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2749 VICTORIA AVE; 2; CBR2020-1285; Permit
Building Permit Finaled Residential Permit Print Date: 03/22/2024 Job Address: 2749 VICTORIA AVE, # 2, CARLSBAD, CA 92010-2146 Permit Type: BLDG-Residential Work Class: Parcel#: 1674206800 Track#: Valuation: $50,058.48 Lot#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Second Dwelling Unit Permit No: Status: (city of Carlsbad CBR2020-1285 Closed -Finaled Applied: 06/13/2020 Issued: 09/03/2020 Finaled Close Out: 03/22/2024 Final Inspection: 03/21/2024 INSPECTOR: Kersch, Tim Burnette, Paul Alvarado, Tony Dreibelbis, Peter Description: BOYLE: 378 SF ATTACHED ADU (137 SF REMODEL EXISTING+ 241 SF ADDITION) ADDITIONAL 61 SF MAIN DWELLING REMODEL Applicant: Property Owner: LOGAN ANDERSON 1106 2ND ST, # 561 ENCINITAS, CA 92024-5096 (619) 807-0640 CO-OWNERS BOYLE JEFFREY GLENN AND BOY SARAH REBECCA FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) 2749 VICTORIA AVE CARLSBAD, CA 92010 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -MEDIUM Total Fees: $1,358.24 Total Payments To Date: $1,358.24 Balance Due: AMOUNT $410.43 $287.30 $43.00 $175.00 $52.00 $80.00 $3.00 $6.51 $246.00 $55.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad Job Address 2749 VICTORIA AVENUE RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check==-,2~ Est. Value - PC Deposit--------- Date Suite: _e>.__ ___ APN: 167-420-68-00 CT/Project#: __________________ Lot#: ___ _ Fire Sprinklers: 0 YES 0 NO Air Conditioning: Q YES 0 NO Electrical Panel Upgrade: 0 YES O NO BRIEF DESCRIPTION OF WORK: ADDITION TO & REMODELING OF, AN (E) 2-STORY SINGLE FAMILY RESIDENCE. WORK IS FOR A (N) ATTACHED ADU. THE ADU TO INCLUDE THE FOLLOWING: BEDROOM, BATH, KITCHEN AND LIVING SPACE. 0 Addition/New: 241 Living SF, N/A Deck SF, N/A Patio SF, N/A Garage SF Is this to create an Accessory Dwelling Unit? 0 YON New Fireplace? 0 Y 0 N , if yes how many? __ 0 Remodel: _1_9_8 ___ SF of affected area Is the area a conversion or change of use ? 0 Y 0 N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ------------- □solar: ___ KW, __ Modules, Mounted:Q Roof O Ground , Tilt: 0 YQ N, RMA: 0 YON, Battery:OY ON, Panel Upgrade: Qy ON D Reroof: ___________________________________ _ D Plumbing/Mechanical/Electrical Only: ________________________ _ D Other: _________________________________ _ APPLICANT (PRIMARY CONTACT} Name: LOGAN ANDERSON Address: 1106 SECOND ST, #561 City: ENCINITAS State: CA Zip: 92024 Phone: 760-230-6888 Email: MARCELA@MARCELALOGAN.COM DESIGN PROFESSIONAL Name: LOGAN ANDERSON Address: 1106 SECOND ST, #561 City: ENCINITAS State: CA Zip: 92024 Phone: 760-230-6888 Email: MARCELA@MARCELALOGAN.COM Architect State License: C-34208 ------------ PROPERTY OWNER Name: SARAH & JEFF BOYLE Address: 2749 VICTORIA AVENUE City: CARLSBAD State:_C_A __ Zip: 92010 Phone: 858-740-6494 Email: JGBOYLE79@HOTMAIL.COM CONTRACTOR BUSINESS Name: £;vi dMc t()t1..SIJ. t'ca.ffr!'.(C77P'1.. Address: t'OY5 Se (/lw,/\ I"'-. City: {!/J./'l.r6~ State: 64-Zip: 92 oo 8 Phone: 7&,tr 7 '5 f -3J 'I { Email: (', cir f ~,,., c}rMc@lhofMa,j I, C c,""1. State License:.6"/O'f3.f>O1 Bus. license: JI./ 6> 5 / (Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 8 -1 Page 1 of 2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 0 I 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. ______________ Expiration Date: __________ _ J8I' 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 ddltlon the to the cost of compensation, damages as provided for in Section 3706 of the labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's license Law for the following reason: O 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). 0 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). 0 I am exempt under Section _______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYES Q NO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone/ contractors' license number): 4. 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): 5. 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: □AGENT --------------------------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? I Yes/ No ls the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes/ N o 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 ANO 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 ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over S'O' 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 any time after the work is commenced for a period of 180 days. CBC section 105.S. APPLICANT SIGNATURE: -----'-L_P ___ ~ __ A-"-~----)1,,,--------DATE: 06/08/2020 (/ 1635 Faraday Ave Carlsbad, CA 92008 8-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-1285) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date 09/28/2020 09/25/2020 BLDG-SW-Pre-Con Checklist Item Application Date: 06/13/2020 Owner: CO-OWNERS BOYLE JEFFREY GLENN AND BOYLE SARAH REBECCA Issue Date: 09/03/2020 Subdivision: CARLSBAD TCT#74-14 A UNIT#02 Expiration Date: 08/16/2021 Address: 2749 VICTORIA AVE, # 2 CARLSBAD, CA 92010-2146 IVR Number: Inspection No. 139298-2020 COMMENTS 26873 Inspection Primary Inspector Status Passed Tony Alvarado Reinspection Inspection Complete Passed BLDG-Building Deficiency September 25, 2020: Yes 1. Informed contractor representative Richie regarding the following: 1. SWPPS, BMPs, erosion control measures. 2. Porta potty with pan, out of public right away. 3. New ADU property line setbacks, height certification form, bottom of footings and slab/pad certification from Geo technical engineer. 5. Deputy inspectors report special inspectors report per architecUengineers plan specifications. 6. Waste management receipts for demolition or recycle material disposed. 10/15/2020 10/15/2020 BLDG-81 Underground 140984-2020 Passed Tony Alvarado Combo(11, 12,21,31) Friday, March 22, 2024 Complete Page 1 of 6 PERMIT INSPECTION HISTORY for {CBR2020-1285) Permit Type: BLDG-Residential Application Date: 06/13/2020 Owner: CO-OWNERS BOYLE JEFFREY GLENN AND BOYLE SARAH REBECCA Work Class: Second Dwelling Unit Issue Date: 09/03/2020 Subdivision: CARLSBAD TCT#74-14 A UNIT#02 Address: 2749 VICTORIA AVE, # 2 Status: Closed -Finaled Expiration Date: 08/16/2021 IVR Number: 26873 CARLSBAD, CA 92010-2146 Scheduled Date 11/19/2020 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item BLDG-Building Deficiency BLDG-11 Foundation-Ftg-Piers (Rebar) BLDG-12 Steel-Bond Beam BLDG-21 Underground-Underfloor Plumbing BLDG-31 Underground-Conduit Wiring COMMENTS October 15, 2020: 1. Underground electrical conduit required for new panel upgrade. Required SDGE work order from SDGE planner. 2. Underground electrical conduit required for new panel upgrade. Required SDGE work order from SDGE planner. 3. Underground electrical work, scope of work not ready October 15th, 2020: 1. Verified soil certification for footing bottoms and pad/slab compaction report-approved soils engineer. 2. Deputy inspectors report verified for engineers steel reinforcement dowels into existing footings-approved. 3. OK to pour concrete. 4. Underground plumbing waste and vent lines under test-approved. October 15th, 2020: 1. Verified soil certification for footing bottoms and pad/slab compaction report-approved soils engineer. 2. Deputy inspectors report verified for engineers steel reinforcement dowels into existing footings-approved. 3. OK to pour concrete. 4. Underground plumbing waste and vent lines under test-approved. October 15th, 2020: 1. Verified soil certification for footing bottoms and pad/slab compaction report-approved soils engineer. 2. Deputy inspectors report verified for engineers steel reinforcement dowels into existing footings-approved. 3. OK to pour concrete. 