrete (AC) and Concrete (PCC) Based on an estimated R-value of 50, and in conformance with Caltrans Standard Flexible Pavement Design Procedures, the following pavement sections for the assumed traffic index were obtained. The actual design and adoption relative to allowable road gradients should be developed by the civil designer based on the City of Encinitas requirements. - Locations . Traffic Index ' Pavement Section Driveway 4.5 3.0" AC over 4.0" AB or 6" PCC on Compacted Subgrade The upper 12 inches of subgrade should be scarified, moisture-conditioned within 2 percent over optimum and compacted to at least 95 percent relative compaction (ASTM D1557). Aggregate base should also be compacted to a minimum of 95 percent relative compaction. PCC pavement should be a minimum of 3,500 psi concrete. It is recommended that steel reinforcement be provided for PCC pavements which will be subject to heavy impact loading, such as trash and fire trucks. Minimum reinforcement should consist of #3 deformed rebar placed at 18-inch centers each way. Placement of concrete, control/ expansion joints, and any reinforcement should be conformance with AC! specifications and the Structural Engineer's design. Permeable Payers (PICP) Based on the type and consistency of the subgrade soils, the following permeable interlocking concrete pavement section is recommended in accordance with the Interlocking Concrete Pavement Institute (ICPI) specifications. Minimum 3 1/8 -inch pervious concrete payers 1.5" to 2"-inch bedding course (Typ. No. 8 Aggregate) 4-inch No. 57 stone open-graded base 6-inch No. 2 stone subbase wrapped in Mirati 180N geotextile or equivalent Compaction of subgrade soils should be conducted as specified for asphalt pavements above. DRAINAGE Adequate measures should be undertaken after the structure and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. A minimum gradient of 2 percent is recommended in hardscape areas. In earth areas, a minimum gradient of 5 percent away from the structures for a distance of at least 10 feet should be provided. Earth swales should have a 12 Melody Huelsebusch./1331 Knowles AvenueJ Carlsbad Project No. 18-1106E4 minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plan and details during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. 13 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. 14 4A - - •- - . . -. / 0 019 :1 / Memo 00•00I jOl iN3VICV 11, , iai-x' e4wz EAST COUNTY SOIL CONSULTATION /io7 & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE!. SANTEE. CA 92071 (619)258-7901 Fax (619) 258-7902 1/7o4J &' /Y9" Pi5CZ5 - '1651L J Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 PLATE NO.2 SUMMARY SHEET BOREHOLE NO. 1 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, dry, loose, porous, silty sand with rootlets 0.5' SLOPEWASH (Qsw) reddish brown, dry to moist, loose to medium dense, silty sand 1 "66 " 105.7 1.5' TERRACE DEPOSITS (Qt2) reddish brown, dry, medium dense to dense, silty sand 2.0' 96 cc 69 49 99 99 3.0' bottom of borehole, no caving, no groundwater borehole backfilled 6/5/18 ------------------------------------------------------------------------------------------------------------------------------ BOREHOLE NO.2 DEPTH SOIL DESCRIPTION Y Surface TOPSOIL dark brown, dry, loose, porous, silty sand with rootlets 0.5' SLOPE WASH (Qsw) reddish brown, dry to moist, loose to medium dense, silty sand 1.5' TERRACE DEPOSITS (Qt2) reddish brown, moist, medium dense to dense, silty sand 2.0' 99 99 99 99 66 114.4 5.0' bottom of borehole, no caving, no groundwater borehole backfilled 6/5/18 BOREHOLE NO.3 DEPTH SOIL DESCRIPTION Y Surface TOPSOIL dark brown, dry, loose, porous, silty sand with rootlets 1.0' SLOPE WASH (Qsw) reddish brown, dry to moist, loose to medium dense, silty sand 3.0' TERRACE DEPOSITS (Qt2) reddish brown, moist, medium dense to dense, silty sand 4.0' bottom of borehole, no caving, no groundwater borehole backfilled 6/5/18 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 15 3.9 6.1 M 6.0 M CLASSIFICATION RANGE OF GRAIN SIZES U.S. STANDARD GRAIN SIZE IN SIEVE SIZE MILLIMETERS BOULDERS Above 12 Inches Above 305 COBBLES 12 Inches To 3 Inches 305 To 76.2 GRAVEL 3 Inches to No.4 76.2104.76 Coarse 3 Inches to%Inch 76.210 19.1 Fine 'h inch to No. 4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 Coarse No. 4toNo. 10 4.76 to 2.00 Medium No. 10 to No. 40 2.00 to 0.420 Fine No. 4010 No. 200 0.420 to 0.074 SILT AND CLAY Below No. 200 Below 0.074 GRAIN SILL CHART 70 00 uouio uSd17 Cu.). a PLASTICITY CHART SOIL CLASSIFICATION CHART SYMBOLS MAJOR DIVISIONS TYPICAL GRAPH j LETTER DESCRIPTIONS -.