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Home My WebLink About2269 MASTERS RD; ; CBR2022-0255; PermitBuilding Permit Finaled Residential Permit Print Date: 03/12/2025 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load : Code Edition: Sprinkled: Project Title: 2269 MASTERS RD, CARLSBAD, CA 92008-3849 BLDG-Residential 2121401000 $62,000.00 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Alteration Permit No: Status: {city of Carlsbad CBR2022-0255 Closed -Finaled Applied: 01/26/2022 Issued: 06/23/2022 Finaled Close Out: 03/12/2025 Final Inspection: 11/19/2024 INSPECTOR: Kersch, Tim Dreibelbis, Peter Renfro, Chris Alvarado, Tony Description: INTERIOR REMODEL KITCHEN/LIVING AREA (1200 SF)/BI-FOLD DOOR/DECK (323 SF)/PERGOLA (323 SF) Applicant: Property Owner: DTV DESIGNS TOM VORKOPER 7406 SE 36TH ST CO-OWNERS AARON AND LAURA SHIRLEY 2269 MASTERS RD MERCER ISLAND, WA 98040-3413 (858) 775-3465 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) CARLSBAD, CA 92008-3849 BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) DECKS/BALCONY-NEW/REPLACE REMODEL-RESIDENTIAL-OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) Total Fees : $2,721.58 Total Payments To Date: $2,721.58 Contractor: PROPACIFIC BUILDERS INC 3146 TIGER RUN CT, # 109 CARLSBAD, CA 92010-6503 (760) 481-8003 Balance Due: AMOUNT $1,003.60 $64.92 $98.00 $825.00 $719.00 $3.00 $8.06 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired . Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check C~zz.-ozs-5" Est. Value ~ Job Address 2269 Masters Rd Unit: APN: 212-140-10-00 ----- CT/ProJ·ect #: Lot#: Vear Built: 1997 -------------------------------- BRIEF DESCRIPTION OF WORI<: Interior remodel including new bi-fold door, new kitchen and living room. A pergola and 2nd floor deck are also proposed. E] New SF : Living SF, ____ Deck SF, 323 Patio SF, ~ a rage SF __ _ Is this to create an Accessory Dwelling Unit? O Y o N New Fireplace? O YON, if yes how many? ___ _ GJ Remodel:_1_2_oo ____ SF of affected area Is the area a conversion or change of use? O Y 0) N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ 0Solar: ___ KW, ___ Modules, Mounted:ORoofOGround, Tilt: 0 Y0 N, RMA:CY O N, Battery:OYO N, Panel Upgrade: Cv ON Other: PRIMARY APPLICANT Name: Tom Vorkoper PROPERTY OWNER Name: Laura Shirley Address: 7406 SE 36th St City: Mercer Island Phone: 858.775.3465 State:_w_a __ Zip:98040 Ema ii: tvorkoper@dtv-designs.com DESIGN PROFESSIONAL Name: same as PRIMARY APPLICANT Address: _________________ _ City: ________ S,tate: ___ Zip: ____ _ Phone: _________________ _ Email: _________________ _ Architect State License: C 28199 ------------ Address: 2269 Masters Rd City: Carlsbad State:_c_a_ .... Zip: 92008 Phone:, ____________________ _ Email: ____________________ _ CONTRACTOR OF RECORD Business Name: ProPacific Builders Address: 5631 Palmer Way Ste D City: Carlsbad Phone: 760.481.8003 State:_c_a __ Z.ip:92010 Email: mike@propacificbuilders.com CSLB License #: 897986 Class: B -------- Carlsbad Business License# (Required):_1_74_2_5_8 _____ _ APPLICANT CERT/FICA TION: I certify that I have read the app/icarion and state that the above infar n is correct and that the Information of the plans Is accurate. I agree to comply with all City ordinances and State lows relating to building construction. 163S Faraday Ave Carlsbad, CA 92008 Ph: 760-602·271 Email: Bulldlng@carlsbadca.gov REV. 10121 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWN ER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTfTY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRlOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm under penal tyof pe1jury that I am licensed under provisions of Chapter 9(commencingwi th Section 7000)of Division 3 of the Business and Professions Code, and my license is·in fu/ I force and effect. I also affirm tinder penal tyof perj ury one of the following declarations (CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensatlon provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _________________________________________ _ -OR- (!] 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: lnsuranceCompany Name: SiititJSFiAmaa:bTStl race Co Policy No. WOOffi23 Expiration Date: ..,'SY,,...' C,.,.ffi.,,...tl.,.,3----------• -OR- O Certificate of Exemption: I certify that in the performance of the work for which this permit is Issued, I shall not employ any person In any manner so asto become subject to the workers' compensation laws of California. WARNING : Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby atnrm that there is a construction lending agency for the performance of the work this permit Is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: _____________________ _ CONTRACTOR C£RT/FICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potenUally existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Scott Jaeger SIGNATURE: AAriM---DATE:_""""6_-2_1_-2_2 __ Note: If the person signing above is an authorized agent fot the contra . ,iz, r of authorfzatlon on contractor letterhead. (t<'f -OR-" (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who bullds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or Improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). -OR- □ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit Issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if It has not been constructed ln Its entirety by licensed contractors. I understand that a copy of the applicable /aw, Section 7044 of the Bus;ness and Professions Code, isovai/able upon request when this application is submitted orat the following Web site: http: I /www.leginfo.co.gov/colaw.html. OWNER CERTIFICATION: The appllcant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utllltles/utillty easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed In accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: _____ _ Note: If the erson si nln above is an authorized a ent for the ro ert owner intlud.e form 8-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 2 Email: Buildlng@carlsbadca.gov REV.10/2 PERMIT INSPECTION HISTORY for (CBR2022-0255) Permit Type: BLDG-Residential Application Date: 01/26/2022 Owner: CO-OWNERS AARON AND LAURA Work Class: Alteration Status: Closed -Finaled SHIRLEY Issue Date: 06/23/2022 Subdivision: CARLSBAD TCT#91-03 Expiration Date: 12/06/2024 IVR Number: 38355 Address: 2269 MASTERS RD CARLSBAD, CA 92008-3849 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Wednesday, March 12, 2025 Checklist Item 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? Status COMMENTS Passed Yes Yes Yes Yes Yes Yes Yes Page 3 of3 PERMIT INSPECTION HISTORY for (CBR2022-0255) Permit Type: BLDG-Residential Application Date: 01/26/2022 Owner: CO-OWNERS AARON AND LAURA SHIRLEY Work Class: Alteration Issue Date: 06/23/2022 Subdivision: CARLSBAD TCT#91-03 Address: 2269 MASTERS RD CARLSBAD, CA 92008-3849 Status: Scheduled Date 10/12/2022 10/13/2022 12/29/2022 06/10/2024 11/19/2024 Closed -Finaled Actual Inspection Type Start Date 10/12/2022 BLDG-Final Inspection Checklist Item Expiration Date: 12/06/2024 IVR Number: 38355 Inspection No. 193928-2022 COMMENTS Inspection Status Cancelled Primary Inspector Tony Alvarado BLDG-Building Deficiency Canceled 10/13/2022 BLDG-17 Interior Lath/Drywall Checklist Item 194040-2022 COMMENTS Passed Tim Kersch BLDG-Building Deficiency 12/29/2022 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Structural Final BLDG-Electrical Final 06/06/2024 BLDG-71 Set Ups Checklist Item 199835-2022 COMMENTS Partial Pass Tony Alvarado December 29, 2022: partial pass. 1. Partial second story balcony, would walking deck, and attached open lattice trellis, per engineered plans and detail specifications -partial pass. 2. PENDING: a) anchoring/method of attachment, two new 6 x 8 trellis beam lattice members, connection to new 8 x 12 attached patio structure beam not completed/not connected-substandard construction anchored connections. b) contractor only has only (3) 8D penny nailing/toenails (typical), at one side of each trellis 6" x 8" beams (not acceptable). 3. Informed contractor representative that approved lag bolts with photos confirming new lag bolt anchoring connection system will be acceptable. 