4. Underground plumbing waste and vent lines under test-approved. October 15, 2020: (Not ready) 11/19/2020 BLDG-13 Shear Panelsn--1D (ok to wrap) 144207-2020 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS November 19, 2020: 1. Shearwall schedule, type, nailing pattern, holdowns, with metal connectors at top plates -approved per engineer structural plans details and schedule specifications. Friday, March 22, 2024 Reinspection Inspection Passed Yes Yes Yes Yes No Complete Passed Yes Page 2 of 6 PERMIT INSPECTION HISTORY for {CBR2020-1285) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date 11/23/2020 11/23/2020 BLDG-15 Roof/ReRoof (Patio) Checklist Item Application Date: 06/13/2020 Owner: CO-OWNERS BOYLE JEFFREY GLENN AND BOYLE SARAH REBECCA Issue Date: 09/03/2020 Subdivision: CARLSBAD TCT#74-14 A UNIT#02 Expiration Date: 08/16/2021 Address: 2749 VICTORIA AVE, # 2 CARLSBAD, CA 92010-2146 IVR Number: 26873 Inspection No. Inspection Primary Inspector Reinspection Inspection Status 144495-2020 Passed Tony Alvarado Complete COMMENTS Passed BLDG-Building Deficiency November 23, 2020 (virtual inspection). 1. Room addition/remodel of new roof section (only), Yes 12/04/2020 12/14/2020 12/18/2020 12/04/2020 BLDG-23 Gas/Test/Repairs Checklist Item roof plywood type and nailing pattern scope of work -approved. 145465-2020 Passed Peter Dreibelbis COMMENTS BLDG-Building Deficiency Ug gas and conduit 12/14/2020 BLDG-33 Service Change/Upgrade Checklist Item 146162-2020 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency December 14, 2020: 12/18/2020 BLDG-84 Rough Combo(14,24,34,44) 1. DisconnecUreconnect, 200 amp panel upgrade scope of work -approved. 2. EVSE (electrical vehicle receptacle ready), dedicated circuit breaker not installed, because panel upgrade is not located at exterior garage wall location. 3. SDGE work order verified and approved. 4. Stucco lath paper scope of work around perimeter of new 200 amp electrical service panel requires inspection. 146596-2020 Passed Tony Alvarado Friday, March 22, 2024 Complete Passed No Complete Passed Yes Complete Page 3 of 6 PERMIT INSPECTION HISTORY for (CBR2020-1285) Permit Type: BLDG-Residential Application Date: 06/13/2020 Owner: CO-OWNERS BOYLE JEFFREY GLENN AND BOYLE SARAH REBECCA Work Class: Second Dwelling Unit Issue Date: 09/03/2020 Subdivision: CARLSBAD TCT#74-14 A UNIT#02 Address: 2749 VICTORIA AVE, # 2 Status: Closed -Finaled Expiration Date: 08/16/2021 IVR Number: 26873 CARLSBAD, CA 92010-2146 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Friday, March 22, 2024 Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS December 18, 2020: 1. Rough frame/structural, plumbing, electrical, mechanical scope of work per engineered plans-approved. 2. Revise structural connection detail {king post to ridge beam connection), detail #22 on sheet SD-2. 3. Structural engineer to revise detail #22 to reflect on site as built site conditions. 3. Informed Richie general contractor and owner, structural detail #22 on sheet SD-2, revise engineers stamped and signed detail prior to next inspection. December 18, 2020: 1. Rough frame/structural, plumbing, electrical, mechanical scope of worl< per engineered plans-approved. 2. Revise structural connection detail (king post to ridge beam connection), detail #22 on sheet SD-2. 3. Structural engineer to revise detail #22 to reflect on site as built site conditions. 3. Informed Richie general contractor and owner, structural detail #22 on sheet SD-2, revise engineers stamped and signed detail prior to next inspection. December 18, 2020: 1. Rough frame/structural, plumbing, electrical, mechanical scope of work per engineered plans-approved. 2. Revise structural connection detail (king post to ridge beam connection), detail #22 on sheet SD-2. 3. Structural engineer to revise detail #22 to reflect on site as built site conditions. 3. Informed Richie general contractor and owner, structural detail #22 on sheet SD-2, revise engineers stamped and signed detail prior to next inspection. December 18, 2020: 1. Rough frame/structural, plumbing, electrical, mechanical scope ofworl< per engineered plans-approved. 2. Revise structural connection detail (king post to ridge beam connection), detail #22 on sheet SD-2. 3. Structural engineer to revise detail #22 to reflect on site as built site conditions. 3. Informed Richie general contractor and owner, structural detail #22 on sheet SD-2, revise engineers stamped and signed detail prior to next inspection. Passed Yes Yes Yes Yes Page 4 of 6 PERMIT INSPECTION HISTORY for (CBR2020-1285) Permit Type: BLDG-Residential Application Date: 06/13/2020 Owner: CO-OWNERS BOYLE JEFFREY GLENN AND BOYLE SARAH REBECCA Work Class: Second Dwelling Unit Issue Date: 09/03/2020 Subdivision: CARLSBAD TCT#74-14 A UNIT#02 Status: Scheduled Date 12/28/2020 12/29/2020 01/06/2021 01 /19/2021 02/09/2021 02/17/2021 Closed -Finaled Expiration Date: 08/16/2021 IVR Number: 26873 Address: 2749 VICTORIA AVE, # 2 CARLSBAD, CA 92010-2146 Actual Inspection Type Start Date 12/28/2020 BLDG-16 Insulation Checklist Item Inspection No. 147025-2020 COMMENTS Inspection Primary Inspector Status Cancelled Tim Kersch BLDG-Building Deficiency 12/29/2020 BLDG-16 Insulation Checklist Item 147132-2020 COMMENTS Passed Tim Kersch BLDG-Building Deficiency BLDG-18 Exterior Lath/Drywall Checklist Item 147133-2020 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency Number 29, 2020: inspector Tim Kersch conducted exterior lath scope of work inspection -approved. 01 /06/2021 BLDG-17 lnterlor Lath/Drywall Checklist Item 147620-2021 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency January 6, 2021: (virtual inspection). 01/19/2021 BLDG-27 Shower Pan!Tubs Checklist Item 1. Drywall type and drywall nailing/screw pattern, scope of work, per architectural/structural plans and detail specifications-approved. 148574-2021 Passed Paul Burnette COMMENTS BLDG-Building Deficiency 02/09/2021 BLDG-21 Underground/Underflo or Plumbing Checklist Item 150106-2021 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency February 9, 2021. (Virtual inspection). No building deficiencies. 02/17/2021 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 1. Verified new Gas line under-leak pressure test with gauge-approved. 150652-2021 Passed Tony Alvarado Relnspection Inspection Reinspection Incomplete Passed No Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Friday, March 22, 2024 Page 5 of 6 PERMIT INSPECTION HISTORY for (CBR2020-1285) Permit Type: BLDG-Residential Application Date: 06/13/2020 Owner: CO-OWNERS BOYLE JEFFREY GLENN AND BOYLE SARAH REBECCA Work Class: Second Dwelling Unit Issue Date: 09/03/2020 Subdivision: CARLSBAD TCT#74-14 A UNIT#02 Status: Closed -Finaled Expiration Date: 08/16/2021 IVR Number: 26873 Address: 2749 VICTORIA AVE, # 2 CARLSBAD, CA 92010-2146 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 03/21/2024 Checklist Item BLDG-Building Deficiency Status COMMENTS February 17, 2021: No Building deficiencies. 1. Attached, single-story ADU, constructed per architectural and structural engineer's calculations and plan detail specifications, scope of work-approved. 03/21/2024 BLDG-Final Inspection Checklist Item 242963-2024 COMMENTS Passed Tony Alvarado BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection Checklist Item 242964-2024 COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Passed Tony Alvarado Friday, March 22, 2024 Passed Yes Passed Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Complete Complete Page 6 of 6 GHOSTRIDER PH. 760-473-5052 PH. 858-212-5660 E-mail, twghostrider01@yahoo.com cu ENT Boyle DATE 11/10/2020 E-mail, Sdmosch@gmail.com AIL Y INSPECTION REPOR PROJECT Boyle Remodel & ADU ADDRESS 2749 Victoria Avenue ARCHITECT Marcela & Logan, Architects Inc. cIrv Carlsbad, CA 92056 1106 Second St. #561 Encinitas, Ca 92024 JOB# Ghostrider, Inc. ENGINEER PCSD Engineering Corp. 3529 Coastview Ct. Carlsbad, Ca BUILDING PERMIT/DSA/OSHPo# CBR2020-1285 PLAN FILE# Not Applicable coNTRACToR RM Chase Coastal w. o. # Not Applicable INSPECTION SAMPLES QTY. MATERIAL DESCRIPTION CHECKLIST Epoxy All-thread Sheer Panel System Concrete, PSI: # Unknown/Existing Approved Plans Not Available Epoxy Type: # Simpson SET-XP (ESR 2508) Compressed Air Blow,Brush,Blo1r, Batch Number: # 1000104186, Exp. 08/2022 Bottle Brush Nylon 1/2" Dia. Threaded-Rod: # 5/8" Dia. (Galv.) Edge Distance Approved Plywood: # 15/32" Exposure 1 Field Nailing 12" O.C. Nails: # 8d Edge Nailing 3" & 4" O.C. Sheer Transfer: # A-35 Weather Sunny Bright REMARKS: Inspected epoxy all-thread of 2 added holdowns & 1 anchor bolt along sheerwall schedule A on project. Contractor used 5/8" Dia. (Galv.) all-thread. Contractor drilled¾" Dia . X 12" deep holes for holdowns and¾" Dia. X 4" deep hole for anchor bolt. Contractor used clean dry compressed air & a nylon bottle brush to clean holes. Holes were filled and rods installed. Inspected sheer walls schedule B & Con project as shown on the approved drawings (4" & 3" nail spacing). Nail spacing, anchor bolts, holdowns, plywood and A-35 clips were correctly installed per plan for Sheerwalls with schedules B & Con project. Work on project is ongoing. CERTIFICA noN OF : o e o our n ge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. For this report to be valid it must hove a final report, signed by the spec/al Inspector, stating "Final Report of inspection and material testing". Without a final report this document is invalid. This report covers the locations of the work reported only and doesn't constitute engineering opinion or project control. I Time in Time out: Authorization: _________ _ - c~.,--z__ ,~"~'1/4-Q_ Signature ____ :71--" __ ' _______ _ Taylor White A. W.S. & I.C.C. & San Diego 1287: This is not o government form. The Federal. State. County and City seals only signify that inspections are conducted under Federal. State. County and City Codes (2013. C. B.C.J. This document Is not used for advertising. marketing or promotions. This document Is used to convey compliance with the Codes. Structural Inspections LLC "SPECIAL INSPECTION SERVICES" P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Email: sillc6l9@gmail.com Inspection Report Project Name: __ e_f_l, _____ r ____ ... ___________ _ ProjectAddress: __ 7_4_<J _____ l __ "_l, ____ ,. __ /_t _{.-----'.------ I I Page:. ____ of ____ Report#: _____ _ I ,z , I ( Permit#:---'--------------- ,.. ,!"' ~,J Architect. __ ,__ __ :>_,~--------------------File #: _________________ _ Engineer: _________________________ _ DSA#: ________________ _ Contractor: ________________________ _ Other: ________________ _ INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel H.S. Bolts H.S. Bolts / Plans/Specs -------- Masonry Prisms Cone. PSI / Clearances -------- --Concrete --Mortar/Grout --Grout PSI ,,.-Positions Fireproofing Cone. Cylinders Mortar PSI ... Sizes --------,,,,,,.. '} "71' 1-5 ... --Epoxy --Fireproof Steel ,I --Laps / Other: f '~ I V Other: Elect./Wire Consolidation -------- --Other: C J/5 --Other: --Fireproof --Torque Ft. Lbs: ..,,,.. Other: , h,tJ Other: Other: Other: -------- --Other: --Other: --Other: --Other: n 7. /ll f.l\) , I 'I ' e , ic -tt • I J_ (" ({) -~ - CERTIFICATION OF cbMPLl~Nc:: All reported work, unless otherwi~e ndted/complies t ap~r:ed plans, specifications ~nd ap 1 plicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise n9ted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building law7 -- }/ I Inspector: MARIO BATTAGLIA j '.!'~P:I?."~"'.: . ' Time Start: Time Stop: .......... i::>ay I:_ Cert:. __ 35_0 __ Approved By: ___________________ _ Project Superintendent Signature Date ✓. EsG1I A SAFEbu1lt Company DATE: 8/27/2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020~ (Z,c'.65 PROJECT ADDRESS: 2749 Victoria Ave. SET: II □ APPLICANT □ JURIS. PROJECT NAME: ADDITION AND REMODEL FOR BOYLE RESIDENCE C8:J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: C8:J EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno EsGil 8/15/2020 Email: Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 6/25/2020 JURISDICTION: Carlsbad ,~ts° PLAN CHECK#.: CBR2020-l,SS ✓. EsG1I A SAFFbuitrCompany SET: I PROJECT ADDRESS: 2749 Victoria Ave. □ APPLICANT □ JURIS. PROJECT NAME: ADDITION AND REMODEL FOR BOYLE RESIDENCE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: LOGAN ANDERSON D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: LOGAN ANDERSON Telephone#: 760-230-6888 Date contacted: (by: ) Email: MARCELA@MARCELALOGAN.COM Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno EsGil 6/16/2020 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2020-1258 6/25/2020 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2020-1258 JURISDICTION: Carlsbad PROJECT ADDRESS: 2749 Victoria Ave. FLOOR AREA: ADDITION: 241 SQ-FT REMODEL: 198 SQ-FT REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/25/2020 FOREWORD (PLEASE READ): STORIES: HEIGHT: DA TE PLANS RECEIVED BY ESGIL CORPORATION: 6/16/2020 PLAN REVIEWER: Richard Moreno 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 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2018 IRC, 2018 IBC, 2018 UPC, 2018 UMC and 2017 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 2018 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 CBR2020-1258 6/25/2020 PLANS 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. 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). 4. Show locations of permanently wired smoke alarms with battery backup, per Section R314. When smoke alarms are placed less than 20-ft from a cooking appliance, smoke alarms must be photoelectric type. 5. Floor assemblies separating units in a duplex or attached ADU shall be of one-hour fire resistive construction (½-hour if the building has an automatic sprinkler system). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. a) Utility room and Garage Separations must also be fire/sound rated walls. 6. Walls and floors separating units in a duplex or attached ADU shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies and indicate the listing agency and listing number for the tested ratings. Carlsbad CBR2020-1258 6/25/2020 7. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2.1. ROOFS/DECKS/BALCONIES 8. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: • If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-5 value installed above the roof sheathing. (or) • If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. (or) • If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. ♦ In climate zones 3-15, air permeable insulation installed as part of onr:~ of the previou::~ i.n::sulation a::::::cnlbl..ic::1 :Ln unver1ted at.ti.cs inust comply ~vith section R806.5.'.5.:2 9. 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. STRUCTURAL 10. Show left support for RB-1 on plans. also, provide calculations for (E) beam to show adequacy. 11. 2x6 rafters structurally work for this project, but insulation type requires much more rafter space, 2x10 rafters, minimum. 12. Show floor joist size. Provide a detail showing fire rating and impact sound separation. R-19 minimum insulation between dwellings. (architect or engineer) 13. Detail 17/SD-1. There are no ceiling joists proposed on this project. 14. Special inspection is required for shear walls with nailing 4" O.C. or less. CBC Chap. 17. a) 3X sill plate is required for high strength braced walls. Carlsbad CBR2020-1258 6/25/2020 15. ASCE?-16 11 .4.4. seismic design coefficient (Fa), when no geotechnical report is available. Minimum (Fa) allowed is 1.2. 16. Provide WSW cut sheets. 17. Show dimensions for WSW footing. a) Verify clear cover requirements for WSW against manufacturer's recommendations on page 2 of Simson Calculator. 18. Verify anchor bolt embedment depth requirements on schedule. Verify clear- cover is met at existing retro-fitted locations. ELECTRICAL 19. An ADU may have a separate utility service installed, or sub fed via existing service with adequate capacity. ADU's require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. PLUMBING 20. 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). ENERGY CONSERVATION 21. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Gas piping sizing based upon a minimum input of 200,000 btu/hr. b) 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 position 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'. Carlsbad CBR2020-1258 6/25/2020 Residential Energy Lighting Requirements: ES 150.0(k) 22. All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. a) Luminaries must have a label certified for airtight construction. b) Light sources that are not marked "JA8-2019-E" shall not be installed in enclosed luminaires. ES 150.0(k) 23. In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 24. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). 25. Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) 26. SFD outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. 27. Masonry walls shall be insulated to meet the wall insulation requirements of TABLE 150.1-A or B. ES150.0(c).5 Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 28. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. MISCELLANEOUS 29. If CalGreen requires a Waste Management Plan from the City 30. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement" found at the end of this list. 31. 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. 32. 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: Carlsbad CBR2020-1258 6/25/2020 Yes □ No □ 33. 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 Richard Moreno at EsGil. Thank you. ,,.. w - ""' -... - - .... - - .... - PCSO Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph 760-207-1885 Structural Design Calculations ADU Addition f'uo-i C,KU,I( c.,\\.<,S Client Sarah & Jeff Boyle 2749 Victona Avenue Carlsbad. CA 92010 Pro1ect Paul S~rTstenson RCE C57182 exp 12131,21 ,r,-Aicl .: H.rnt,t:H.,.,H _-;....., ,-..,_,,,,o L_,,.,,.~n- >-1--0 CBR2020-1285 May 1 Rlu-7i PCSD File 2749 VICTORIA AVE #B BOYLE 378 SF ATTACHED ADU (137 SF REMODEL EXISTING+ 241 SF ADDITION) ADDITIONAL 61 SF MAIN DWELLING REMODEL 1674206800 8/13/2020 CBR2020-1285 e • • • • • e e -~ e e f"'. - --,,,,. - -- e e • • • e e e e e C, e ~12 ,..-w,w...,~-..s .... _ .............. ,t ........ :... ,..,.,. . l,..,., .... ,..,. PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207 -1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed. 23 JUL 2020. 8 15AM 1 WoodBeam IW·Mii?l'id•ifNln ---~------n1e: Boyte:ii:6 - Sof!wa,e = ENERCALC, INC. 1983-2020, Build:12.20.S.17 I Bti•ld:i·ii:i8dihi• DESCRIPTION: (FB-5) Fir Bm CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade . Trus Joist : Parallam PSL 2.0E Fb • Fb - Fc-Prtl Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2900psi 2900 psi 2900ps1 625 psi 290psi 2025 psi E : Modulus of Elasticffy Ebend-xx 2000 ksi Em·1nbend -xx 1018.535ksi Density 45.07pcf 0(1 23) Lr(1 47) ~fl(ll\)Lr(O 02) • ❖ " ,s _D(0.363) Lr(0.16) L(0.33) ' 7x14 Span• 20.0 n Appl_led l.oads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3630, Lr= 0.160, L = 0.330 klft, Extent= 0.0 -» 16.330 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.30, Lr= 0.020 klft, Extent= 16.330 --» 20.0 ft, Tributary Width• 1.0 ft Point Load : D = 0.670, Lr= 0.880 k @2.0 ft Point Load : D = 1.230, Lr= 1.470, L = 0.330 k @ 16.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upwafd Transient Deflection Max Downward Total Deflection Max Upwafd Total Deflection Overall Maximum Deflections Load Combination Span ---------..0+0750Lr+0.750L +0.450W->H 1 Vertical Reactions Load Combination Overall MAXlrrium overall MINimum ..0->H ..0+1.->H -+O+Lr+H ..O+S->H = 0. 707: 1 7x14 2,015.0Spsi 2,850.80psi +D+L+H Maximum Shear Stress Ratio Section used for this span 10.146ft Span# 1 0.360 in Ratio " 0.000 in Ratio = 0.982 in Ratio• 0.000 in Ratio = Max.".' Oefl Location in Span 0.9823 10073- Load Combination Loca1ion of maximum on span Span# where maximum occurs 667 >=360 0<360 244>=240 0<240 load Combination Support notation . Far left is #1 Support 1 Support 2 9.142 • 8.466 3.249 2.469 4744 4798 7.994 7.267 7.359 7.220 4.744 4.798 Max."+" Deft 0.0000 Values in KIPS Des, n OK 0.380: 1 7x14 110.22 psi 290.00 psi -+{)-+l +H 0.000ft Span# 1 location in Span 0.000 • ~-./'G°,f'n:rte.11-,0.11 -;Jim ,ff;'!f" bfaeen.11J 3529 Coastview Ct -Carlsbad, CA 92010 JOB 20-189 SHEET NO ) OF ____ -:-:.,....,..,=- CALCULATED BY PSC DATE 5/11/20 CHECK BY _____ DATE ___ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insulation and Misc. lrn. = ILL= Total Load= 5.5 psf 2.3 psf 3.5 psf 2.8 psf 0.9 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = I IO mph Exposure Cat = B Ps = ~Kzt•l*Ps30 IASCF 7-16 -Fquation 28.5-1) P = 26.6 psf P = 16.0 psf (*0.6 -ASD) 2.7 Seismic Sos Cs= (RII) Cs= 0.12 USE: V= C,WDL Y= 0.120 W[))_ ASD BASE SHEAR Y Aso= 0.086 Wm ( 11.4.5) ),., = 1.00 (fig. 28.5.1-Ps30 = 26.6 psf Kzt = 1.00 (fig. 26.8-1) I = 1.0 USGS APPLICATION s, -0.977 s, = 0.358 F, = 1.20 fv= 0.00 R = 6.5 I= 1.00 h, = 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY Sl<0.75 S1 .~004 SS;,O 15 (11.6 ASCE 7-16) ( 11.4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) Ta= C1 * (hn)°-75 = Ts~ S01/S05 _ k= 0.224 0 1.0 ':qn. 12.8-1 Not 01 Ta<0.5 Seismic Design Category: D 7/22/2020 U.S. Seismic Design Maps e • • • • • OSHPD Boyle e 2749 Victoria Ave, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1654371, -117.3078165 - - ~ r: C ~ e e • • e e • • e e • • • • e • • e :;:,. ... :/· ,.t::::.:,· ··\ ,_..~- '0 -~ v- ,.f' ..,:.i;_· ~(~ ·...: oit- Go gle Date Design Code Reference Document Risk Category Site Clan Type Value Ss 0.977 s, 0.358 SMS 1.173 SM1 null -See Section 11 .4 .8 80s 0.782 S01 nuU-See Section 11.4.8 Type Value SDC null -See Section 11.4.8 F, 1.2 F, null -See Section 11 .4.8 PGA 0.426 FPGA 1.2 PGAM 0.511 Tl 8 SsRT 0.977 SsUH 1.084 SsD 1.5 S1RT 0.358 S1UH 0.392 S10 0.6 PGAd 0.5 Gas 0.902 https://seismicmaps.org ,<, -- <·7,~ • '?.. ~- (;. "f, -..:; Description t .Ql',• '0.,/ ''-,,, 7/22/2020, 4:28:29 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value NJ.JmlNjc sejsmk; Oesjgn va.lue aJ D.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCE0 peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Map data tl2020 1/3 j ,?f",n,J"(;,tn.r&e.n-'O.n 'efg,n ,f}Uff" £.nfaeen.nJ JOB 20-189 SHEET NO IO OF ____ _ CALCULATED BY PSC DATE 5/11 /20 CHECK BY _____ DATE ___ _ 3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis (Two-Story) Wind: P = /\ Kzt I psJo A= 1.00 Kzt = 1.0 PS30~ 26.6 psf I= 1.0 P= 16.0 psf Seismic: V = C,WDL s, = 0.977 F, = 1.2 R -6.50 V = 0.086 * Wt* p (ASCE 7-16 • Eqn 12.8-2) s, = 0.358 F,= 0.0 I~ 1.00 ( p -Redundancy) Criteria I st Stor 2nd Sto Each Story Resists > 35% Base Shear: satisfied satisfied Wind Loads Any Shear Wall w/ (h/I)>1.0 is < 33% Story Force· not satisfied not satisfied P= 16.0 psf x Trib Area p= I I Roof Level Direction: NI S = 16.0 psf X 125 sq. ft.= 1995 lbs. Direction: E/W = 16.0 psf X 282 sq. ft.= 4501 lbs. 2nd Floor Level Direction: NI S = 16.0 psf X 294 sq. ft.= 4692 lbs. Direction: E/W = 16.0 psf X 387 sq. ft.= 6177 lbs. RoofWeill,ht Roof Wt. = 13.0 psf X 865 sq. ft. = 11245 lbs. Exterior Wall Wt = ]5.0 psf X 379 sq, ft.= 5685 lbs. Interior Wall Wt = 8.0 psf X 333 sq. ft.= 2664 lbs. Ceiling Wt = 6.0 psf X 720 sq. ft.= 4320 lbs. Total Trib. WR = 23914 lbs. Floor Weii:;ht Diaphragm = )5.Q psf X 720 sq. ft. = 10800 lbs. Exterior Wall Wt = 15.0psfx 877 sq. ft. = 13155 lbs. Interior Wall Wt = 8.0 psf X 745 sq. ft. = 5960 lbs. 1st Fir, Roof Wt. = 16,0 psf X 547 sq. ft. = 8752 lbs. Total Trib. W, = 38667 lbs. Total Seismic Dead Load: Wt= 62581 lbs. ASD Base Shear: V = 0.086 * Wt= 5375 lbs. ,..I ~ :,J ;J ~ ,ru/f;,f'r1mm.,,,.,, -;J';m ,d,'!f" :&faeen'nJ JOB SHEET NO CALCULATED BY CHECK BY 3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com Roof Diaphragm: N I s Direction V = 3052 A= fp=V/A= 865 3.53 lbs. sq. ft psf ------ Floor Diaphragm: N I S Direction V= 4692 lbs. A= 1267 sq. ft fp=V/A= 3.70 psf Seismic Lateral Distribution V= 5375 lbs. Level w, h, (lbs) ( ft) Roof 23914 17 2nd Floor 38667 8 * p E/W Direction V= 4501 A= 865 f =VIA= p 5.20 E/W Direction V= 6177 A= 1267 f = V/A = p 4.87 F wx h:-.. k w, (h,, (lbs-ft) l w (h' (lbs) 406538 0.568 3052 309336 0.432 2323 715874 l.000 5375 lbs. sq. ft psf lbs. sq. ft psf V (lbs) 3052 5375 20-189 ~I OF PSC DATE 5/11/20 DATE • • • • • e e e e e e C ·te e C C e ,... ·-e e C e e C C e • • • • • • • • • • • • • • • • • ~n,J'(;,{',,.,,,_,_ ~-~o bptHNIJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885-Email: paul.pcsd mail.com 5.2 Lateral nes;gu & AD21vsis (cont.) Gridlinc E 25 % 4692 X 0.25 = 1173 # ) 1173 lbs. + t!!l.'i'<JIJ plf,. (!;,~ t'&,r V = 6 ft. ?.7(,, U\.. OTF 2:;i~'i lbs. 