--- . GRAVEL CLEAN GRAVELS GW WELL-GRADED GRAVELS, GRAVEL. SAND MIXTURES. LITTLE OR NO FINES AND GRAVELLY 1W a________ SOILS (LITTLE OR NO FINES) GP O FINES COARSE GRAINED GRAVELS WITH ( P°c1 D - ISM SILTY GRAVELS. GRAVEL - SAND. SILT SOILS MORE THAN 50% FINES MIXTURES OF COARSE 0 FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT GCCLAYEY GRAVELS. GRAVEL - SAND - OF FINES) CLAY MIXJRES SAND CLEAN SANDS SW WELL-GRADED SANDS. GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% AND OF MATERIAL IS SANDY LARGER THAN NO. 200 SIEVE sizs SOILS (LITTLE OR NO FINES) POORLY-GRADED SANDS GRAVELLY SAND. LITTLE OR NO FINES SANDS WITH I SM SILTY SANDS SAND SILT MIXTURES MORE THAN SO% FINES OF COARSE FRACTION PASSING ON NO.4 SIEVE (APPRECIABLE AMOUNT sc CLAYEY SANDS, SAND- CLAY OF FINES) . MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR 11 CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY Al' INORGANIC CLAYS OF LOW TO MEDIUM FINE SILTS LIQUID LIMIT AND LESS THAN 30 A' CL PLASTICITY, GRAVELLY CLAYS. SANDY GRAINED CLAYS j' CLAYS. SILTY CLAYS. LEAN CLAYS SOILS ,, ORGANIC SILTS AND ORGANIC SILTY " CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS. MICACEOUS OR OF MATERIAl. IS MH DIATOMACEOUS FINE SAND OR SILTY SMALLER THAN NO. pj SOILS 200 SIEVE SIZE S AND ILTS LIQUID LIMIT GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT WAMP LS WITH NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. .i l'' 10925 HAR11IY RD.. SUITE 1, SANTEE, CA .92071 / / 44f;;4'25 i . I (619)259-7901 Fax (619)258.7902 j_- ë fty7&V Melody Huelsebusch/1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 PAGE L-1 LABORATORY TEST RESULTS EXPANSION INDEX TEST (ASTM D4829) .INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(%) (PCfl INDEX LOCATION 9.2 18.7 111.3 0 BH-1 @ 1.0' PARTICLE SIZE ANALYSIS (ASTM D422) vg , NOW L9p 4BI ®4q$ pa 1/2" - - 3/8" 100 - #4 99 - #8 99 - #16 99 100 #30 91 92 #50 50 51 #100 27 32 #200 21 25 USCS SM SM FE1 Melody Huelsebusch./1331 Knowles Avenue! Carlsbad Project No. 18-1106E4 REFERENCES "2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P. Kennedy and Siang S. Tan, 2008. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. "1997 Uniform Building Code, Volume 2, Structural Engineering Design Provisions", Published by International Conference of Building Officials. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. "Geology of San Diego Metropolitan Area, California", Bulletin 200, by Michael P. Kennedy and Gary L. Peterson, 1975. 17 /1• " 1 (3:ityof CERTIFICATION OF SCHOOL FEES PAID I Carlsbad f 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 No. & Name: Plan Check No.: CBR2018-2568 Project Address: 1331 KNOWLES AVE Assessor's Parcel No.: 1561641300 Project Applicant: TRUST HUELSEBUSCH MELODY SEPARATE PROPERTY 21 (Owner Name) RECEIVED Residential Square Feet: New/Additions: 2,250 t4OV 06 Z019 Second Dwelling Unit: CtT'1' OF CARLSBAD BULLD° Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 09/25/2018 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (70) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marceija (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Title: Date: Name of School District: CARLSBAfl UNIFIED SCHOOL DISTRICT Phone: 040 U. UAMINO REAL, CARLSBAD, CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov 0 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 CBRaOh SW___ - BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE EtCSieJlCollkol BMPs SmaICoi%IgolBMP S TscP1ng Control BMPs HonSloem Water MansgementBMPs Waste Management and Materials PoflidsnContrelBMPs 2 an 'S U Best Management PractIce . D U. E S .E 2 • B — S — (BMP)Descdption - ' , 5 ,g1 . i,, R E . A ü n 6 1,2, ( cna en Do u'E CASQADesIgnallon—) l- inai= 2 .- ConstiuctlonAcUvlty Z ZZZ Grading/Soil Disturbance - - - - - - - - - - - - --- Trench!ng/ExcavatIon - - - - - - - Stocicpitlng - - - - - - - - Drilling/Boring Concrete/Asphalt Sawcutting - - - - - - Concrete network - - - - - Paving Conduit/Pipe Installation - --- ---- - - - - - - Stucco/Mortar We WosteDlsposol Staging/Lay Down Area - - - - - - - - - - - Equipment Maintenance and Fueling - - - - - - - Hazardous Substance Use/Storage - - - - - - - - - - Dewatering --- --- - Site Access Across Dirt - - Meu, Instructionoe Check the box to the left of all applicable construction activity (first column) expected to occur during canstnrctlon. Located along the top of the BMP Table Is a list of BMPS with It's corresponding California Stormwater Quality Association (CASQA) designation n u m b e r . C h o o s e o n e or more BMPh you Intend to use durino construction from the IlsL Check the box where the chosen activity raw intersects with the BMP column. STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATiSFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALl. ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. 3. Refer to the CASQA construction handbook. for Information cnd detaIls of the chosen BliPs and how to apply them to the project. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNO%M.EEGE THAT I MUST: (I) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPs) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS: AND (2) ADHERE M. AND AT ALL TIMES, COMPLY filTh THIS CITY APPROVED TIER 1 CONSTRUCTION SYIPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UN11L THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. SHOW THE LOCATIONS OFALL CHOSEN BMPsABOVE ON THE PROJECTS SITE PLANIERO SION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FORA SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- Site Assessor's Parcel Number Emergency Contact:, 24 Hour OWNER(S)/OWNER'S AGENT NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE E-29 Page 1 of 1 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM 0 LOW REV