4. The rest of second level, wood walking deck, balcony, and attached open lattice beam trellis work-OK. 250983-2024 COMMENTS Partial Pass Tony Alvarado BLDG-Building Deficiency Partial Pass 11/19/2024 BLDG-Final Inspection Checklist Item 268555-2024 COMMENTS BLDG-Building Deficiency BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection 268557-2024 Passed Tony Alvarado Passed Tony Alvarado Wednesday, March 12, 2025 Reinspection Inspection Reinspectlon Incomplete Passed No Complete Passed Yes Re inspection Incomplete Passed Yes Yes Yes Reinspectlon Incomplete Passed Yes Passed Yes Yes Yes Complete Complete Page 2 of 3 Building Permit Inspection History Finaled (cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-0255) Permit Type: BLOG-Residential Application Date: 01/26/2022 Owner: CO-OWNERS AARON AND LAURA SHIRLEY Work Class: Alteration Issue Date: 06/23/2022 Subdivision: CARLSBAD TCT#91-03 Status: Closed -Finaled Expiration Date: 12/06/2024 IVR Number: 38355 Address: 2269 MASTERS RD CARLSBAD, CA 92008-3849 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Status 08/01/2022 08/01/2022 BLDG-21 188118-2022 Passed Chris Renfro Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency 09/02/2022 09/02/2022 BLDG-11 190451-2022 Passed Peter Dreibelbis Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 09/16/2022 09/16/2022 BLDG-11 191871-2022 Partial Pass Peter Dreibelbis Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Dry pack ok, ok to pour 09/29/2022 09/29/2022 BLDG-14 192923-2022 Partial Pass Chris Renfro Frame/Steel/Bolting/We lding (Decks) Checklist Item BLDG-Bui lding Deficiency COMMENTS 2nd story deck nailing ok. Shear ok. Wrap and install windows and make watertight and call for rough combo inspection 10/11/2022 10/11/2022 BLDG-18 Exterior 193694-2022 Passed Tim Kersch Wednesday, March 12, 2025 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-84 Rough Combo(14,24,34,44) 193695-2022 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (D ecks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Passed Tim Kersch Reinspection Inspection Complete Passed Yes Complete Passed No Relnspectlon Incomplete Passed No Reinspection Incomplete Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Page 1 of 3 Carlsbad CB-CBR2022-0255 February 11, 2022 ~ ~,. / ~ CITY OF . · • @elop,nent Services SPECIAL INSPECTLON \) ~ uilding Division AGREEMENf ~ 16~5 Faraday Avenue CARLSBAD 8-45 ~ • \ , 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following m st be completed when work being performed requires special inspection, structural observation and constn.1ction material testing. 'roject/Permit: Shirley Remodel Project Address: 2269 Masters Rd A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check~ you are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print,_) __ D_a_le ___________ T __________ V_o_r_k_o..,.p_e_r ____ _ (First) (M il Mailing Address 7406 SE 36th St, Mercer Island, Wa 98040 Email· tvorkoper@dtv-designs.com (l851) Phone· 858.775.3465 I am: □Property Owner □Property Owner's Agent of Record CllArchitect of Record □Engineer of Record State of California Registration NumbeL· ____________ Expiration Date:_4_/_2_0_2_3 ____ _ AGREEMENT: I, the undersigned, decl under penalty of perjury under the laws of the State of California, that I have read understand, acknowledge and pr comply with the City of Carlsbad requirements for special inspections, structura observations, construction mater" s n • abrication of building components, as prescribed in the statement o special inspections noted on th plans and, as required by the California Building Code. Signatur Date: April 25, 2022 B. CONTRACTOR'S STATEMENT RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. contractor's company Name: ProPacific Builders, Inc. Please check if you are Owner-Builder D Name: (Please prinl) ___ S_c_o_t_t __________________ _._Ja_e_g,,__e_r _______ _ (Firtt) (Ml) (Le,o Mailing Address : 5631 Palmer Way Ste D, Carlsbad, Ca. 920 l 0 Email: scott@propacificbuilders.com Phone_· _7_6_0_.4_8_1_.8_0_0_3 ___ _ State of California Contractor's License Number_· 8_9_7_9_8_6 ______ Expiration Date: 3 .31/2023 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will ovide a fin I re ort I ett in com liance with CBC Section 1704.1.2 rior tor uestin final Signature·~--Date: April 25, 2022 ------ S.45 Page 1 of 1 Rev. 0S/11 STATE OF CALIFORNIA Prescriptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF1 R-AL T-05-E (Revised 01/1 9) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification Project Name: Shirley Remodel CALIFORNIA ENERGY CFlR-ALT-05-E (Page 1 of 8) Page l of 8 I Date Prepared· 01 /06/2022 This compliance document is only applicable to simple alterations that do not require HERS verification far compliance. When HERS verification is required, a CFlR-ALT-01 shall first be registered with a HERS Provider Data Registry. Alterations to Space Conditioning Systems that are exempt from HERS verification requirements may use the CFlR-AL T-05 and CF2R-AL T-05 Compliance Documents. Possible exemptions from duct leakage testing include: less than 40 ft of ducts were added or replaced; or the existing duct system was insulated with asbestos; ar the existing duct system was previously tested and passed by a HERS Rater. If space conditioning systems are altered and ore not exempt from HERS verification, then a CFlR-AL T-02 must be completed and registered with a HERS Provider Data Registry. Alterations that utilize close Cell Spray Polyurethane Foam (ccSPF) with a density of 1.5 to less than 2.5 pounds per cubic foot having an R-value greater than 5.8 per inch, or Open Cell Spray Polyurethane Foam (ocSPF} with o density of 0.4 to less than 1.5 pounds per cubicfaat having on R-volue of 3.6 per inch, shall complete and register o CFlR-ALT-01 with o HERS Provider Data Registry. If more than one person hos responsibility for installation of the items an this certificate, each person shall prepare and sign o certificate opplicoble to the portion of construction for which they ore responsible. Alternatively, the person with chief responsibility for construction shall prepare and sign this certificate for the entire construction. All applicable Mandatory Measures shall be met. Temporary labels shall not be removed before verification by the building inspector. A. General Information 01 Project Name: Shirley Remodel 03 Project Location: 2269 Masters Rd 05 CA City: Carlsbad 07 Zip Code: 92008 09 Climate Zone: 7 11 Building Type: Single Family 13 Project Scope: Alteration CA Building Energy Efficiency Standards -2019 Residential Compliance 02 04 06 08 10 12 Date Prepared: Building Front Orientation (deg or cardinal): Number of Altered Dwelling Units: Fuel Type: Total Conditioned Floor Area (ft2): Slab Area (ft2): CBR2022-0255 2269 MASTERS RD 01/06/2022 NW 1 Natural Gas 3,018 1,601 INTERIOR REMODEL KITCHEN/LIVING AREA (1200 SF)/B1-FOLD DOOR/DECK (323 SF)/PERGOLA (323 SF) 2121401000 1/26/2022 CBR2022-0255 STATE OF CALIFORNIA Prescriptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF 1 R-AL T-05-E (Revised 01/1 9) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification Project Name; Shirley Remodel B. Building Insulation Details (Section 150.2(b)1) 01 02 03 04 05 06 Frame Frame Frame Depth Spacing Cavity Tag/ID Assembly Type Type (inches) (inches) R-value CA Building Energy Efficiency Standards -2019 Residential Compliance 07 08 I 09 Proposed Appendix JA4 Continuous Reference Insulation R-value U-factor Table Cell CALIFORNIA ENERGY CFlR-ALT-05-E (Page 2 of 8) Page 2 of 8 I Date Prepared 01/06/22 10 11 Required U-Factor from Table 150.1-A or B Comments January 2019 STATE OF CALIFORNIA Prescriptive Res idential Alterations That Do Not Require HERS Field Verification CEC-CF1 R-ALT-05-E (Revised 01 /19) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification CALIFORNIA ENERGY CFlR-ALT-05-E (Page 3 of 8) Project Name: Shirley Remodel Page 3 of 8 I Date PreP3red. 01/06/22 C. Roof Replacement (Prescri ptive Alteration, Section 150.2(b)1H) 01 02 03 04 05 06 07 08 09 10 11 12 13 Proposed M inimum Required R-value Aged Solar Thermal SRI Aged Solar Thermal Method of Roof CRRC Product ID Deck Initial Solar Reflectanc Emittanc (Optional Reflectanc Emittanc SRI Compliance Pitch Exception Number Product Type Insulation Reflectance e e ) e e (Optional) NOTES: • Roof area covered by building integrated photovoltaic panels and sol ar thermal panels are exempt from the above Cool Roof requirements . • Liquid field applied coatings must comply with installation criteria from Section 110.8(i)4 . D. Fenestration/Glazing Allowed Areas and Efficiencies (Section 150 .2(b)l ) 01 02 03 04 05 06 07 Maximum Maximum Allowed Allowed West-Existing Existing Fenestration Facing Fenestration West-Facing Maximum Maximum Maximum Maximum Area For All Fenestration Area for All Fenestration Allowed Allowed Allowed Allowed Alteration Orientations Area Only Orientations Area U-factor U-factor SHGC SHGC Type (ft1) (ft1) (ft1) (ft1) (Windows) (Skylights) (Windows) (Skylights) Comments Add n/a n/a 190 0 0.32 0.55 0.25 0.3 CA Building Energy Efficiency Standards -2019 Residential Compliance January 2019 STATE OF CALIFORNIA Prescriptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF1R-ALT-05-E (Revised 01/19) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification CALIFORNIA ENERGY CFlR-ALT-05-E (Page 4 of 8) Project Name: Shirley Remodel Page 4 of 8 I Date Prepared; 01/06/22 E. Fenestration Proposed Areas and Efficiencies -Add (Section 150.2(b)1A) Note: Doors w ith greater than or equal to 25 percent glazed area are considered glazed doors and are treated as fenestration products. 