'Cw• Gridline e 45 % ( 4692 X 0.45 = 2112 #) 2112 lbs. + 945101(,' V = 7.5 ft. = 'izt plf ,_p-/ OTF ~$~ ros. JOB 20-189 SHEET NO ,, OF ___ _ CALCULATED BY PSC DATE 5/11/20 CHECK BY SCALE ____ DATE __ _ & HDU4 ~ HDU4 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 ~· ~c./\ Structural Design Calculations ADU Addition Client Sarah & Jeff Boyle 2749 Victoria Avenue Carlsbad, CA 92010 Project Boyle Residence 2749 Victoria Avenue 010 on RCE C57182. exp. 12/31/21 May 11, 2020 PCSD File#: 20-189 '.,,, ' ' h ., -.J \ ?Ai,,l (!..h.ri,ten,.,.,-,, :1.P..n !>I.Uft1 -r_n,rt»e.eritt.ff 00 ON coo CON o--N (") s:t~ I'-co co ..-- Lt) co N "C""" I 0 N 0 N ~ cc 0 Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Boyle Residence 20-189 Code: Timber: 2019 California Building Code -ASCE 7-16 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 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood /-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength @ 28 days per ASTM C39-96 Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi@ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) 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 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Bolls & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ?-./'G',f'mten.ron &llll .PzeJo bJuteHTUIJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 20-189 SHEET NO Z, OF CALCULATED BY PSC DA-=T=-E-5:-:/-,-11"'!2"'0,- CHECK BY _____ DATE ___ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LlST 2.1 Roof (Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. loL = l = LL Total Load= 2.2 Roof (w/ ceiling} Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists lor. = lLL = Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls lrn. = lLL = Total Load= Exterior Wall 7/8" Stucco I 5/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 7.0 psf 1.5 psf 2.8 psf 2.8 psf 1.9 psf 16.0 psf 20.0 psf 36.0 psf 7.0 psf 1.5 psf 2.8 psf 1.7 psf 13.0 psf 20.0 psf 33.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf I.I psf 2.8 psf 0.6 psf 15.0 psf Interior Wall I /2" Gyp. Bd. (2 Sides) 2x4 Studs@ 16" o.c. Misc. 4.6 psf I.I psf 2.3 psf 8.0 psf ,?f',,,,J"(;,f"'rzne.,,.,.,,.,, ';1,n, .Pl'!fo bJ'.neen'.nJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 20-189 ") OF ____ _ PSC DATE 5/11/20 SHEET NO CALCULATED BY CHECK BY SCALE _____ DATE ___ _ Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 518" Gyp. Bd. Insulation and Misc. Int= l = LI, Total Load= 5.5 psf 2.3 psf 3.5 psf 2.8 psf 0.9 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed= 110 mph Exposure Cat = B Ps = >.Kzt•l*Ps30 (ASCF 7-16-Fquatinn 285-1 I P = 26.6 psf P = 16.0 psf (*0.6 -ASD) 2.7 Seismic SMs = 1.083 S05 = 0.722 _ Sos Cs -(R/l) Cs= 0.111 USE: V= C,WoL V= 0.111 Wm. ASD BASE SHEAR V ASD C, Wot. 1.4 ( 11.4.5) A= 1.00 (fig. 28.5.1-PsJo = 26.6 psf Kzt=i.00 (fig.26.8-1) ]= 1.0 USGS APPLJCA TJON S,= 0.977 S,= 0.358 F,= I.I l R = 6.5 h, = 25.00 Occupancy Category: Site Class: F,= 0.00 1 = 1.00 2 D SEISMIC DESIGN CATEGORY (11.6 ASCE 7-16) ( 11.4.2 ASCE 7-16) (fig. 28.5-1) (table l.5-2) T,= C, • (h,,)°75 = 0.224 Ts= So/Sos 7 0 k= 1.0 :qn. 12.8-1 Not OI Ta<0.5 Seismic Design Category: D 5/~/2020 U.S. Seismic Design Maps Boyle 2749 Victoria Ave, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1654371, -117.3078165 OSHPD ?A/ Gogle Map data "12020 Date 5/812020, 1:11:53 PM Design Code Reference Document ASCE7-16 Risk Category II Site ClaH D • Stiff Soil Type Value Ss 0.977 s, 0.358 SMs 1.084 SM1 null -See Section 11 .4 .8 Sos 0.723 So1 null -See Section 11.4.8 Type Value soc null -See Section 11 .4 .8 F, 1.109 F, null-See Section 11.4.8 PGA 0.426 FPGA 1.174 PG~ 0.5 Tc 8 SsRT 0.977 SsUH 1.084 SsD 1.5 S1RT 0.358 S1UH 0.392 S10 0.6 PGAd 0.5 CRs 0.902 https://seismicmaps.org Description Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric S,Bjsmic desjgn vaJue at 0.2 SBcorn:J SA Numeric seismic design value at 1 .0 second SA Seismic design category Site amplificatlon factor at 0.2 second Site amplification factor at 1.0 second MCEG peal< ground acce\eratlon Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic accereratfon value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods 113 MEMBER REPORT Roof Framing, (RR-1) Rafters 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC Sloped length. 12' 1 5/16'' 0 12 31 ' I :t, ,, t" 2.' II 11 IT] All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. DMlan RelUlb Amaal O Locetion Allowed llelult LOI' I.Nd: Combination (P.ttwn) Member Reaction (lbs) 286@ 2 1/2" 3281 (3.50") Passed (9%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 250 @ 8 13/16" 1238 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 781 @ 5' 10 1/2" 1060 Passed (74%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.316@ 5' 10 1/2" 0.584 Passed (l/444) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) o.5n @ s· 10 1/2" 0.779 Passed (L/243) --1.0 D + 1.0 Lr (All Spans) • Delloction alterla: Ll (l/240) and Tl (l/180), • Top Edge Bracong (Lu): Top compressoon edge must be b<aced at 9' 1• o/c based on loads applied, unless detailed otherwtse. • Bo!tDm Edge Braong (Lu): Bottom compression edge must be b<aced at 12' 1• o/c based on loads apphed, unless detailed otherwise. • A 15% Increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. .. rtnei....,, \.--to~{-) SUpports Total Allllffable Requll'ed Dead Roofute Total AttWol1el I • Beveled Plate • DF 3.so· 3.so· I.SO" 129 157 286 Blocking 2 • Beveted Plate • DF 3.50" 3.50" I.SO" 129 157 286 Blocking • Blocking Panels are assumed to carry no loads apphed directly above them and the full load Is applied to the member being designed. Dud lloaf,Uve Vertical Load Location (Sl!le) 5"dnt (O;!NI) <--=1.lS) Colllmema I • Un1fom1 (PSF) Oto 11'9" 16" 16.0 20.0 Default Load w r Hotel . I I I i I t. [?] PASSED 0 Member Length : 12' 2 11/16" System : Roof Member Type • J01st Bu1ld1ng Use , Residential Buildlng Code : /BC 20 l 8 Design Methodology : ASD Member Pitch : 3/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product des.gn criteria and pubhshed design values. Weyerhaeuser expressly disclaims any other warranties retated to the soltware. Use of this soltware Is not Intended to drwmvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is respcns,ble to assure that th,s calculat,on Is compatible with the overall proJect. Accessories (Rim Board, Blocking Panels and 5Quash Blocks) are not designed by this software. Products manufactured at Weyerhaeuse-facilities are third-party certified to sustainable fo,estry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR·llSJ a,nd ESR-1387 and/o, tested in accordance with applicable ASTM standards. For current code evakJatlon repc,its, Weyerhaeuser product llterature and Installation details refer to www.weyerhaeuser.com/woodproducts/document•l1brary. The product appllcabon, input design loads, dimensions and support 1nformat1on have been provided by ForteWEB Software Operator --------------forteWEII Softw•~ Operator Paul Omstenson PCSD Engineering (760) 207-1885 paul.pcsd@>gmall.com Job Notes A 5/15/2020 5:45:29 PM UTC ForteWEB v2.4, Engine: VS.0.1.5, Data: V7.3.2.0 File Name: Boyd Page 1 / 1 ~I FORTE'S MEMBER REPORT Roof Framing, (RB-1) Ridge bm 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 8' 1" ... . ,_ 0 . ,· .. ,, ~ .. 7' 6' IT] All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal. Desian Results Adual.Lotc8tlon AIIDWN llelult LOP' Load: COmblNtlon (Pitttem) Member Reaction (lbs) 1481@ 2" 7656 (3.50") Passed ( 19%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1153 @ 10 3/4" 3806 Passed (30%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2751 @ 4' 1/2" 3737 Passed (74%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Deft, (in) 0.091 @ 4' 1/2" 0.387 Passed (l/999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.167 @ 4' 1/2" 0,517 Passed (l/556) .. 