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Home My WebLink About2422 UNICORNIO ST; ; CBR2021-3792; PermitBuilding Permit Finaled Residential Permit Print Date: 12/05/2022 Job Address: Permit Type: Parcel #: Va luation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2422 UNICORN IQ ST, BLDG-Residential 2152500700 $51,867.00 CARLSBAD, CA 92009-5320 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Addition Description: BLAZE; NEW (306 SF ) ADDITION AND (1,050 SF) INTERIOR REMODEL Property Owner: BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) 5401 KENOSHA LN IRVIN E, CA 92603-3528 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) REMODEL-RESIDENTIAL -KITCHEN or BATH SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) Total Fees: $2,992.19 Total Payments To Date: $2,992.19 ( City of Carlsbad Permit No: CBR2021-3792 Status: Closed -Finaled Applied: 12/14/2021 Issued: 03/28/2022 Fina led Close Out: 12/05/2022 Final Inspection: 11/30/2022 INSPECTOR: Alvarado, Tony Contractor: ROBERT BRODESSER 1550 VIA ALLON ORA SAN MARCOS, CA 92078-5142 (760) 533-8601 Balance Due: AMOUNT $755.30 $227.50 $195.65 $194.00 $98.00 $350.00 $3.00 $1,162.00 $6.74 $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 f ees/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 C"BfL2.02;l -~7qz. RESIDENTIAL e_Q,(L."Z_O "Z.2.. -tOO~ Al.(..( BUILDING PERMIT ·-pran Chee!< ------ Est. Value APPLICATION PC Deposit 8-1 Date Job Address -z+~-z.4-;)jl/n/[vrO /o Unit: ____ APN:. ________ _ CT/Project #: __________________ Lot #:. ____ Year Built : _________ _ BRIEF DESCRIPTION OF WORK: a&:,. :S~::S ~ □ New SF : Living SF,. ____ Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this t o create an Accessory Dwelling Unit ? O Y O N New Fireplace? O YO N , if yes how many? ___ _ D Remodel: SF of affected area Is the area a conversion or change of use? O YO N ·----- □ Pool/Spa: _____ SF Additional Gas or Electrical Features? ------------- □Solar: ___ KW, ___ Modules, Mounted:O RoofO Ground, Tilt: O YO N, RMA:O Y O N, Battery:OYC N, Panel Upgrade: O v ON Electric Meter number: ------------0th er: APPLICANT CERTIFICATION: I certify that I have read the application and state that the above informa · agree to comply with all City ordinances and State laws relating to bui ing construction. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlam/icensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is inf u/ If orce and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. __________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for t he performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name:------------------------• Policy No. ____________________________ Expiration Date: _________________ 1 -OR--of Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become ~ect to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA TION: 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 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 r ts, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and oth encumbrances to development have been accurate own and labeled a well as all on-site grading/site preparation. All Improvements existing on the property were completed in accor with all regul.,._...._..,_.~-->Hl,e-t-~.it)eir construction, unles otherwise noted. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for 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- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is ovailable upon request when this application is submitted or at the following Web site: http: I I www.leginfo.ca.gov/ ca/aw. html. OWNER CERTIFICATION: 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 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 lime of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the erson si nin above is an authorized a ent for the ro ert owner include form B-62 si ned b owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Oat~ 04/14/2022 04/14/2022 BLDG-21 Underground/Underflo or Plumbing Checklist Item Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Expiration Date: 02/06/2023 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 IVR Number: 37627 Inspection No. Inspection Primary Inspector Reinspection Inspection Status 180535-2022 Passed Tony Alvarado Complete COMMENTS Passed BLDG-Building Deficiency April 14, 2022: Yes 04/15/2022 04/14/2022 BLDG-11 Monday, December 5, 2022 Foundation/Ftg/Piers (Rebar) 1. Partial pass end master bedroom bath and second bathroom locations -partial pass footing foundation steel reinforcement rebar per engineered plans -approved and OK to pour concrete. 