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Orientatio Proposed Proposed West Proposed Proposed Exterior Combined Tag/ID Fenestration Frame Dynamic Number of Fenestration Facing Proposed U-factor Proposed SHGC Shading SHGC from n Type Type Glazing N,S, W, E Panes Area ft2 Fenestration U-factor Source SHGC Source Device CFlR-ENV-03 Area ft2 1 New Metal SE 2 190 0 0.32 NFRC 0.25 NFRC n/a 0.25 15 Total Proposed Fenestration Area 190 16 Maximum Allowed Fenestration Area n/a 17 Compliance Statement I Existing+ Proposed Fenestration Area :S Maximum Allowed Fenestration Area [[] Yes D No 18 Total Proposed West-Facing Fenestration Area 0 19 Maximum Allowed West-Facing Fenestration Area n/a 20 Compliance Statement I Existing+ Proposed West-Facing Fenestration Area :S Maxi,mum Allowed West-Facing Fenestration Area ~ Yes □No 21 Proposed Fenestration U-factor (Windows) 0.32 22 Required Fenestration U-factor (Windows) 0.32 23 Compliance Statement I Proposed Fenestration U-factor :S Required Fenestration U-factor Dll Yes D No 24 Proposed Fenestration SHGC (Windows) 0.25 25 Requ ired Fenestration SHGC (Windows) 0.25 26 Compliance Statement I Proposed Fenestration SHGC :S Required Fenestration SHGC ~ Yes D No 27 Proposed Fenestration U-factor (Skylights) 0 28 Required Fenestration U-factor (Skylights) n/a 29 Compliance Statement I Proposed Fenestration U-factor :S Required Fenestration U-factor @Yes □No 30 Proposed Fenestration SHGC (Skylights) n/a 31 Required Fenestration SHGC (Skylights) n/a CA Building Energy Efficiency Standards -2019 Residential Compliance January 2019 STATE OF CALIFORNIA Prescriptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF1 R-AL T-05-E (Revised 01/19) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification Project Name: Shirley Remodel 32 I Compliance Statement I Proposed Fenestration SHGC s Required Fenestration SHGC F. Fenestration/Glazing Proposed Areas and Efficiencies -Replace (Section 150.2(b)1B) CALIFORNIA ENERGY CFlR-Al T-05-E (Page 5 of 8) Page S of 8 I Date Prepared 01/06/22 D Yes D No Note: Doors with greater than or equal to 25 percent glazed area are considered glazed doors and are treated as fenestration products. 01 02 03 04 05 06 07 08 9 10 11 12 13 14 Area Area Net Proposed Proposed Exterior Combined SHGC Tag/ Fenestration Frame Dynamic Orientation Removed Added Added Proposed U-factor Proposed SHGC Shading from ID Type Type Glazing N, 5, W, E (ft2) (ft2) Area (ft2) U-factor Source SHGC Source Device CFlR-ENV-03 15 Net Added West-facing Fenestration Area 16 Is Net Added Fenestration Area s for west-facing fenestration? D Yes □No 17 Net Added Fenestration Area (all orientations) 18 Is Net Added Fenestration Areas O for all orientations? D Yes □ No 19 Proposed Fenestration U-factor (Windows) 20 Required Fenestration U-factor (Windows) 21 Is the proposed Fenestration U-factor s the Required Fenestration U-factor? □Yes D No 22 Proposed Fenestration SHGC {Windows) 23 Required Fenestration SHGC {Windows) 24 Is the Proposed Fenestration SHGC s the Required Fenestration SHGC? D Yes D No 25 Proposed Fenestration U-factor {Skylights) 26 Required Fenestration U-factor (Skylights) 27 Is the proposed Fenestration U-factor s the Required Fenestration U-factor? □Yes D No 28 Proposed Fenestration SHGC 29 Required Fenestration SHGC 30 Is the Proposed Fenestration SHGC s the Required Fenestration SHGC? □Yes D No CA Building Energy Efficiency Standards -2019 Residential Compliance January 2019 STATE OF CALIFORNIA Prescriptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF1 R-AL T-05-E (Revised 01/19) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification CALIFORNIA ENERGY CFlR-ALT-05-E (Page 6 of 8) Project Name: Shirley Remodel Page 6 of 8 I Date Prepared 01/06/22 G. Space Conditioning (SC) Systems -Heating/Cooling (Prescriptive Section 150.2(b)) Alterations to Space Conditioning Systems shall be exempt from HERS verification requirements as prerequisite for use of the CFlR-AL T-0S and CF2R-ALT-OS Compliance Documents. If new space conditioning systems are installed or existing systems are altered and are not exempt from HERS verification, then a CFlR-ALT-02 shall be completed and registered with a HERS Provider Data Registry. In each row below for each dwelling unit in the building, check the box that indicates the exemption from HERS verification compliance: D a: space conditioning system was not altered; D b: less than 40 ft of ducts were added or replaced; D c: (exempt from duct leakage testing) if: the existing duct system was insulated with asbestos; D d: (exempt from duct leakage testing) if: the existing duct system was previously tested and passed by a HERS Rater. 01 02 03 04 Dwelling Unit Name SC System Identification or Name SC System Location or Area Served Exemption from HERS Verification (E)FAU (E)FAU 3,018 !XI a tiO b De Od □a D b De Od □a Db D e Od □a Db De Od O a Ob D e Od □a Ob De Dd Oa Ob D e Od □a Ob De Od □a Db D e Od CA Building Energy Efficiency Standards -2019 Residential Compliance January 2019 STATE OF CALIFORNIA Prescriptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF1 R-ALT-05-E (Revised 01/19) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification Project Name: Shirley Remodel H. Water Heating Systems (Section 150.2(b)1G) 01 02 03 04 05 06 Water Water Heating # of Water Heating Heating Water System Water Dwelling Unit Identification or System Location System Heater Heaters Name Name or Area Served Type Type in System CA Building Energy Efficiency Standards -2019 Residential Compliance 07 08 09 Water Heater Storage Rated Volume Input (gal) Fuel Type Type CALIFORNIA ENERGY CFlR-ALT-05-E (Page 7 of 8) Page 7 of 8 I Oatl! Prepared: 01/06/22 10 11 12 13 14 15 Back-Up Rated Heating Heating Standby Exterior Solar Input Efficiency Efficiency Loss Insulation Savings Value Type Value (%) R-Value Fraction January 2019 sr,:r;: '.,F c,:..t , :,,.;NIA Presc·r·iptive Residential Alterations That Do Not Require HERS Field Verification CEC-CF1R-ALT-05-E (Revised 01/19) COMMISSION CERTIFICATE OF COMPLIANCE Prescriptive Residential Alterations That Do Not Require HERS Field Verification Project Name: Shirley Remodel DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Tom Q. Le Company· BTA Engineers, Inc. Address: 9845 Erma Rd, Suite-204 City/State/Zip: San Diego, CA 92131 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. CALIFORNIA ENERGY P.age 8 or 8 I O;ate Prepued 01/06/22 ./' --../ /- Documentation Author s,gnal!l<~.P.' /fj'-/ -~-IJIY'' Signature Date: 01/00/22 CEA/ HERS Certification Identification (if applicable)· M32857 Phone: 858-715-6601 CFlR-ALT-05-E (Page 8 of 8) 2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. That the energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations . 4. . The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcemtrnt agency for approval with this building permit application. 5. I will ensure that a registered copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certificate of Compliance is required to be included wit.JI documentation the builder provides to the building owner at occupancy. ,I _ Responsible Designer Name: Responsible Designer Signature: ---1 'T Tom Vorkoper Company : Date Signed: I I DTV Designs 1/21/22 Address: license: 28199 7406 SE 36 st City/State/Zip: Phone: 858-77 5-3465 Marcer Island, WA 98040 For assistance or questions regarding the Energy Standards, contact the Energy Hotline at: 1-800-772-3300. CA Building Energy Efficiency Standards -2019 Residential Complia nce January 2019 DATE: May 12, 2022 JURISDICTION : Carlsbad • lW INTERWEST □ APPLICANT □ JURIS. PLAN CHECK#.: CB-CBR2022-0255.rcl, Approved ____ SET: II PROJECT ADDRESS: 2269 Masters Rd PROJECT NAME: Remodel to Shirley Residence ~ 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 check list transmitted herewith is for the applicant's information . The plans are being held at lnterwest 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 the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest Telephone#: (by: ) Email : Fax In Person Enclosures: 5/5/22 9320 Chesapeake Dri ve, Suite 208 ♦ San Diego, Californ ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576 Carlsbad CB-CBR2022-0255.rcl, Approved May 12, 2022 &, ~ ·~ W CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Bulldlng Code the tollowlng must be completed when work being performed requ ires special Inspection, structural observatlon and construction matertal testing. 'roject/Permit: -----------Project Address_· ______________ _ A. 'THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check If you are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please plint ________________________________ _ !Flr~t) (M I J (l.oot) Mailing Addres_·~--------------------------------- Email_· ________________________ Phone_· _________ _ I am: □Property Owner □Property Owner's Agent of Record □Architect of Record Engineer of Record state of California Registration Numbe._· ____________ Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the state of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special Inspections noted on the approved plans and, as required by the California Building Code. Signatur ..... · ______________________ Date: ___________ _ 8. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-bullder. Contractor's Company Name: __________________ Please check If you are Owner-Builder □ Name: (Please print) _________________________________ _ (firltl (J,11.) Mailing Address: _________________________________ _ Email: ________________________ Phone· ___________ _ state of California Contractor's, License Number' __________ Expiration Date; _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official ; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified pe,rson within our (the contractor's) organization to exercise such control. • I wlll provide a final report I letter In compliance with CBC Section 1704.1.2 prior to requesting final Inspection. Signature~· ______________________ Date: __________ _ B-45 Page 1 of 1 Rev. 08/11 • fflT I NTERWES A SAFEbulll COMPANY DATE: February 11, 2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2022-0255 PROJECT ADDRESS: 2269 Masters Rd SET: I PROJECT NAME: Remodel to Shirley Residence □ APPLICANT □ JURIS. D 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. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest 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 the jurisdiction at: Tom Vorkoper D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Tom Verkoper Telephone#: 858-775-3465 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by: Email: tvorkoper@dv-designs.com Fax In Person Enclosures: 1/31/22 9320 Chesapeake Drive, Sui te 208 ♦ San Diego, Ca lifo rni a 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-CBR2022-0255 February 11, 2022 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-CBR2022-0255 PROJECT ADDRESS : 2269 Masters Rd JURISDICTION: Carlsbad FLOOR AREA: Remodel -1200 SF STORIES: 2 Deck -323 SF; Pergola (Patio) -323 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: February 11, 2022 FOREWORD (PLEASE READ): HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/31/22 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code , California Building Code, California Plumbing Code, California Mechanical Code, California I 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 : 2019 CRC , 2019 CBC , 2019 CPC , 2019 CMC and 2019 CEC. 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 2019 California 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 CB-CBR2022-0255 February 11, 2022 PLANS Please make all corrections, as requested in the correction list. Submit 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 lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 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 lnterwest only will not be reviewed by the City Planning , Engineering and Fire Departments until review by lnterwest is complete . 1. Provide item-by-item responses on an 8-1/2-inch by 11 -inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. FIRE PROTECTION 4. Revise the location of the smoke alarm so that it is at least 20 ft away from the cooking appliance. RAILINGS 5. Guards (Section R312): a) Shall be provided for those portions of open-sided walking surfaces that are located more than 30" above the floor or grade below. b) Shall have a height of 42" (may be 34" along the sides of stairs). c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". d) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail and 50 psf for infill components. Calculations may be required. Table R301 .5. DECKS/BALCONIES Carlsbad CB-CBR2022-0255 February 11, 2022 6. Enclosed framing in wood exterior decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. Section R317.1 .6 7. Wood decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture-permeable floor, with positive drainage. Section R317 .1. 8. Where decks or other elevated walking surfaces are exposed to water from direct or blowing rain , snow or irrigation , and the structural framing is protected by an impervious moisture barrier, the construction documents shall include details for all elements of the impervious moisture barrier system , The construction documents shall include the manufacturer's installation instructions. Section R106.1.5 9. Show the sizes/locations of deck drains and overflows. Section R903.4 . STRUCTURAL 10. Decks shall be designed for 60 psf live load. Table R301.5. 11 . Recheck the deck joists and beams (FB-4) using 60 PSF for the live load. 12. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form . MISCELLANEOUS 13. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 14. The jurisdiction has contracted with lnterwest, 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 Error! Reference source not found. at lnterwest. Thank you. Carlsbad CB-CBR2022-0255 February 11, 2022 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2269 Masters Rd BUILDING OCCUPANCY: R3/u BUILDING AREA PORTION ( Sq. Ft.) Remodel 1200 Deck 323 Pergola (Patioi) 323 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb j 1997 UBC Building Permit Fee 3 I r,I t>-1: I 1997 UBC Plan Check Fee 3 Valuation Multiplier By Ordinance Type of Review: ,v" Complete Review ,, r Repetitive Fee 3 Repeats Comments: ,, r Other r Hourly EsGil Fee ,, PLAN CHECK#.: CB-CBR2022-0255 DATE: February 11, 2022 Reg. VALUE ($) Mod. 7 $1,644.ooJ r Structural Only $1,068.60 Sheet 1 of 1 D T V v 'DESIGNS \ April 25, 2022 City of Carlsbad Interwest Comments Responses Shirly Remodel CB -CBR2022-0255 Comment responses for project: APN 212-140-10-00 Item 2 3 4 Sa Sb Sc Sd 6. 7. 8. 9. 10. 11. 12. 13. Response All pages have been stamped / signed by architect. Structural sheets and calcs have been stamped and signed. Smoke and Carbon Monoxide detector in Dining Rm has been moved closer to the hall and farther from the cooking appliance. See I/ A 2.01 and I/ E 2.01. Guardrail+ wall shown at 42" on drawings 7 & 16 & 18 / A 3.01 and 2 & 20 / A 3.02. Openings less than 4" shown on drawing 5 / A 3.02 Clarified guardrail low wall connections. See 5 & 19 / A 3.02. Added 36 linear feet of metal continuous soffit vent. See I / A 2.02 and 19 / A 3.02. Composite deck over 2x pres. treated sleepers o/ waterproofing with positive drainage to outer edge of deck shown on l /A 2.02, 2 & 19 / A 3.02. Clarified waterproofing details. See 5 & 19 / A 3.02. Also added manufactured details and application specifications. There are no deck drains or overflows. The drainage is designed to sheet flow over outer edge of deck. See 2 / A 2.02 and 19 / A 3.02. Changed joists to be 12 " o.c. (from 16" o.c.) See attached new calculations See attached new calculations. Deck beam is ok. See attached special inspection form NO. No changes have been made to the plans other than the result of these corrections. If you have any questions or comments, please do not he sit te to contact me. Sincerely, Dale (Tom) Vorkoper 858. 775.3465 7406 SE 36th St, Mercer Island, Wa. 98040 tvorkoper@dtv-designs.com INTERW£ST DA TE : February 11, 2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2022-0255 PROJECT ADDRESS : 2269 Masters Rd SET: I PROJECT NAME: Remodel to Shirley Residence D APPLICANT D JURIS. D 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. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest 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 the jurisdiction at: Tom Vorkoper D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted : Tom Verkoper Telephone#: 858-775-3465 Date contacted: Mail Telephone 0 REMARKS : By: Abe Doliente lnterwest (by: Email : tvorkoper@dv-designs.com Fax In Person Enclosures: 1 /31 /22 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Califo rnia 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 , Carlsbad CB-CBR2022-0255 February 11, 2022 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-CBR2022-0255 PROJECT ADDRESS: 2269 Masters Rd JURISDICTION: Carlsbad FLOOR AREA: Remodel -1200 SF STORIES: 2 Deck -323 SF; Pergola (Patio) -323 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION : DATE INITIAL PLAN REVIEW COMPLETED: February 11, 2022 FOREWORD (PLEASE READ): HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION : 1/31/22 PLAN REVIEWER : Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code , California Plumbing Code , California Mechanical Code, California I 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: 2019 CRC , 2019 CBC , 2019 CPC, 2019 CMC and 2019 CEC. 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 2019 California 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. I Carlsbad CB-CBR2022-0255 February 11, 2022 PLANS Please make all corrections, as requested in the correction list. Submit 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 lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1 468. 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 lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 1. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) 2. All sheets of plans must be signed by the person responsible for their preparation . (California Business and Professions Code). Signatures on the fina l sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved . FIRE PROTECTION 4. Revise the location of the smoke alarm so that it is at least 20 ft away from the cooking appliance. RAILINGS 5. Guards (Section R312): a) Shall be provided for those portions of open-sided walking surfaces that are located more than 30" above the floor or grade below. b) Shall have a height of 42" (may be 34" along the sides of stairs). c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". d) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail and 50 psf for infill components. Calculations may be required. Table R301.5. DECKS/BALCONIES Carlsbad CB-CBR2022-0255 February 11, 2022 6. 7. 8. 9. Enclosed framing in wood exterior decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. Section R317.1.6 Wood decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture-permeable floor, with positive drainage. Section R317.1. Where decks or other elevated walking surfaces are exposed to water from direct or blowing rain , snow or irrigation, and the structural framing is protected by an impervious moisture barrier, the construction documents shall include details for all elements of the impervious moisture barrier system , The construction documents shall include the manufacturer's installation instructions. Section R106.1.5 Show the sizes/locations of deck drains and overflows. Section R903.4. STRUCTURAL 10. Decks shall be designed for 60 psf live load. Table R301.5. 