1.0 D + 1.0 Lr (All Spans) • Denectlon crtterla: U (L/240) and TL (L/180). , Top Edge Bracing (Lu): Top compression edge must be braced at 8' I" o/c based on loads applied, unless detailed otherwise. , Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' I" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NOS. ...nnglAfltttl Loads to Sclpportl (1111) Suppor1s Total Avabble ~ired Dead lloofllve Total ~- I • Column • DF 3.50" 3.50" 1.50" 673 808 1481 Blocking 2 • Column • DF 3.50" 3.50" I.SO" 673 808 1481 Blocking , Blocking Panels are assumed to carry no loads applied directly above them and the full toad ,s applied to the member being designed. Dead RoofUve Vertical Loads l.ocatloft (Side) Triblltllry Width (0.90) (non_, 1.25) c-menta 0 • Self We,ght (PLF) 0 to 8' I" N/A 6.4 - 1 • Uniform (PSFJ O to 8' 1" (Front) 10' 16.0 20,0 Default Load We Notes ' J t ,, ,~ [?] PASSED 1/ 0 System : Roof Member Type Drop Beam Building Use : Residential Bvilmng Code : 19C 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyemaeuser product design criteria and published design values. Weyerhaa,ser expressly disclaims any other warranties related to tt,e software. Use of this software 1s 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. AcceSSO<ies (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlltles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR· 1153 and ESR-1387 and/or tested 1n accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator forteWEB Software Operator Paul Christenson PCSO Englneertng (760) 207· 1885 paul.pcsd@gmall.com lob Notes Weycrhac~er 5/15/2020 5:48:00 PM UTC ForteWEB v2.4, Engine: VB.0.1.5, Data: V7.3.2.0 File Name: Boyd Page 1 / 1 0 . , .. l [TI MEMBER REPORT Floor Framing, (FB-1) Fir Sm 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 O;erall Length: 6' 3" S' 8' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. n-lnn Reiluits AdUal O Loaltlon Allowed . RlllUlt LOF ,LO.Id: Comblllatlon (Pettem) Member Reaction (lbs) 2264@ 2" 6563 (3.50") Passed (35%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 1374 @ l' 2 3/4" 4050 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3171 @3' 11/2" 4746 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.018 @ 3' 1 1/2" 0.197 Passed (LJ999+) --1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.035 @ 3' 1 1/2" 0.296 Passed (LJ999+) -1.0 D + 1.0 L (All Spans) • Deffectlon criteria: LL (LJ360) and TL (L/240). • Top Edge &acing (Lu): Top compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NOS. lleari119~ l.oeclatoluppo,ts(I») Supports Total Avriable ltl,qllh-ed Dud Flo« LM RoQIUve Total ~ J • Column -OF 3.50" 3.50" J.50" 1077 1188 156 2421 BJOCl(jng 2 • Column • OF 3.50" 3.50" I.SO" 1077 1188 156 2421 Bloddng • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead Aoor Uve RoofUve Vertie.al Loads LOClltlOII (Side) Tributary Width (o.90) (1.00) (non-= 1.25) c~ 0 • Self Weight (Plf} 0 to 6' 3" N/A 8.6 .. .. 1 • Uniform (Pl.Fl O to 6' 3" (Front) ~A 336.0 380.0 50.0 Default Load Wevef'haeuser Notes . I ' I I "' i ~ PASSED 'I 0 System : Floor Member Type : Drop Beam Building Use : Residential Buildrr>g Code : lllC 2018 Design Methodology : ASD Weyerhaeuser warrants that the si21n9 of its products will be In accordance with Weyerhaeuser product design criteria and pubHshed 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 1s 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 Weyemaeuser facilities are third-party certlfted to sust.,lnable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation repcrts 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.weyorhaeuser.com/woodproducts/document-ilbrllry. The product application, input design loads, dimensions and suppcrt information have been provided by FOl'teWEB Software Operator - FortcWEB Software Operator Job Notes Paul Ctlrlstenson PCSO Engineering (760) 207-1885 paul,pcsd@gmail.com A Wr.yr.rhoiruscr 5/15/2020 5:54:09 PM UTC ForteWEB v2.4, Engine: VS.0.1.5, Data: V7.3.2.0 File Name: Boyd Page 1 / 1 MEMBER REPORT Floor Framing, (FB-2) Fir Bm 1 piece(s) 6 x 12 Douglas Fir-larch No. 1 Overa II Lerigth: 11' 9' 11 2' All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Deslan Re,ulb AdualOL9Qltlon Allowetl •-11 LOI' Load: "ComblnatlcNI (httam) Member Reaction (lbs) 4320@ 11' 7" 12031 (3.50") Passed (36%) -1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 3496@ l' 3" 7168 Passed ( 49%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 11822 @ 5' 2 7 /16" 13638 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) o.143@ 5' 9 11/16" 0.381 Passed (L/960) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.302 @ 5' 9 11/16" 0.571 Passed (L/453) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) • Deflection crtterla: LL (l/360) and TL (l/2◄0). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 9' o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 9" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NOS. ... !fnolAntth LOIIClt to Sllpporta , ... > SUpports Total AVllilllble 0 Requln,d Duel "-Live Roofllw Tola! ~ I • Column • DF 3.so· 3.50" I.SO" 2020 1536 809 ◄365 Bloddng 2 -Column -DF 3.50" 3.50" I.SO" 2282 1522 1197 5001 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applled to the member being designed. l>elod floor Live ltool'Uve Vertical Loads l.ocllClon(Slde) Tributary Width (UO) (1.00) <--w: L25) c;:~ 0 • self Weight (PLF) Oto 11'9" N/A 16.0 .. .. 1 -Uniform (PLF) o to 3' 3" (Front) N/A 32.0 20.0 Defautt Load 2 -Uniform (PLF) 3' 3" to 11' 9" (Front) N/A 345.0 220.0 210.0 Default Load 3 • Point (lb) 3' 3" (Front) N/A 1077 1188 156 Weverhaeuser Notes PASSED 0 System : Floor Member Type : Drop Beam Building Use . Residential lluifmng Code : 19C 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be In accorclance with Weyerhaeuser product design criteria and pubished 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 authonty having jufisdict,on. The designer of record, builder 01 framer 1s 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 softv,are. Products manufactured at Weyerhaeuser facilities are third•party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reparts ESR-1153 and ESR~1387 and/0< tested In accordance with applicable ASTM standards. FOi' current code evaluation reports, Weyerhaeuser product literature and installation detallS refer to www.weyerhaeuser.com/woodproducts/document.library. Toe product application, input des1gn loads, dlmenslons and support lnlonnahon have been provided by forteWEB Software Operator Fo<teWEB Sottw•re Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com A Wcyerhaeu5c:r 5/15/2020 5:57:28 PM UTC ForteWEB v2.4, Engine: VB.0.1.5, Data: V7.3.2.0 File Name: Boyd Page 1 / 1 [TI MEMBER REPORT Floor Framing, (FB-3) Fir Bm l piece(s) 6 x 12 Douglas Fir-larch No. l Overall Leng,h: 10' 11' 10' 4' All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Oesinn Results Actual O Lotatlon Allowed 1t .... 1t Ll)f Load: Combination (P.u.r,) Member Reaction (lbs) 3731@ 2" 12031 (3,50") Passed (31%} .. 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 2445@) 1' 3" 7168 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 8135@ 5' 5 1/2" 13638 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Den. (in) 0.091 @ 5' 5 1/2" 0.353 Passed (L/999+) .. 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Deft. (in) 0.192@ 5' 5 l/2" 0.529 Passed (L/661) .. 1.0 D + 0.75 L + 0.75 Lr (All 5pans) • Deflection crltet'la: LL (l/360) and TL (l/240), • Top Edge Bracing (Lu): Top compress10n edge must be braced at JO' 11" o/c based on loads applied, unless detailed othe,w,se, • Bottom Edge Brac,ng (Lu): Bottom compression edge must be braced at 10' 11" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NOS. herlng1An9th l.oJICl$to5uppo,1a( ... ) SUpports Taal AVlllabl& 11.aqllireel Oucl "-I.Ive ,llolifUve Taal ._... I • Column -Df 3.50" 3.50" J.50" 1971 1201 1146 4318 Blocking 2 -Column -DF 3.50" 3.50" 1.50" 1971 1201 1146 4318 Blocking • Blod<lng Panels are assumed to carry no loads appfied directly above tl1em and the full load is applied to the member being designed. Dead Aoor Live RoofUw Vertical Loads Location (91de) TitbvtaryWldth (o.90) (1.00) c--.now,1.21> Commentl 0 -Self Weight (PLF) 0 to 10' II" N/A 16,0 -- 1 -Uniform (PLF) Oto 10' 11" (Front) N/A 345.0 220.0 210.0 Defautt Load wevemaeuser Notes PASSED 0 System : Floor Member Type : Drop Beam BuI1dIng Use Residential BuHdlng Code : !BC 2018 Design Methodolt)gy : ASD Weyerhaeuser warrants that the sizing of it:s products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly d1sdalms 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 1s responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and SQuash Blocks) are not designed by thlS 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 evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current cod• evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input deStgn loads, dimensions and support Information have been provided by ForteWEB Software Operator .. ·- ForteWEB Softwal'1! Operator Job Notes Paul Christenson PCSD Engineertng (760) 207· 1885 paul ,pcsd@)gmail.com A Wc:ycrhacu~, I 5/15/2020 5:58:41 PM UTC ForteWEB v2.4, Engine: VB.0.1.5, Data: V7.3.2.0 File Name: Boyd Page 1 / 1 ~IFORTE·mm 0 . • ~ 'f [TI MEMBER REPORT Floor Framing, (FB-4) Fir Bm 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Overall length: 6' 1 • s· 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Dellan Results AdUal O Locltlon Allowed 11-'t lDF Load: ComblMtlofl (Paltam) I I'; ! 