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines, under 1 0'foot of water head pressure test-approved. OK to cover open trenches with plumbing lines. 180534-2022 Partial Pass Tony Alvarado Reinspection Incomplete Page 1 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Expiration Date: 02/06/2023 IVR Number: 37627 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency Status COMMENTS April 15, 2022: 1. Phase 2-master bedroom bath and second bathroom locations -footing foundation steel reinforcement rebar per engineered plans -approved. (OK to pour concrete). 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines, under 1 0'foot of water head pressure test-approved. (OK to cover open trenches with plumbing lines). April 14, 2022: 1. Partial pass end master bedroom bath and second bathroom locations -partial pass footing foundation steel reinforcement rebar per engineered plans -approved and OK to pour concrete. 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines, under 1 0'foot of water head pressure test-approved. OK to cover open trenches with plumbing lines. 04/25/2022 04/25/2022 BLDG-11 181250-2022 Failed Tony Alvarado Monday, December 5, 2022 Foundation/Ftg/Piers (Rebar) Passed Yes Yes Reinspection Incomplete Page 2 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 12/14/2021 Issue Date: 03/28/2022 Expiration Date: 02/06/2023 IVR Number: 37627 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Subdivision: LA COSTA MEADOWS #1 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency COMMENTS April 15, 2022: 1. Phase 2-master bedroom bath and second bathroom locations -footing foundation steel reinforcement rebar per engineered plans -approved. (OK to pour concrete). 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines. under 1 0'foot of water head pressure test-approved. (OK to cover open trenches with plumbing lines). April 14, 2022: 1. Partial pass end master bedroom bath and second bathroom locations -partial pass footing foundation steel reinforcement rebar per engineered plans -approved and OK to pour concrete. 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines, under 1 0'foot of water head pressure test-approved. OK to cover open trenches with plumbing lines. April 25, 2022: 1. Phase 3 -foundation Footings, underpinning, retrofitting, and reinforcement rebar dowels, scope of work do not reflect Structural engineer's approved plans design. 2. Foundation Footings Inspection failed. 3. Informed contractor representative. 04/29/2022 04/29/2022 BLDG-11 181669-2022 Partial Pass Tony Alvarado Monday, December 5, 2022 Foundation/Ftg/Piers (Rebar) Passed Yes Yes No Reinspection Incomplete Page 3 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE Work Class: Addition Status: Closed -Finaled PROPERTY TRUST 02-22-17 Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Expiration Date: 02/06/2023 IVR Number: 37627 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency COMMENTS April 25, 2022: 1. Phase 3 -foundation Footings, underpinning, retrofitting, and reinforcement rebar dowels, scope of work do not reflect Structural engineer's approved plans design. 2. Foundation Footings Inspection failed. 3. Informed contractor representative. April 29, 2022: 1. Phase 3 -foundation Footings, underpinning, retrofitting, and reinforcement rebar dowels, scope of work-reflect Structural engineer's revised structural revision letter-approved revised structural footing plan design. 2. Revised Foundation Footings Inspection-approved. 