11. Recheck the deck joists and beams (FB-4) using 60 PSF for the live load. 12. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form. MISCELLANEOUS 13. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 14. The jurisdiction has contracted with lnterwest, 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 Error! Reference source not found. at lnterwest. Thank you. ,, Carlsbad CB-CBR2022-0255 February 11, 2022 41~ "",... / ~ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. >roject/Permit: __________ _ Project Address· _________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder □. (If you checked as owner-builder you must also complete Section 8 of this agreement.) Name: (Please print~---------------------------------- !First1 !Mil Mailing Addres~---- Email_· _________________________ Phone: __________ _ I am : □Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe~·-------------Expiration Date: ________ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatur~-----------------------Date: ___________ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name: ___________________ Please check if yoo are Owner-Builder o Name: (Please print) __________________________________ _ (MI i (Last) Mailing Address: ___________________________________ _ Email : _________________________ Phone: ___________ _ state of California Contractor's License Number_· __________ Expiration Date: _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control wil l be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures fo r exercising contro l within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature~: ________________________ Date: ___________ _ B-45 Page 1 of 1 Rev. 08/11 env1s1on a eh ---% a . . engineering STRUCTURAL ENGINEERS 565 PEARL ST. SUITE 209 LA JOLLA, CA 92037 858.246. 77 45 ADDENDUM STRUCTURAL CALCULATIONS DATE: 04/25/22 PROJECT: SHIRLEY REMODEL DESIGNER: DTV DESIGNS ON Lt) ON ■"'-0 0 ._.., ~N A..I o-.. , ~~o ..-I.{') N I N N N 0 N 0:: aJ (.) a Envision Engineering La Jolla, CA 92037 Project Title: Engineer: Project ID: Project Descr: F I Wood Beam UC#: KW-06011582, Build 20.22.3.31 Envision Engineering, Inc. DESCRIPTION: DECK JOISTS WITH 60 PSF CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination · IBC 2018 Fb + Fb - 1000 psi 1000 psi 1500 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Fe -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.016 L 0.06 2x12 Span= 17.0ft 625 psi 180 psi 675 psi Ebend-xx 1700ksi Eminbend -xx 620ksi Density 31.21 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160, L = 0.060 ksf, Tributary Width = 1.0 ft DESIGN SUMMARY __ _ __ Design OK Maximum Bending Stress Ratio = 0.905 1 Maximum Shear Stress Ratio = 0.284 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 1,041 .26psi fv: Actual = 51.14psi Fb: Allowable = 1,150.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.375 in Ratio= 544 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.475 in Ratio= 429>=180 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0<180 n/a --····----· -····----•-··· Maximum Forces & Stresses for Load Combinations Load Combination lvlax S!ress Ra!1os lvlomen! 'ilalues Sfiear 'ilalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 17.0 ft 0.212 0.066 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.58 219.21 1035.00 0.12 10.77 162.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 0.905 0.284 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.75 1,041 .26 1150.00 0.58 51 .14 180.00 +D+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 17.0 ft 0.581 0.182 1.25 1.000 1.00 1.15 1.00 1.00 1.00 2.20 835.75 1437.50 0.46 41.04 225.00 +0.600 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 17.0 ft 1 0.071 0.022 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.35 131.53 1840.00 0.07 6.46 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 0.4748 8.562 0.0000 0.000 Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: I Wood Beam LIC#: KW-06011582, Build:20.22.3.31 Envision Engineering, Inc. DESCRIPTION: DECK JOISTS WITH 60 PSF Vertical Reactions Load Combination Overall MAXImum Overall MINimum D Only +D+L +D+0.750L +0.600 L Only Support notation : Far left is #1 Support 1 Support 2 0.646 0.646 0.510 0.510 0.136 0.136 0.646 0.646 0.519 0.519 0.082 0.082 0.510 0.510 (c) ENERCALC INC 1983-2022 Values in KIPS Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID : Project Descr: 5 !Wood Beam UC#: KW-06011582, Build:20.22.3.31 Envision Engineering , Inc. DESCRIPTION: FB4 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + 2900 psi E : Modulus of Elasticity r Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.2E Fb • Fe· Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling -----~D~0~.1_1~37....,,51L(0.525L _______ D(Q.056 3.5x14.0 Span= 16.50 n 2900 psi Ebend-xx 2200ksi 2900 psi Eminbend -xx 1118.19ksi 750 psi 290 psi 2025 psi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations . Beam self weight NOT internally calculated and added Uniform Load : D = 0.0160 ksf, Tributary W idth = 3.50 ft Uniform Load : D = 0.0130, L = 0.060 ksf, Tributary Width= 8.750 ft P~$1(,,t,J _SU~MARY ............ . Maximum Bending Stress Ratio = 0.856 1 Maximum Shear Stress Ratio Section used for this span 3.5x14.0 Section used for this span fb: Actual = 2,481.50psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 8.250ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.500 in Ratio= 395 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.662 in Ratio= 299 >=180 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination l'illax Slress Ral1os lv'lomenl 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb DOnly Length= 16.50 ft 0.232 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.78 606.31 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.856 0.521 1.00 1.000 1.00 1.00 1.00 1.00 1.00 23.64 2,481.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 0.555 0.338 1.25 1.000 1.00 1.00 1.00 1.00 1.00 19.18 2,012.71 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.50 ft 1 0.078 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 363.79 Overall Maximum Deflections Load Combination Span Max. "." Defl Location in Span Load Combination +D+L 1 0.6619 8.310 Desi n OK = 0.521 : 1 3.5x14.0 = 151.13 psi = 290.00 psi +D+L = 0.000 ft = Span# 1 Sfiear 'values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 1.21 36.92 261 .00 0.00 0.00 0.00 0.00 2900.00 4.94 151.13 290.00 0.00 0.00 0.00 0.00 3625.00 4.00 122.58 362.50 0.00 0.00 0.00 0.00 4640.00 0.72 22.15 464.00 Max."+" Defl Location in Span 0.0000 0.000 \ Wood Beam UC#: KW-06011582, Build:20.22.3.31 DESCRIPTION: FB4 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 5.732 5.732 4,331 4.331 1.400 1.400 5.732 5,732 4.649 4,649 0.840 0.840 4.331 4.33 1 • env1s1on e··--s . . engineering STRUCTURAL ENGINEERS 565 PEARL ST. SUITE 209 LA JOLLA, CA 92037 858.246. 77 45 STRUCTURAL CALCULATIONS DATE: 01/06/22 PROJECT: SHIRLEY REMODEL DESIGNER: DTV DESIGNS CBR2022-0255 2269 MASTERS RD INTERIOR REMODEL KITCHEN/LIVING AREA (1200 SF)/8I-FOLD DOOR/DECK (323 SF)/PERGOLA (323 SF) 2121401000 1/26/2022 CBR2022-0255 Envision Engineering L La Jolla, CA 92037 J Building Code Information UC#: KW-06011582, Build:20.21 .12.16 Governing Code City Jurisdiction Contact Name Alternate Contact : Building Official Address Phone Notes FLOOR/DECK DL = 13 PSF FLOOR LL= 40 PSF EXT. WALL DL= 16 PSF Project Title: Engineer: Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 Fax : eMail Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: j ASCE 7-16 Seismic Base Shear UC#: KW-06011582, Build:20.21.12.16 Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: Seismic Base Shear Analysis Specific Description: SEISMIC FORCES Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "II": All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.!~1 I, Ill, and IV Seismic Importance Factor 1 ASCE 7-16. Page 5, Table 1.5-2 Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping Location Carlsbad, CA 92008 S s 1.011 g, 0.2 sec response S 1 0.3686 g, 1.0 sec response Latitude = 33.158 deg North Longitude = 117 .326 deg West For the closest datapoint grid location ... Latitude = 33.160 deg North Longitude = 117 .320 deg West Site Class, Site Coeff. and Design Category Site ClassiftcatioYD" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv Fa (using straight-line interpolation from table val Maximum Considered Earthquake Accelerat Design Spectral Acceleration Seismic Design Category Resistin S stem Fv SMS =Fa. Ss SM1 =Fv*S1 SDS = SMS • 213 S01 = SM1 • 213 = = = = D (By Default per 11.4.3) 1.20 1.93 1.213 0.712 0.809 0.475 D ASCE 7-16 Table 20.3-1 ASCE 7-16 Table 11.4-1 & 11.4-2 ASCE 7-16 Eq. 11.4-1 ASCE 7-16 Eq. 11.4-2 ASCE 7-16 Eq. 11.4-3 ASCE 7-16 Eq. 11.4-4 E 7-16 Table 11.6-1 & -2 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Response Modification Coefficient " I System Overstrength Factor "Wo" Deflection Amplification Factor " Cd ' Cantilevered column systems detailed to conform to specific classification 2.Steel ordinary cantilever column systems 1.25 Building height Limits : 1.25 Category "A & B" Limit: Category "C" Limit: Category "'D" Limit: 1.25 Category "E" Limit: Category "F" Limit: NOTE! See ASCE 7-16 for all applicable footnc Lateral Force Procedure Equivalent Lateral Force Procedure Limit= 35 Limit= 35 Not Permitted ,i Not Permitted ,i Not Permitted ,i ASCE 7-16 Section 12.8.2 The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Buildin Period Use ASCE 12.8-7 Structure Type for Building Period CalculcAII Other Structural Systems " Ct "value 0.020 "hn " : Height from base to highest leve 10.0 ft 11 x II value 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7 : Ta= Ct• (hn • x) = 0.112 sec 8.000 sec "TL": Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 " Cs " Response Coefficient s05 : Short Period Design Spectral Response "R": Response Modification Factor "I": Seismic Importance Factor = = = Building Period" Ta " Calculated from Approximate Method selt= 0.112 0.809 1.25 ASCE 7-1 6 Section 12.8.1. 