0 Member Reaction (lbs) 7301@ 5' 11' 7656 (3.50") Passed (95%) .. 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 3330 @) 4' 10 1/4" 4725 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4213@ 5' 3" 6091 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load 0en. (in) 0.014@ 3' 4 13/16" 0.192 Passed (l/999+) -1.0 D + 0.75 L + 0.75 Lr (AU Spans) Total Load 0en. (in) 0.031 @ 3' 4 1/2" 0.287 Passed (l/999+) .. 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: U (lJ360) and TL (lJ240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 1 • o/c ~ on loads applied, unless detailed otherwtse. • Bottom Edge Bracing (Lu): Bottom compresston edge must be braced at 6' 1 • o/c based on toads applied, unless detailed otherwise. • Applicable calculations are based on NOS. -r1"91At1fth ~toS...,o,ta( .. ) SUpporb Tttel A ........ llequlrl!ld o..il "-I.Ive lloafUw, Totltf --I -c.olumn -OF 3.so· 3.50" I.SO" 676 316 272 126'1 Bloddng 2 • Column -OF 3.50" 3.50" 3.:w 39'12 2407 2071 8◄20 Bloddng • Stocking Panels are ossumed to carry no loads applied directly above them and the full toad is applied to the member being designed. Dead Flo«Uve R004'Llvll Vertical loads Location (SIN) TrfllvtM-y Width (O.H) (1.00) <--:1.ll) C-.rtl 0 -Seff Weight (PLF) 0 to 6' l" N/A 10.0 .. .. I -Uniform (PLF) 0 to 6' I' (Front) N/A 50.0 Default Load 2 • Point (lb) 5' 3• (Front) N/A 4253 2723 2~3 wevemaeuser Notes PASSED + 0 System : Floor Member Type : Drop Beam Bu11d1n9 Use Residential BuHdiflq Code : /BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products w,H be ,n accordance with Weyerhaeuser product design cr~erla and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software 1s not intended to arcumvent the need for a design prolesslooal as determined by the authonty having JUrisdktion. The designer rt record, builder or framer Is responsible to assure that this calculabon is compatible with the overall project. Accessories (Rim Board, Blocking Panels an<l Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadht,es are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR·1387 and/or tested in accordance with applicable ASTM standards. For current code evatuation reports, Weyerhaeuse,, product literature and lnstaltat1on detaHs refer to www.weyemaeuser.com/woodproducts/document-~brary. The product apphcabon, input design loads, dlmenStonS and support ,nformat>on have been provided by Fort.eWEB Software Operator -ForteWEB Software Operator lob Notu Paul Christenson PCSO Engineering (760) 207-1885 A paul.pc:sd@gmall.com Weytrluro;c 5/15/2020 6:01:40 PM UTC ForteWEB v2.4, Engine: V8.0.l.S, Data: V7.3.2.0 File Name: Boyd Page 1 / 1 ? ,nJf;h'nnen.ron 'ef nt fk'!f" :£,J"'eer1nJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paut.pcsd@gmail.com 5.0 Lateral Design & Analysis (Two-Story) Wind: P = >.. Kzt I psJo >-.= 1.00 Kzt = 1.0 PS30-26.6 psf I = 1.0 P = 16.0 psf Criteria JOB 20-189 SHEET NO \0 OF ___ _ CALCULATED BY PSC DATE 5/11/20 CHECK BY SCALE S5 = 0.977 f 3 = I.I R -6.50 DATE --------- (ASCE 7-16 -Eqn 12 8-2) S1 = 0.358 F, = 0.0 I ~ 1.00 V = 0.079 • Wt* p (p -Redundancy) 1st Story 2nd Story Each Story Resists > 35% Base Shear: satisfied satisfied Wind Loads Any Shear Wall w/ (h/1)>1.0 is< 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: Direction: 2nd Floor Level Direction: Direction: Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = Floor Weight Diaphragm = Exterior Wall Wt = Interior Wall Wt = I st Fir. Roof Wt. = N / S = 16.0 psf X 125 sq. ft .= E / W = 16.0 psf X 282 sq. ft.= N /S = 16.0 psf X 294 sq. ft.= E /W = 16.0 psf X 387 sq. ft.= 13.0 psf x 865 sq. ft.= 11245 lbs. 15.0 psf x 379 sq. ft.= 5685 lbs. 8.0 psf x 333 sq. ft. = 2664 lbs. 6.0 psf x 720 sq. ft. = 4320 lbs. ------Total Trib. WK = 239 14 lbs. } 5.0 psf X 720 sq. ft. = 10800 lbs. 15.0 psf X 877 sq. ft . = 13155 lbs. 8.0 psf X 745 sq. ft . = 5960 lbs. ]6.0 psf X 547 sq. ft. = 8752 lbs. Total Trib. WR= 38667 lbs. Total Seismic Dead Load: Wt = 62581 lbs. 1995 4501 4692 6177 ASD Base Shear: V = 0.079 * Wt = 4967 lbs. lbs. lbs. lbs. lbs. satisfied not satisfied p = I 1 ~ mJ"f;,tr/nenJ'Cn dtm 2Jz'!fo £,J6teer1, 3529 Coastview Ct -Carlsbad, CA 92010 JOB 20-1 89 SIIEET NO L( OF ___ _ CALCULATED BY PSC DATE 5/11 /20 CHECK BY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com Roof Dia(!hra~m: N /S Direction E /W Direction V = 2821 lbs. V = 4501 lbs. A= 865 sq. ft A= 865 sq. ft f =VIA= p 3.26 psf f =VIA= p 5.20 psf Floor DiaJ:!hragm~ N I S Direction E /W Direction V = 4692 lbs. V = 6177 lbs. A= 1267 sq. ft A= 1267 sq. ft f =VIA= p 3.70 psf f =V IA= p 4.87 psf Seismic Lateral Distribution V = 4967 lbs. * p F V Level w, h, w, h, k w, (h, > (lbs) (ft) (lbs-ft) ~ w (h,k (lbs) (lbs) Roof 23914 17 406538 0.568 2821 282 1 2nd Floor 38667 8 309336 0.432 2146 4967 715874 1.000 4967 t?5 ,u./f;,td.,tenJvm 'ef nr ,Z)l'!fo bfaeen'nJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Desi2n & Anall'.sis -1st Story Shear Walls N /S JOB 20-189 SHEETNO tz_... OF -----CALCULATED BY PSC DATE 5/11/20 CHECK BY ____ DATE __ _ SCALE E / W Gridline Length or Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type E 3 3 6 12 A I 5 5 8 s 8.7 8 7.5 8 B 2 2 1.5 8 E 0 (~ 3 9 9 11 A 0 CM ti 4 8 8 13 A 0 ( 0 0 #D /0! 0 # /0! 0 #DIV. 0! 0 # ~/0! 0 #DI /0! 0 /4~V/O! 0 # /0! 0 ~)IV/0! • 0 # V/0! 0 #l~JY/0! ~ a- I~\~"~ ...--G) I rrr-· ·1i ~ j~ ' / tJ / v, --© -it f, ' ~ , .J IV I. ,~_,;,,;;,; , -- ~-0 l .. P1u,I ~l..ntt.,."w" SA,,.. f>vlt, 1-"''"'"" .... ~,u/f;,tn.r&eh.l'Ch 'efnt .tfz'!fo bfaeemtJ 3529 Coastview Ct• Carlsbad, CA 92010 Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis ( coot.) Gridline Cv 25 % 4692 X 0.25 1173 #) 1173 lbs. + 446 V = 6 fl. 270 plf' (!~~ '\~tr ll\.. OTF 3238 lbs. 'C\&AN Gridline 8 45 % 4692 X 0.45 2112 #) 2112 lbs. + 995 V = 7.5 ft. 414 plf OTF 33 14 lbs. JOB 20-189 ,:) OF ___ _ PSC DATE 5/11 /20 DATE SHEET NO CALCULATED BY CHECK BY SCALE --------- & HDLl4 & HOU4 JlS) • ~ I ~-~ #' ,u/f;",f;.z'.rtw,,on dnt xfl'!fo bfaeerbtJ 3529 Coastview Ct-Carlsbad, CA 92010 f'Aul ~fv,,U:ktK-s;;;;J>iht, L~u,uriK' Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis ( cont.) Gridline (D 14 % 6177 X 0.14 865 #) 865 lbs. + 0 V = 5 fl. 173 plf OTF 1384 lbs. __ G_'r_i<l_li_ne_· __,,Q..,2...,. ____ I_3 __ '¾_o ____ 6_I_77_x 0.13 803 #) 803 lbs. + 325 V J.5 ft. 752 plf Gridlinc CJ) 25 % 6 177 X 0.25 1544 #) 1544 lbs. -945 V = 9 fl. 277 p!f OT!-" 3042 lbs. Gridline G 3 1 % 6 177 X 0.31 1915 #) 1915 lbs. + 0 n. 239 plf OTF 31 11 lbs. JOB 20-189 SHEET NO \ 4 OF CALCULATED BY ~SC DAT_E_S_/-11-/2_0_ CHECKBY ____ DATE __ _ SCALE IIDU2 HDU4 SIMPSON STRONG-TIE COMPANY INC. (BOO) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON S ~ie Job Name: Boyd WaU Name: Wall Line 2 Application: Standard Wall on Concrete Design Criteria: • 2018 International Bldg Code • Wind • 2500 psi concrete • ASD Design Shear= 1128 lbs Selected Strong-Wall® Panel Solution: Model Type WSW18x8 Wood Actual Shear & Drift Distribution: Model WSW18x8 Notes: w (in) H (in) T (in) 18 93.25 3.5 Actuat Shear (lbs) 1128 :$ ANowabte Shear (tbs) 2377 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installaf1on information. Sill Anchor NIA Actuat I Allow Shear 0.47 Actuat Drift (in) 0.19 End Anchor Bolts 2 -7/8" Drift Limit (in) 0.53 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load (lbs) 2500 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74 1/2". Disclaimer: Actual Uplift (lbs) 6296Ib It 1s 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.