3. Front entryway doorway Footings, kitchen and great room Footings - approved per plan. April 14, 2022: 1. Partial pass end master bedroom bath and second bathroom locations -partial pass footing foundation steel reinforcement rebar per engineered plans -approved and OK to pour concrete. 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines, under 1 0'foot of water head pressure test-approved. OK to cover open trenches with plumbing lines. 05/11/2022 05/11/2022 BLDG-11 182449-2022 Passed Tony Alvarado Monday, December 5, 2022 Foundation/Ftg/Piers (Rebar) Passed No Yes Yes Complete Page 4 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 12/14/2021 Issue Date: 03/28/2022 Expiration Date: 02/06/2023 IVR Number: 37627 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Subdivision: LA COSTA MEADOWS #1 Address: 2422 UN ICORNIO ST CARLSBAD, CA 92009-5320 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency Monday, December 5, 2022 COMMENTS April 25, 2022: 1. Phase 3 -foundation Footings, underpinning, retrofitting, and reinforcement rebar dowels, scope of work do not reflect Structural engineer's approved plans design. 2. Foundation Footings Inspection failed. 3. Informed contractor representative. May 11, 2022: 1. Final foundation Footings, underpinning, retrofitting, and reinforcement rebar dowels, scope of work-reflect Structural engineer's revised structural revision letter-approved revised structural footing plan design .. 2. Revised Foundation Footings Inspection-approved. 3. Front entryway doorway Footings, kitchen and great room Footings - approved per plan. 4. Verified interior footings and new front door entryway footings and slab reinforcement per structural engineer plans and detail specs-approved. 5. Verified third-party deputy inspector's report-approved. April 14, 2022: 1. Partial pass end master bedroom bath and second bathroom locations -partial pass footing foundation steel reinforcement rebar per engineered plans -approved and OK to pour concrete. 2. Verified third-party deputy inspectors report for eproxy doweling into existing Footings -approved. 3. Underground plumbing sewer and vent lines, under 1 0'foot of water head pressure test-approved. OK to cover open trenches with plumbing lines. May 11, 2022: April 29, 2022: 1. Phase 3 -foundation Footings, underpinning, retrofitting, and reinforcement rebar dowels, scope of work-reflect Structural engineer's revised structural revision letter-approved revised structural footing plan design. 2. Revised Foundation Footings Inspection-approved. 3. Front entryway doorway Footings, kitchen and great room Footings - approved per plan. Passed No Yes Yes Yes Page 5 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Work Class: Addition Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Status: Closed -Finaled Expiration Date: 02/06/2023 IVR Number: 37627 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Status 07/01/2022 07/01/2022 BLDG-15 Roof/ReRoof 186121-2022 Passed Tony Alvarado 07/20/2022 07/26/2022 (Patio) Checklist Item BLDG-Building Deficiency COMMENTS New roof sheathing/plywood sheathing With metal connector-ST ridge straps, located at every 18 inches on center, (typical) per structural engineer plans and detail specifications. BLDG-83 Roof $heating, 186274-2022 Exterior Shear (13, 15) Partial Pass Tony Alvarado Checklist Item BLDG-13 Shear Panels-HD (ok to wrap) BLDG-15 Roof Sheathing-Reroof COMMENTS Exterior shearwall panels, per engineer plans and detail specifications-not ready. New roof sheathing/plywood sheathing With metal connector-ST ridge straps, located at every 18 inches on center, (typical) per structural engineer plans and detail specifications. 07/20/2022 BLDG-13 Shear Panels/HD (ok to wrap) 187277-2022 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS July 20, 2022: 1. Shear wall panels per engineered Shearwall schedule table, plans, and detail specifications-partial pass. 2. Front entry doorway, required (2) qty. shear wall anchoring with seismic Metal connector holddowns-required per structural plans and detail specifications - not ready. 