1 From Eq. 12.8-2 , Preliminary Cs = 0.647 From Eq. 12.8-3 & 12.8-4 , Cs need not excee = 3.376 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.036 Cs : Seismic Response Coefficient = = 0.6470 Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID : Project Descr: j ASCE 7-16 Seismic Base Shear UC#: KW-06011582, Build:20.21.12.1 6 Envision Engineering, Inc. DESCRIPTION: Seismic Base Shear Analysis Seismic Base Shear Cs= 0.6470 from 12.8.1 .1 Vertical Distribution of Seismic Forces "k": hx exponent based on Ta= 1.00 Table of building Weights by Floor Leve/ ... W ( see Sum Wi below ) = Seismic Base Shear V = Cs * W = (c) ENERCALC INC 1983-2021 ASCE 7-16 Section 12.8.1 0.00 k 0.00 k ASCE 7-16 Section 12.8.3 Level# Wi :Weight Hi : Height (Wi * Hi"k) Cvx Fx=Cvx • V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Sum Wi * Hi = 0.00 k-ft Total Base Shear= 0.00 k Base Moment = 0.0 k-ft Diaphragm Forces : Seismic Design Cate o "B" to "F" ASCE 7-16 12.10.1.1 Level# Wi Fi Sum Fi SumWi Fpx : Calcd Fpx : Min Fpx : Max Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . . . 0.20 *Sos * I * Wpx MAX Req'd Force @ Level ... 0.40 *Sos * I * Wpx Fpx : Design Force@ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Lateral Seismic Analysis Vbase=13 psf x (18'x18')x 0.6470 = 3.1 K Vasd/per col = 0.7x3.1 K/4= 0.550 K per column (See Column Analysis) At existing exterior wall with redundancy = 1.3 Fp=0.4SdsxWxlp= 0.4x 0.809x [13psf x (36'x10'+18'x9') + 16 psf x (36'x5')) = 3128 lbs Fp asd = 1.3 x 0.7 x 3128 lbs= 2846 lbs New Shearwall L = 6'-6" v=2846/6.5'= 438 pit USE TYPE 5 SHEARWALL Mor= 2846 x 1 0' = 28.46 Kip-ft Mr=0 T = 4.4 K USE HDU4 HOLDOWN Fpx Dsgn. Force Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: I Wood Beam LIC#: KW-0601 1582, Build:20.21.12.16 Envision Engineering. Inc. DESCRIPTION: FB1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - 2900 psi 2900 psi 2900 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced Fe -Prll Fe -Perp Fv Ft D 0.156 L 0.48 5.25x11.875 Span = 16.50 ft 750 psi 290 psi 2025 psi Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 12.0 ft P!;..$!GN SUMMARY ............... __ _ Desi n OK Maximum Bending Stress Ratio = 0.747. 1 Maximum Shear Stress Ratio = 0.384 ; 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 2,104.95psi fv: Actual = 111.50 psi Fb: Allowable = 2,819.72psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.250ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.550 in Ratio= 360 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.728 in Ratio= 271 >=180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination l'Jlax Slress Ralios Momeni 'values Sfiear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.203 0.105 0.90 1.000 1.00 1.00 1.00 1.00 0.98 5.31 516.31 2547.86 1.14 27.35 261 .00 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 16.50 ft 0.747 0.384 1.00 1.000 1.00 1.00 1.00 1.00 0.97 21.64 2,104.95 2819.72 4.63 111.50 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.490 0.250 1.25 1.000 1.00 1.00 1.00 1.00 0.96 17.56 1,707.79 3483.50 3.76 90.46 362.50 +0.600 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.071 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.94 3.19 309.78 4361.15 0.68 16.41 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+L 0.7281 8.310 0.0000 0.000 I Wood Beam UC#: KW-06011582, Build:20.21.12.16 DESCRIPTION: FB1 Vertical Reactions Load Combination Overall MAX1mum Overall MINimum D Only +D+L +D+0.750L +0.600 L Only Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 5.247 5.247 3.960 3.960 1.287 1.287 5.247 5.247 4.257 4.257 0.772 0.772 3.960 3.960 Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: j Wood Beam UC# : KW-06011582, Build:20.21.12.16 Envision Engineering, Inc. DESCRIPTION: FB2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced .................. ,M ... R ... ,mm,oo, ------------- Fe -Prll Fe -Perp Fv Ft 0 0.156 LO 48 3.5x11 .875 Span = 12.0 ft 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary W idth = 12.0 ft DESIGN SUMMARY -------------•■■~•$~-Bf•Di,11!•1~:■■■ Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection = = = = 0.616 1 3.5x11.875 1,670.04psi 2,710.95psi +D+L 6.000ft Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 0.231 in Ratio= O in Ratio= 0.306 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Max Stress Ratios Load Combination Segment Length Span # M V Cd C FN D Only Length = 12.0 ft +D+L Length = 12.0 ft +D+0.750L Length = 12.0 ft +0.600 1 0.166 0.109 0.90 1 0.616 0.399 1.00 1 0.417 0.259 1.25 Length= 12.0 ft 1 0.065 0.037 1.60 Overall Maximum Deflections 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 624>=360 Span: 1 : L Only 0 <360 n/a 471 >=180 Span : 1 : +D+L 0<180 nla Moment 'values M lb 1.00 1.00 0.95 2.81 409.63 1.00 1.00 0.95 1.00 1.00 0.93 11.45 1,670.04 1.00 1.00 0.93 1.00 1.00 0.90 9.29 1,354.94 1.00 1.00 0.90 1.00 1.00 0.82 1.68 245.78 Load Combination Span Max. "-" Dell Location in Span Load Combination +D+L 0.3055 6.044 = = = = = F'b 0.00 2470.32 0.00 2710.95 0.00 3249,35 0.00 3798.04 0.399: 1 3.5x11.875 115.60 psi 290.00 psi +D+L 0.000ft Span# 1 Sfiear 'values V fv F'v 0.00 0.00 0.00 0.79 28.36 261.00 0.00 0.00 0.00 3.20 115.60 290.00 0.00 0.00 0.00 2.60 93.79 362.50 0.00 0.00 0.00 0.47 17.01 464.00 Max. "+" Deft Location in Span 0.0000 0.000 !wood Beam UC#: KW-06011582, Build:20.21.12.16 DESCRIPTION: FB2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering. Inc. (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 3.816 3.816 2.880 2.880 0.936 0.936 3.816 3.816 3.096 3.096 0.562 0.562 2.880 2.880 Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: !wood Beam UC#: KW-06011582, Build:20.21 .12.16 Envision Engineering, Inc. DESCRIPTION: FB3 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Pro erties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi £ : Modulus of Elasticity Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced 0(1) (2.9) Fc -Prll Fe -Perp Fv Ft D 0.01729 L 0.0532 3.5x11.875 Span ; 14.0 ft 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Point Load : D = 1.0, L = 2.90 k @ 6.0 ft Tributary Width = 1.330 ft QESIGN 8-.VM.M./t-=R-'--'Y'------------------------ Maximum Bending Stress Ratio = 0.826 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 2, 190.60psi fv: Actual Fb: Allowable = 2,651 .53psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 6.029ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.334 in Ratio= 502 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.449 in Ratio= 374 >=180 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <180 nla Maximum Forces & Stresses for Load Combinations Load Combination II/lax Stress Ral1os l'illomenl IJalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb DOnly Length= 14.0 fl 0.230 0.093 0.90 1.000 1.00 1.00 1.00 1.00 0.93 3.83 558.94 +D+L 1.000 1.00 1.00 1.00 1.00 0.93 Length= 14.0 fl 0.826 0.330 1.00 1.000 1.00 1.00 1.00 1.00 0.91 15.02 2,190.60 +D+0.750L 1,000 1.00 1.00 1.00 1.00 0.91 Length= 14.0 fl 0.572 0.215 1.25 1.000 1.00 1.00 1.00 1.00 0.86 12.22 1,782.69 +0.60D 1.000 1.00 1.00 1.00 1.00 0.86 Length = 14.0 ft 1 0.095 0.032 1.60 1.000 1.00 1.00 1.00 1.00 0.76 2.30 335.37 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination +D+L 1 0.4487 6.745 = = = = = F'b 0.00 2429.65 0.00 2651 .53 0,00 3114.99 0.00 3516.20 0.330: 1 3.5x11.875 95.77 psi 290.00 psi +D+L 0.000ft Span# 1 Sfiear IJalues V fv F'v 0.00 0.00 0.00 0.68 24.39 261 .00 0.00 0.00 0.00 2.65 95.77 290.00 0.00 0.00 0.00 2.16 77.92 362.50 0.00 0.00 0.00 0.41 14.63 464.00 Max."+" Defl Location in Span 0.0000 0.000 a F I Wood Beam UC#: KW-06011 582, Build:20.21.12.16 DESCRIPTION: FB3 Vertical Reactions Load Combination Overall MAX,mum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.722 2.165 2.030 1.615 0.692 0.550 2.722 2.165 2.215 1.761 0.415 0.330 2.030 1.615 Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: I Wood Beam LIC#: KW-06011582. Build:20.21.12.16 DESCRIPTION: FB4 Envision Engineering, Inc. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - 2900 psi 2900 psi 2900 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Ii iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced Fe -Prll Fe -Perp Fv Ft 750 psi 290 psi 2025 psi D(0.1137;) L_~0~.3~5~------ D 0.056 3.5X14.0 Span = 16.50 ft Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160 ksf, Tributary Width = 3.50 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8. 