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 3 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie Job Name: Boyd Wall Name: Wall Line 2 Application: Standard Wall on Concrete Design Criteria: • Slab on grade -Slab edge • 2018 International Bldg Code • Wind * 2500 psi concrete Anchor Solution Details: Slab-on-Grade Installation • s· min for WSW-AB Shear ra,nforcmnent per detail when required WSW-AB'~◄ ½W -'lzW ► ff min. for ◄ w ► WSW-AB1 Slab-on-Grade Section View Perspective View r---------__ .. _ -------, l----1 I I ' ' I I I , ___ -----------------__ , ◄ 1AW ► Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: v,w I w Y,W ' ' Model w de S Anchor Bolt Strength Model w de s Anchor Bolt Streng\h WSW18x8 20 7 14 WSW-AB7/8 Standard WSW1 8x8 18 6 14 WSW-AB7/8 Standard Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Wind includes Seismic Design Category A and B and detached 1 and 2 family dwellings in SOC C. 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of 3 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com 1)','CLR \ \ •J HAIRPIN \ \___ GRADE 60 REBAR (MIN J flf.LD TIC "''Cl SCC\JRC DURING CONCP.{'Tf PU-.CE••un ()\/f- VARtES Wtl H BOl 1 $PACING ANCHOR 8UC..1 HAIRPIN SHEAR REINFORCEMENT #;,\ HAIAPfN ,#l TII:. :';tMIL AA1 -SEf. Tl\8lE FOR REQUIRED OUANT1t Y •lll[ GRAOC 60 RE8A.RIMIN I \ ~·lfl f) Tl€ Ak(1 St.CURE 01.tRINlJ CONCRETE PI.ACCUf.Hl ---ANCHOR 80L 1 TIE SHEAR REINFORCEMENT /-ANCHOR BOt. ,- / n/ SIMPSON Strong-Tie REGISTERCO DESIGN PRDHSSIONJ\L IS Pf.R""TTEO TO "400!.-Y DCTAJLS I FOR SPECIFIC CONDITIONS I ~. HAIRPIN INSTALLATION SECTION A•A fQ,,t,lltAG,f. CUlll'I ~ ontt• fOOhHO JWlllll ..... M ~--7 STRONG-WALL"' WOOO SttEARWIIU.l SH£.A" ANCHORAGE I Sf.lSMIC ' ! --·-·-V/1NO • ·1 '""'"'-"' I .. \ -... - OH MINIMU~ ASO Al. l 0WA.8L£ St-te:AA lOAD V ctb 1 " MODEi SHEAR CURil SHfAA C\JRB L , .. , ~EtNH>tiCt:MENl SfFM~"ll Rt1N.,OHCEMENf STEMWAl..t. WIOTH1in1 WIOlH11n.1 UNCRACKF.0 I CRACl(EO --wsw,1 ,o .... (1) 1t1J JJAIRPtN 8' set NOTC 6 6 , o:is I 140 W$W18 ,~ 11J iU HAIRPtN • 11 J *•' hJURPlflt 6 HAIRPIN RflNrORC£MENT I\CHffVES w.lOMUM ALLOWABLE SHEAR LOAD Of WSW24 19 l2) ,0 HAl~PINS ,, 11) •3 tVJRPIN 6 T>iEWSW NOTES 1 SHEAR ANCHOH:AGE; O&StGNS COOFORM lO ACI 1111-11 ANO -.c, 31R 14 ANO ASSUME ,._.!NIMUM 2,60('I PSI CONCA£. TE 2 SHEAR REINrORCEMEN1 I~ NOT RCOUIRrD FOR INTERIOR '0\JNOA TION 4P>'llCA TIONS (P.\NEL INST All.ED AWAY fROfJ EDGE Of CONCRETE) OR BAACEO W/lll PmH N'Pl.l(,/1110NS 3 SEISMIC tNOtCATfS SEISMIC OCSICN i,;AlCG~Y C TH~OUGH F DETACHED 1 A.NO 2 rAMILV OWEUINGS IN SOC C MAY \JSE. Wlt,I() AAC.HORAGESOLUnONS • WINO lNCLUOES SEISMIC 0($1CN CATE('~Y A ANO 8 ANO OfITACHE:0 I ANO 2 rAMILY OWEUINGS IN SOC C, 5 WtlCRC NCTEO, MINIMUM CUR!) STEM'NAU. ',VIOTI-t 15 C, INClftS 'hHCl'.I $TAN0ARO '$TR.E11,GTH ANCHOR OOL '; IS USEC 6 USE (1) t 3 TIE FOR WSWU \Vt-4f:N P~NEl DESIGN SHEAR f"ORCC EXCEEDS TABULA.FED ANCHORAGE AlLOW-.9l.E SHF.AA ~ OAC> 1 ._. GAAOE 40 SHE.AR RENFORCEMEt<r M.AV ee $U8STITUTE.O J:OR WSW Stt£AA ANCtiOI\AG!. SOUJTtONS I STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 3 of 3 ~uu/f;..f"'rfden.ron 'efmr Z)/'!f" :£,JU'eeru,J 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width =~ plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) ( E) 12 "WIDE CONTIN. FTG WI I • # 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTTNG JOB 20-189 SHEET NO \f» OF lf> -----CALCULATED BY PSC DATE 5/1 1/20 CHECK BY _____ DATE __ _ SCALE ASBP = 1500 psf P.11 = 1500 * E * ~ I , 6.3 PAD DESIGN Pl 2(D+6) , I SIZE 30 "SQUARE x 12 "THK WI 4 -# 4 EACH WAY 12 12 P a11 = 4500 lbs P max = 1500 * 3 2 Pmax = 9375 lbs STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. LOGAN ANDERSON OWNER{S)/OWNER'S AGENT NAME {PRINT) bt:::::.A~~ 06/08/2020 UWNtt<l~JfOWNER'S AGENT NAME {SIGNATURE) DATE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB F\2020-lZ.C05 SW_ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C: -C: C: 0 -0 0 :;:; C: C: -c :;:; :;:; C, 0 Q) -c Q) -c (/) C: 0 0 C: C: C, E C: E C: -0 0 0 -:::, :::, 0 '5 ·c .Q-Q) 0 E .... .... :;:; :::E -c (/) C, I.. Q) --C: .... :::, >-, C, C, C: Q) a. I.. C: Q) c (/) (/) (/) 0 ·c "-CT I.. 0 C: Co Q) ·a. ·c -C: (/) C: > .... w Q) 0 Best Management Practice* <la C: 0 ID I.. 0 Q) 0 I.. (!) Q) .::: C: (/) ,I:: (/) ..= Q) 0 C: Q) -Q) 0 --(/) .c C: E Q) C, ·a c: u ,._ u (/) -c (/) ~ -c ai (/) :::E C: Q) C: (BMP) Description ➔ 0 Q) en ·a Q) (/) 0, ID C, C: C: 0 ::::, Q) -Q) Q) :5 ~ Q) 0 -0 0 0 ,I:: C: I.. 0 il~ -c >-, 0 (/) C: C: 0 > ~ E :;:; ... C: 0 ID en·-C, 0 0 Q) Q) :::E 0 C, 0 C: E 0--:!:l 0 u Q) C, :§~ a:: -Q) 0 .__ 3:: Q) X Q) Q) 0 E ~ N (I) 0 CJ'\~ Q) C: 'a. a. e Q) 0 u.. E ~ ai -:::, ..c :.: (/) :.: ,I:: '-:;:::; :c u ·c: ·c 0, --c :5 .~ Q) 0 ... Q) :::, -c ·-Q) ·--c Q) 0 C: 0 ,._ 0 Q) ~ --c 0 0 a. '5 Q) > .__ ..c I.. ..c 0 ·s: ti3 0 ·-0 Q) ,._ 0 0 .... 0 -Q) 0 Q) 0 C: 00 0 C, -o -.c Q) -o -0 = C: ·-C: Q) 0 0 I.. 0 Q) .c ..c ... ~o 0 -,._ 2o 0 I.. 09, 0 Q) -o_ 0 -a. 0 co (!) 3:: WO vi vi en u G: (!) en> en ena. en c: en a:: 3:: a. a.a a. >U :::E en :::E en enu en :::E CASQA Designation ➔ ,..... CX) O'> ~ I"') '<t I!') <.O ,..... CX) 0 N ~ I"') ,..... CX) ~ N I"') '<t I!') ~ ~ I I I I I I I I I I I I 'T I I I I I I I I I I u u u u w w w w w w w w ~ ~ en en en en :::E :::E :::E i i Construction Activity w w w w en en en en en en en en z z z z 3:: 3:: 3:: Gradinq/Soil Disturbance Trench ina /Excavation Stockoilina Drillina/Borina X Concrete/ Asohalt Sawcutting X Concrete Flatwork Pavinq Conduit/Pioe Installation X Stucco/Mortar Work X X X Waste Disposal X Staainq/Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewaterina Site Access Across Dirt Other (list): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BM P's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose on e or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column . 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- PROJECT INFORMATION Site Address: 2749 VICTORIA A VE Assessor's Parcel Number: 167-420-68-00 Emergency Contact: Name: .JEFF BOYLE 24 Hour Phone: 858-740-6494 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM [XJ LOW Q) -(/) 0 3::-C: (/) Q) :::i E 0 Q) ~ C, O 0 N C: 0 0 ::I: :::E <.O I i Q) -(/) o-3:: C: Q) Q) E -Q) ~ C, O 0 C: C: 0 0 U:::E CX) I :::E 3:: X Page 1 of 1 REV 02/16 Ccicyof Carlsbad HEIGHT CERTIFICATION B-60 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov 8-6 Permit#: C-L 74 -/ Cf-/J Assessor's Parcel Number: 167 _ 4-ZtJ _ __{z.i_ Site Address: Z,741 V; v;j.tlr//\--/Jr..l!-- Owner's Name: 6.@;,k---• I • This is to affirm that on /ti / i 4 / Zt) (date) the structure being constructed on the ' site was surveyed by, or under the direction of, the undersigned. The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 ½"x 11" sheets showing elevation(s) of structure where measurementfs) were taken and location on site plan where they were taken) Total thickness of r1fing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to ,/\ exceed: ,, Page 1 of 1 Rev. 03/20 ~EL • )FF )ER 7.0' SYSB rER - w ~o -(0 Cl) Cl) I!) ""1" 0 ...... ""1" Cf) @ i L @) LC) .,-; w Cf) >-LL b 0 N (E) TWO -STORY SINGLE FAMILY RESIDENCE ® 1---@ I I I I, I I I• I I s 85° 00' 37" w 69.96' 19 @ @ ® N 82° 59' 47" E 70.00' 26.0' 7 ® ..... .i:,. q ~ Cf) OJ 15 7.0' SYSB 6 i s LC) ci co 1 2 3 WASTE MANAGEMENT & MATERIALS POLLUTION CONTROL BMPS KEYNOTES PROPERTY LINE, TYP 2 SETBACK LINE, TYP 3 (E) 6' HIGH WOOD FENCE, TYP 4 FIRST FLOOR BUILDING PERIMETER 5 SECOND FLOOR BUILDING PERIMET( 6 FIRST FLOOR ROOF EDGE 7 SECOND FLOOR ROOF EDGE 8 HATCHED AREA REPRESENTS (N) A[ 9 HATCHED AREA REPRESENTS (E) Ml TO BE REMODELED INTO (N) ADU Liv 10 HATCHED AREA REPRESENTS (E) Ml TO BE REMODELED 11 CENTERLINE, TYP 12 6" CONCRETE CURB 13 (E) YARD 14 (E) CONCRETE DRIVEWAY 15 (E) BRICK & MULCH DRIVEWAY 16 (E) TRELLIS 17 (E) CONCRETE PATIO 18 (E) POOL 19 (E) PLANTER 20 (E) STAIRS 21 (E) DRAINAGE DIRECTION, TYP 22 (E) NATIVE VEGETATION 23 (E)SPA 24 (E) PATH