07/26/2022 BLDG-13 Shear Panels/HD (ok to wrap) 187799-2022 Partial Pass Tony Alvarado Monday, December 5, 2022 Reinspection Inspection Complete Passed Yes Reinspection Incomplete Passed No Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Page 6 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Work Class: Addition Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Address: 2422 UNICORNIO ST Status: Closed -Finaled Expiration Date: 02/06/2023 IVR Number: 37627 CARLSBAD, CA 92009-5320 Scheduled Date 08/01/2022 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency COMMENTS July 26, 2022: 1. Shear wall panels per engineered Shearwall schedule table, plans, and detail specifications-partial pass. 2. required (2) qty. shear wall anchoring with seismic Metal connector holddowns-required per structural plans and detail specifications, located at side yard, adjacent property owner, next to stucco wall location -not ready. 3. Entryway foyer Location, requires ridge beam post to beam pocket-metal connector straps at each end. July 20, 2022: 1. Shear wall panels per engineered Shearwall schedule table, plans, and detail specifications-partial pass. 2. Front entry doorway, required (2) qty. shear wall anchoring with seismic Metal connector holddowns-required per structural plans and detail specifications - not ready. BLDG-84 Rough Combo(14,24,34,44) 187672-2022 Partial Pass Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS July 26, 2022: (partial pass) 1. Shear wall panels per engineered Shearwall schedule table, plans, and detail specifications-partial pass. 2. required (2) qty. shear wall anchoring with seismic Metal connector holddowns-required per structural plans and detail specifications, located at side yard, adjacent property owner, next to stucco wall location -not ready. 3. Entryway foyer Location, requires ridge beam post to beam pocket-metal connector straps at each end. 08/01/2022 BLDG-16 Insulation Checklist Item 188149-2022 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency August 1, 2022: 1. Interior residential remodel scope of work, title 24 thermal energy insulation - approved. Monday, December 5, 2022 Reinspection Inspection Passed Yes Yes Reinspection Incomplete Passed Yes Yes Yes Yes Passed Yes Complete Page 7 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date 08/09/2022 Closed -Finaled Actual Inspection Type Start Date 08/09/2022 BLDG-17 Interior Lath/Drywall Checklist Item Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Expiration Date: 02/06/2023 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 IVR Number: 37627 Inspection No. Inspection Primary Inspector Reinspection Inspection Status 188759-2022 Partial Pass Tony Alvarado Reinspection Incomplete COMMENTS Passed BLDG-Building Deficiency August 9, 2022: all drywall/gypsum board installation (typical), scope of work approved, except for family room vaulted ceiling location pending-(only). Yes 11/15/2022 11/29/2022 11/15/2022 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 11/29/2022 BLDG-Final Inspection Checklist Item 196427-2022 COMMENTS Partial Pass Tony Alvarado November 15, 2022: 1. Final Inspection-Partial Pass. 2. Front and rear security door lock devices required. 3. Address numbers. 4. Complete working kitchen facility. 5. Complete working bathroom facility. 6. Heating system installed. 7. Drywall seams tape/drywall mud completed. 8. Electrical light fixtures and receptacles/switches-plate covers installed. 9. Landscaping in-place/Installed. 10. Doorways, sliding glass doors, garage side door required door threshold landings. 11. Housekeeping-Construction trash and debris cleared-off and cleaned-up. 12. New ADU building at rear yard-appliances and heating system installed. 13. Remodel/Alteration to existing dwelling-HERS report completed and verified. 14. Rest of work-ok. 197 496-2022 COMMENTS Partial Pass Tony Alvarado BLDG-Building Deficiency November 29, 2022: (pending items). 1. Security door hardware. 2. Building address numbers. 3. Recycle B-59 form-not ready. 