750 ft DESIGN SUMM-=J!l'--'-R'-'--'-Y __________________ _ Maximum Bending Stress Ratio = 0.780 1 Maximum Shear Stress Ratio Section used for this span 3.5x14.0 Section used for this span fb: Actual = 1,856.44psi fv: Actual Fb: Allowable = 2,380.68psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 8.250fl Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.367 in Ratio= 539 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 nla Max Downward Total Deflection 0.545 in Ratio= 363>=180 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <180 nla Maximum Forces & Stresses for Load Combinations Load Combination lli'lax S!ress Ra!1os lli'lomen! IJalues Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb DOnly Length = 16.50 fl 0.270 0.141 0.90 1.000 1.00 1.00 1.00 1.00 0.86 5.78 606.31 +D+L 1.000 1.00 1.00 1.00 1.00 0.86 Length = 16.50 fl 0.780 0.390 1.00 1.000 1.00 1.00 1.00 1.00 0.82 17.69 1,856.44 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.82 Length = 16.50 fl 0.594 0.259 1.25 1.000 1.00 1.00 1.00 1.00 0.72 14.71 1,543.91 +0.60D 1.000 1.00 1.00 1.00 1.00 0.72 Length = 16.50 fl 1 0.1 33 0.048 1.60 1.000 1.00 1.00 1.00 1.00 0.59 3.47 363.79 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination +D+L 1 0.5447 8.310 = = = = = F'b 0.00 2242.41 0.00 2380.68 0.00 2597.84 0.00 2731.01 Desi n OK 0.390 : 1 3.5x14.0 113.06 psi 290.00 psi +D+L 0.000 fl Span# 1 Sliear 17alues V fv F'v 0.00 0.00 0.00 1.21 36.92 261 .00 0.00 0.00 0.00 3.69 113.06 290.00 0.00 0.00 0.00 3.07 94.03 362.50 0.00 0.00 0.00 0.72 22.15 464.00 Max."+" Deft Location in Span 0.0000 0.000 I Wood Beam UC#: KW-06011582, Build:20.21.12.16 DESCRIPTION: FB4 Vertical Reactions Load Combination Overall MAX1mum Overall MINimum D Only +D+L +D+0.750L +0.60D LOnly Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 4.288 4.288 2.888 2.888 1.400 1.400 4.288 4.288 3.566 3.566 0.840 0.840 2.888 2.888 e n L a !wood Beam a F Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: LIC#: KW-06011582, Build:20.21 .12.16 Envision Engineering, Inc. DESCRIPTION: HDR1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - 2,900.0 psi 2,900.0 psi 2,900 .0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced Fe -Prll Fe -Perp Fv Ft 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf ~ -----oJQ_,;44) __________ ~--------- o 0.0845 L 0.26 3.5x11.875 l Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 6 .50 ft Uniform Load : D = 0.0160 ksf, Tributary Width= 9.0 ft DESIGN SUMMARY ---------------------------Maximum Bending Stress Ratio Section used for this span = 0.888 1 Maximum Shear Stress Ratio fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 3.5x11.875 2,280.40psi 2,568.17 psi +D+L 8.000fl Span# 1 0.395 in Ratio= O in Ratio= 0.742 in Ratio= 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination lii'lax Slress Ral1os Segment Length Span# M V Cct CFN Ci Cr DOnly Length = 16.0 fl 0.449 0.223 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 16.0 fl 0.888 0.430 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 16.0 fl 1 0.673 0.298 1.25 1.000 1.00 1.00 +0.60D 1.000 1.00 1.00 Length = 16.0 fl 1 0.200 0.075 1.60 1.000 1.00 1.00 Overall Maximum Deflections Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 486 >=360 Span: 1 : L Only O <360 n/a 258>=180 Span: 1 : +D+l 0 <180 n/a lii'lomenl 'i7alues Cm Ct CL M fb 1.00 1.00 0.91 7.31 1,066.68 1.00 1.00 0.91 1.00 1.00 0.89 15.63 2,280.40 1.00 1.00 0.89 1.00 1.00 0.81 13.55 1,976.97 1.00 1.00 0.81 1.00 1.00 0.69 4.39 640.01 Load Combination Span Max. "-" Def! Location in Span Load Combination +D+L 1 0.7417 8.058 Desi n OK = 0.430 : 1 3.5x11.875 = 124.57 psi = 290.00 psi +D+L = 15.066 fl = Span# 1 Sfiear 'i7alues F'b V fv F'v 0.00 0.00 0.00 0.00 2373.14 1.61 58.27 261.00 0.00 0.00 0.00 0.00 2568.17 3.45 124.57 290.00 0.00 0.00 0.00 0.00 2936.18 2.99 107.99 362.50 0.00 0.00 0.00 0.00 3204.36 0.97 34.96 464.00 Max."+" Def! Location in Span 0.0000 0.000 j Wood Beam UC# : KW-06011582, Build:20.21 .12.16 DESCRIPTION: HDR1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 3.908 3.908 2.080 2.080 1.828 1.828 3.908 3.908 3.388 3.388 1.097 1.097 2.080 2.080 e::: Envision Engineering La Jolla, CA 92037 Project Title: Engineer: Project ID: Project Descr: I Wood Beam LIC#: KW-06011582. Build:20.21.12.16 Envision Engineering, Inc. DESCRIPTION: HDR2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c} ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced Fe -Prll Fe -Perp Fv Ft Spen: 5.50 fl 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 6.50 ft Uniform Load : D = 0.0160 ksf, Tributary Width = 9.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.750 ft DESIGN SUMMARY OH..... • ........... . Maximum Bending Stress Ratio Section used for this span 0.597: 1 Maximum Shear Stress Ratio fb: Actual Fb: Allowable Load Combination = = Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 4x12 585.26psi 979.56psi +D+L 2.750ft Span# 1 0.019 in Ratio = O in Ratio= 0.030 in Ratio= 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination l'Jlax Slress Ral1os Segment Length Span# M V Cd CFN Ci Cr D Only Length= 5.50 ft 1 0.238 0.147 0.90 1.100 1.00 1.00 +D+L 1.100 1.00 1.00 Length = 5.50 ft 1 0.597 0.368 1.00 1.100 1.00 1.00 +D+0.750L 1.100 1.00 1.00 Length = 5.50 ft 0.403 0.247 1.25 1.100 1.00 1.00 +0.60D 1.100 1.00 1.00 Length = 5.50 ft 1 0.081 0.050 1.60 1.100 1.00 1.00 Overall Maximum Deflections Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3471 >=360 Span: 1 : L Only 0 <360 nla 2223 >=1 80 Span: 1 : +D+L 0 <1 80 n/a l'Jlomen! 'values Cm Ct CL M fb 1.00 1.00 0.99 1.29 21 0.35 1.00 1.00 0.99 1.00 1.00 0.99 3.60 585.26 1.00 1.00 0.99 1.00 1.00 0.99 3.02 491 .53 1.00 1.00 0.99 1.00 1.00 0.98 0.78 126.21 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 0.0297 2.770 = 0.368 : 1 4x12 = 66.26 psi = 180.00 psi +D+L = 4.577 ft = Span# 1 Sfiear 'values F'b V fv F'v 0.00 0.00 0.00 0.00 882.70 0.63 23.82 162.00 0.00 0.00 0.00 0.00 979.56 1.74 66.26 180.00 0.00 0.00 0.00 0.00 1220.40 1.46 55.65 225.00 0.00 0.00 0.00 0.00 1553.97 0.38 14.29 288.00 Max. "+" Defl Location in Span 0.0000 0.000 I Wood Beam LIC# : KW-06011582. Build:20.21 .12.16 DESCRIPTION: HDR2 Vertical Reactions Load Combination Overall MAX1mum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.619 2.619 1.678 1.678 0.941 0.941 2.619 2.619 2.199 2.199 0.565 0.565 1.678 1.678 Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: !wood Beam LIC#: KW-06011582, Build:20.21.12.16 Envision Engineering, Inc. DESCRIPTION: TYP. PERGOLA BEAM CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination · IBC 2018 Fb + Fb - 1350 psi 1350 psi 925 psi 625 psi 170 psi 675 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced v Fe -Prll Fe -Perp Fv Ft D(0.0875~Lr(0.175) 6x 14 Span= 16.50 ft Ebend-xx 1600 ksi Eminbend -xx 580ksi Density 31 .21 pcf 1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr = 0.020 ksf, Tributary Width = 8.750 ft Q~$.!GN SUMMJ.!.B.¥. ....... .. Desi n OK Maximum Bending Stress Ratio = 0.392 1 Maximum Shear Stress Ratio = 0.179: 1 Section used for this span 6x14 Section used for this span 6x14 fb : Actual = 641 .67psi fv: Actual = 38.00 psi Fb: Allowable = 1,636.83psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 8.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio= 1216 >=360 Span : 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.244 in Ratio= 811 >=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination lli'lax Stress Ral1os lli'lomen! l:lalues Sfiear l}alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.179 0.083 0.90 0.987 1.00 1.00 1.00 1.00 0.98 2.98 213.89 1192.00 0.63 12.67 153.00 +D+Lr 0.987 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 16.50 ft 0.392 0.179 1.25 0.987 1.00 1.00 1.00 1.00 0.97 8.93 641.67 1636.83 1.88 38.00 212.50 +D+0.750Lr 0.987 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 16.50 ft 0.327 0.149 1.25 0.987 1.00 1.00 1.00 1.00 0.97 7.44 534.72 1636.83 1.57 31 .67 212 .50 +0.60D 0.987 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.062 0.028 1.60 0.987 1.00 1.00 1.00 1.00 0.96 1.79 128.33 2063.92 0.38 7.60 272 .00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max."+" Defl Location in Span +D+Lr 1 0.2440 8.310 0.0000 0.000 Envision Engineering a La Jolla, CA 92037 Project Title: Engineer: Project ID: Project Descr: -I Wood Beam LIC#: KW-06011582, Build:20.21.12.16 Envision Engineering, Inc. DESCRIPTION: TYP. PERGOLA BEAM Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only 2.166 2.166 1.444 1.444 0.722 0.722 2.166 2.166 1.805 1.805 0.433 0.433 1.444 1.444 (c) ENERCALC INC 1983-2021 Values in KIPS e:: Envision Engineering La Jolla, CA 92037 Project Title: Engineer: Project ID: Project Descr: J Steel Column LIC# : KW-06011582, Build:20.21.12.16 Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: TYP. COLUMN AT NEW DECK RESISTING SEISMIC LOAD Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HSS5x5x1/4 Overall Column Height 10.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free. Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 42.0 ksi 29,000.0 ksi X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 156.20 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, Xecc = 1.0 in, Yecc = 1.0 in, D = 1.40, LR = 2.90 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 0.550 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabl1 Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.2765 : 1 +D+0.70E o.o ft 1.556 k 37.911 k -3.967 k-ft 15.949 k-ft -0.1167 k-ft 15.949 k-ft 0.01 273 : 1 +D+0.70E 0.0 ft 0.3850 k 30.244 k Maximum Axial + Bending Stress Ratios Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.6793 in at for load combination : E Only Along X-X 0.06628 in at for load combination : +D+Lr 0.0 k 0.0 k 0.0 k 0.550 k 10.0ft above base 10.0ft above base Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Maximum Shear Ratios Stress Ratio Status Location Maximum Reactions Load Combination Extreme Reactions Item Axial Reaction @Base Axial Reaction Extreme Value @ Base X-X Axis Reaction @ Base @ Top X-X Axis Reaction @Base @Top Maximum Deflections for Load Combinations Load Combination Steel Section Properties Steel Section Properties Max. X-X Deflection Distance HSS5x5x1/4 HSS5x5x1/4 k Y-Y Axis Reaction @ Base @Top k Y-Y Axis Reaction @ Base @ Top Max. Y-Y Deflection Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top Distance Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: 5 / Steel Column LIC# : KW-06011582, Build:20.21.12.1 6 Envision Engineering, Inc. DESCRIPTION: TYP. COLUMN AT NEW DECK RESISTING SEISMIC LOAD Depth Design Thick Width Wall Thick Area Weight Ycg Sketches C: i5 0 U") 5.000 in 0.233 in 5.000 in 0.250 in 4.300 inA2 15.620 pit 0.000 in +Y 5.00in I xx 16.00 inA4 s xx 6.41 inA3 R xx 1.930 in Zx 7.610 inA3 I yy 16.000 inA4 s yy 6.410 inA3 R yy 1.930 in Lecic 1 +X " (c) ENERCALC INC 1983-2021 J 25.800 inA4 C 10.500 jnA3 '''" t Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: I General Footing UC# : KW-06011582, Build:20.21.12.16 Envision Engineering. Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: TYP. F1 FOOTING Code References Calculations perACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield = Ee : Concrete Elastic Modulus Concrete Density (j) Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcin Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size # Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size # 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.750 0.00180 2.0 ft 2.0 ft 12.0 in in in in 3.0 in 3 5 3.0 5 C"") 1.0 : 1 1.0 : 1 Yes Yes No No Soil Design Values Allowable Soil Bearing Soil Density Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than X -_c;, N z X .-;; ----1..,_ .......... _=------o Q) C> 2'-0" "O w 3-#5 Bars C"") 1.50 ksf 110.0pcf No 250.0 pcf 0.30 ft ksf ft ksf ft b I Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a n/a n/a X-X Section Looking to +Z Z-ec 10n Looking o + X # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden D Lr 1.30 L s w 4.0 E H k ksf -----------------•m•••••••-,.••••~""'"'.,'"'"'-••••-•••"' •• ---------•----- M-xx M-zz V-x V-z k-ft k-ft k k Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: I General Footing UC#: KW-06011582, Build:20.21 .12.16 Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: TYP. F1 FOOTING _D_E_S_I_G_N_S_U_M_M_A_R_Y _____________________________ ____, ..... #11-i•i•n-- Min. Ratio PASS 0.980 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.05625 PASS 0.05625 PASS 0.05625 PASS 0.05625 PASS 0.05896 PASS 0.05896 PASS 0.05896 PASS 0.05896 PASS 0.1401 Detailed Results Soil Bearing Rotation Axis & Load Combination ... X-X, 0 Only X-X, +O+L X-X, +0+0.750L X-X, +0.600 Z-Z, 0 Only Z-Z, +O+L Z-Z, +0+0.750L Z-Z, +0.600 Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Item Applied Soil Bearing 1.470 ksf Overturning -X-X 0.0 k-ft Overturning -Z-Z 0.0 k-ft Sliding -X-X 0.0 k Sliding -Z-Z 0.0 k Uplift 0.0 k Z Flexure (+X) 0.9950 k-ft/ft Z Flexure (-X) 0.9950 k-ft/ft X Flexure (+Z) 0.9950 k-ft/ft X Flexure (-Z) 0.9950 k-ftlft 1-way Shear (+X) 4.422 psi 1-way Shear (-X) 4.422 psi 1-way Shear (+Z) 4.422 psi 1-way Shear (-Z) 4.422 psi 2-way Punching 21.020 psi Xecc Zecc Gross Allowable (in) 1.50 n/a 0.0 1.50 n/a 0,0 1.50 n/a 0.0 1.50 n/a 0.0 1.50 0.0 nla 1.50 0.0 n/a 1.50 0.0 n/a 1.50 0.0 n/a Overturning Moment Sliding Force Capacity 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 17.688 k-ft/ft 17.688 k-ft/ft 17.688 k-ft/ft 17.688 k-ft/ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Governing Load Combination +O+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.200+1.60L +1.200+1 .60L +1 .200+1 .60L + 1.200+1.60L +1.200+1 .60L +1.200+1 .60L +1.200+1.60L +1.200+1.60L +1.200+1.60L Actual Soil Bearing Stress @ Location Actual / Allow Bottom , -Z Top,+Z Left, -X Right, +X Ratio 0.470 0.470 n/a n/a 0.313 1.470 1,470 n/a n/a 0.980 1.220 1.220 n/a n/a 0.813 0.2820 0.2820 n/a n/a 0.188 n/a n/a 0.470 0.470 0.313 n/a n/a 1.470 1.470 0.980 n/a n/a 1.220 1.220 0.813 n/a n/a 0.2820 0.2820 0.188 Resisting Moment Stability Ratio Status All units k Resisting Force Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phl•Mn Status k-ft Surface jnA2 in'2 in'2 k-ft X-X, +1.400 0.2275 +Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +1.400 0.2275 -Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +1 .200+1 .60L 0.9950 +Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, + 1.200+ 1.60L 0.9950 -Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, + 1.200+0.50L 0.4450 +Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +1.200+0.50L 0.4450 -Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +1.200 0.1950 +Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +1.200 0.1950 -Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +0.900 0.1463 +Z Bottom 0.2592 AsMin 0.4650 17.688 OK X-X, +0.900 0.1463 -Z Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z. +1.400 0.2275 -X Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z. +1.400 0.2275 +X Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z. +1 .200+1 .60L 0.9950 -X Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z, +1.200+1.60L 0.9950 +X Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z, +1.200+0.50L 0.4450 -X Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z, +1 .200+0.50L 0.4450 +X Bottom 0.2592 AsMin 0.4650 17.688 OK Z-Z. +1.200 0.1950 -X Bottom 0.2592 AsMin 0.4650 17.688 OK Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: Project Descr: I General Footing UC#: KW-06011582, Build:20.21.12.16 Envision Engineering, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: TYP. F1 FOOTING Footing Flexure Flexure Axis & Load Combination Z-Z, +1.200 Z-Z, +0.900 Z-Z, +0.900 One Way Shear Mu k-ft 0.1950 0.1463 0.1463 Side Tension Surface +X Bottom -X Bottom +X Bottom As Req'd Gvrn. As in'2 in'2 0.2592 AsMin 0.2592 AsMin 0.2592 AsMin Actual As in'2 0.4650 0.4650 0.4650 Phi*Mn k-ft 17.688 17.688 17.688 Status OK OK OK Load Combination ... Vu@-X Vu@+X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu/ Phi*Vn Status +1.400 + 1.200+ 1.60L +1 .200+0.50L +1.200 +0.900 Two-Way "Punching" Shear Load Combination ... +1.400 +1 .200+1.60L +1 .200+0.50L +1 .200 +0.900 1.01 psi 4.42 psi 1.98 psi 0.87psi 0.65 psi Vu 1.01 psi 4.42 psi 1.98 psi 0.87 psi 0.65 psi 4.81 psi 21 .02 psi 9.40 psi 4.12 psi 3.09 psi 1.01 psi 1.01 psi 1.01 psi 75.00 psi 0.01 4.42 psi 4.42 psi 4.42 psi 75.00 psi 0.06 1.98 psi 1.98 psi 1.98 psi 75.00 psi 0.03 0.87 psi 0.87 psi 0.87 psi 75.00 psi 0.01 0.65 psi 0.65 psi 0.65 psi 75.00 psi 0.01 OK OK OK OK OK All units k Phi*Vn 150.00 psi 150.00 psi 150.00 psi 150.00psi 150.00psi Vu/ Phi*Vn 0.03204 0.1401 0.06267 0.02746 0.0206 Status OK OK OK OK OK e n a Envision Engineering Project Title: Engineer: La Jolla, CA 92037 Project ID: ■ Project Descr: -I Pole Footing Embedded in Soil LIC#: KW-06011582, Build:20.21 .12.16 Envision Engineering. Inc. DESCRIPTION: TYP. NEW FOOTING FOR STEEL COLUMNS Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Pole Footing Shape Rectangular Pole Footing Width . . . . . . . . . . . 24.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive .............. . Max Passive ............... . 250.0 pcf 1,500.0 psf Point Load Controlling Values Governing Load CombinatieD+O. ?OE Lateral Load Moment Restraint @ Ground Surface Pressure at Depth Actual Allowable Surface Retrain! Force Minimum RequlnKI Depth Footing Base Area Maximum Soil Pressure A lied Loads Lateral Concentrated Load (k) D : Dead Load Lr : Roof Live L : Live S : Snow W :Wind E : Earthquake H : Lateral Earth Load distance above ground surface k k k k k 0.550 k k 10.0 ft Load Combination Results Load Combination 0.3850 k 3.850 k-ft 701.98 psf 718.75 psf 3,230.65 lbs 2.875 ft 4.0ft'2 1.073 ksf Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface ounoS ace Moments • (fl-k) k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft ft Required Depth" (ft) D Only ------~---0.000 0.000 0.13 0.13 0.13 2.88 2.63 0.13 2.88 +D+L +D+0.750L +D+0.70E +D+0.750L +0.5250E +0.60D +0.60D+0.70E 0.000 0.000 0.385 0.289 0.000 0.385 0.000 0.000 3.850 2.888 0.000 3.850 (c) ENERCALC INC 1983-2021 'i' o .,...._,.,,...........,. ... s ... u.,.rf.,.a,...c ... e ... Lateral ,~estraint Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft .,.... 0 .,.... -~~ Vertical Load (k) 1.40 k k 2.890 k k k k k Pressure a Depth olllncrease Actual. -(psf) Allow • (psf) Factor 0.0 31 .3 1.000 0.0 31 .3 1.000 0.0 31 .3 1.000 702.0 718.8 1.000 631 .5 656.3 1.000 0.0 31.3 1.000 702.0 718.8 1.000