4. Rest of work-OK. 11/30/2022 11/30/2022 BLDG-Final Inspection 197649-2022 Passed Tony Alvarado Monday, December 5, 2022 Reinspection Incomplete Passed Yes Yes Yes Yes Reinspection Incomplete Passed Yes Complete Page 8 of 9 PERMIT INSPECTION HISTORY for (CBR2021-3792) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Monday, December 5, 2022 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Application Date: 12/14/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Issue Date: 03/28/2022 Subdivision: LA COSTA MEADOWS #1 Expiration Date: 02/06/2023 IVR Number: 37627 Address: 2422 UNICORNIO ST CARLSBAD, CA 92009-5320 Inspection No. Inspection Primary Inspector Reinspection Inspection Status COMMENTS November 30, 2022: (Approved). 1. Security door hardware-Approved. 2. Building address numbers-Approved. 3. Recycle B-59 form-Approved. 4. Rest of work-Approved. Passed Yes Yes Yes Yes Page 9 of 9 12600 SfOWE ORIVt, sum I POWH~ CR 92064 PO BOX 304 ------------ H~;iil4CIH/:ii~ PR o J f [ T: B L H z f H o on I o n PH.1858l 486 -4447 STRU[TURfil [fil[UlfiTIO~~ oon L. ltVIG II RCE #64,362, EXPIRtS 6/ rnwm om nor mr nnH Rmonm1urn roR conmurnoQ on conrnoL or m JOB. m1nm·s nmonsrn1urH 1s mm um11rn lO I H( OtSIGTI OF !HE mumRRL mmms 1nmorn mm Hn9 cmm 10 omen, mumRHl mEmms ORCOTIFIGURAl!OTI SHALL VOID CAltULUl!OTIS SUPtAVIS/OTI ffiAH H conmmo FOR ASSURRTICE Of PROPER conmurnon. > 1---0 0 r-A..I ON,-~ I'-0 O') ON t---o-'q" l.() r-""' N -,_., l.() N I N '° T""' N C N ct:: CD 0 PROJECl # 21128 12-3-2021 lf Vlb Df~lb n bR OUP,1nc---------·~,-...=:-"----=:::::::;-. I 2600 SIOWt DRIVE, SUlrE I POWOH CA. 92064 P080X304 -------------- PR ffiSBl 486 -44V APJii1/1As~ii~~ PR o J f [ r: H l R z f R □ □ 1 r Ion Table of Contents Vertical Design Engineering Assumptions Roof Beam Summary (RB) Roof Beam Design Lateral Design Wind Design Wind Horizontal Distribution Seismic Design Seismic Vertical Distribution Seismic Horizontal Distribution Wall Force Summary Shear Wall Design Shear Wall Schedule Foundation Design Footing Design Footing Schedule PRO JtCf #211 28 12-3-202 1 12600 STOWE DRIVE, SU If EI POWA~ CR 92064 PO 80X304 -------------- P H. 18 5 81 4 8 6 -4 4 4 7 A~;ii14C1A/iii~ ~Ro J f [ T: B L ~ z f ~ o o IT Ion ENGINEERING ASSUMPTIONS LOADS: ROOF: TOTAL DEAD LOADS: CONCRETB TILE 22.0 PSF CLAYTILB 24.0PSF ASPHALT SHINGLES lS.OPSF FLATROOFBUJID.UP 18.0PSF LIVE LOADS: DmGN BASH LOAD (REDUCIBLB) 20.0 PSF FLOOR: TOTAL DEAD LOADS: TOTAL UVILOADS: WALLS: FLOOR DECK BALCX>NY DIADLOADS: EX11!RIOR INTllRIOR son, BEARING PllUSURI: 15N PSf WOOD FRAMING: 2x, 4x FRAMING 6xAND LARGllll PARALLAMS (PIB) MICllOlLAMS (LVL) 11MBl!RS'IRAND (LSL) CONCRffl: 2,511 pll@} 21 DAYS STUL: 13 AND BIi.OW :.,.pll N AND ABOVI: a,111 pli DFLfl MINUNO DFL#l MINUNO l0EWS 1.9BWS 1.7BWS IIOI' ROLLID SICl10NS: 5',111 pli 15.IPSF' 40.0PSF 40.0PSF <,O.OPSF 16.0PSF 8.0PSF fl{fll) 9S 8S 290 28S 400 Fl,(pll) 87S 1,350 2,900 2,(i()O 2,(,00 l{fll) 1,600,(MK) 1,600,(MK) 2fllJ,lMKI 1,900,(MK) 1,700,lMKI PROJH f#21 128 12 -3-2021 lfVIG ~f~IGn GR~~f In[ --------- 1150D S!IIWE DR SUl!E I PO RDX lQil PllUIRI [R g2054 RPlDI. 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I I ___J ci= c........:J I---~ HLRlf ROOl1IO~ PROJfU #21128 1232021 Roof Beam Design RBn Length: 24.00 ft Tributaiy Width: 8.25 ft Roof Dead Load: ' 22 psf Roof Pitch: 3 :12 Roof Live Load: 20 psf Reduced Roof Live Load: 20 psf Wall Dead Load: plf Point Load(Dead): ' lb Located @. .nft I Point Load<Live): ' lb ,., Point Load(Seismic/Wind): lb Beam: l.,.B. (2.2E) 6.00 ft 8.25 ft Reduced WallD Loe ft Point Load(Seismi Beam: ft ft 2 psf :12 Roof Live Load: psf Reduced Roof Live Load: sf Wall Dead Load: lf Located ft Point Load(Seismi lb Beam: L.B. (2 Roof Beam Design RB-4 Length: 10.25 ft Tributary Width: 13.88 ft Roof Dead Load: 22 psf Roof Pitch: 3 :12 Roof Live Load: 20 psf Reduced Roof Live Load: 20 psf Wall Dead Load: lf Point Loa Located ft Point Loa Point Load(Seismi Beam: Roof Live Load: Reduced Roof Live Load: sf Wall Dead Load: lf Located ft Point Lo lb Point Load(Seismi lb Beam: Reduced Roof Live Wall Located ft Point Point Load(Se" Beam: Roof Beam Design RDG-3 Length: Tributary Width: Roof Live Load: Reduced Roof Live Load: Point Load(Seismic Beam: I 1.00 ft 5.50 ft 12 sf sf lf Located ft L~vig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Project Title: Blaze Remodel Engineer: ProjectlD: 21128 P~: 858-486-4447 www.levigdesign.com Project Descr: Printed: 2 DEC 2021, 11 ·23AM Wood Beam , ... ,. Software copy . ht ENERCALC, INC. 1983-2020, Build:12.20 • DESCRIPTION: RB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + 2900psi 2900psi 2900psi E: Modulus of Elasticity Load Combination :A.SCE 7-16 Fb - Fc -Prtl Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.1815~ Lr(0.165) 5.25x18.0 Span = 24.0 ft 750psi 290 psi 2025psi Ebend-xx 2200ksi Eminbend -xx 1118.19 ksi Density 45.07pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr= 0.020 ksf, Tributary Width = 8.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.33t 1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 fb: Actual = 1, 146.14psi fv: Actual = 62.74 psi Fb: Allowable = 3,465.47psi Fv: Allowable = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 12.000ft Location of maximum on spai = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.221 in Ratio = 1304>=360 M;vc Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.503 in Ratio = 572>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M lb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.258 0.135 0.90 0.956 1.00 1.00 1.00 1.00 1.00 15.20 643.28 2495.14 2.22 35.22 261.00 -+0-+lr 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 0.331 0.173 1.25 0.956 1.00 1.00 1.00 1.00 1.00 27.08 1,146.14 3465.47 3.95 62.74 362.50 -+0-+-0. 750Lr 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 0.294 0.154 1.25 0.956 1.00 1.00 1.00 1.00 1.00 24.11 1,020.43 3465.47 3.52 55.86 362.50 -+-0.600 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.087 0.046 1.60 0.956 1.00 1.00 1.00 1.00 1.00 9.12 385.97 4435.80 1.33 21.13 464.00 Overall Maximum Deflections Load Combination Span Max.·-· Dell Location in Span Load Combination Max.'+" Defl Location in Span -+0-+lr 0.5031 12.088 0.0000 0.000 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph~ 858-486-444 7 www.levigdesign.com Wood Beam 1.11 •• DESCRIPTION: RB-1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly -+O+Lr -+0+0.750Lr ·+-0.600 Lr Only Support 1 4.513 1.980 2.533 4.513 4.018 1.520 1.980 Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: Printed: 2 DEC 2021 , 11 :23AM 1 : aze. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I Support notation : Far left is #1 Values in KIPS Support2 4.513 1.980 2.533 4.513 4.018 1.520 1.980 .evig Design Group, Inc. 2600 Stowe Drive, Suite 1 >away, Ca. 92064 Project Title: Blaze Remodel Engineer: 'h: 858;486-4447 vww.levigdesign.com ProjectlD: 21128 Project Descr: Printed: 2 DEC 2021 . 11:38AM ,le: ze. Wood Beam , ... ,. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 • DESCRIPTION: RB-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7 -16 Material Pro erties Analysis Method : Allowable Stress Design Fb + 1,350.0psi 1,350.0psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - Fc -Prll Wood Species : Douglas Fir-Larch Fe· Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.1815tLr(0.165) Span = 6.0 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width= 8.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.221: 1 Maximum Shear Stress Ratio = 0.145 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 372.24psi fv: Actual = 30.85psi Fb: Allowable = 1,687.50psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.000ft 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 0.016 in Ratio= 4602>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.034 in Ratio= 2136>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN c, Cr Cm C t CL M lb Pb V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.164 0.108 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.86 199.44 1215.00 0.45 16.53 153.00 .O+lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.221 0.145 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.60 372.24 1687.50 0.85 30.85 212.50 .0-+-0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.195 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.41 329.04 1687.50 0.75 27.27 212.50 -+-0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.055 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 119.67 2160.00 0.27 9.92 272.00 Overall Maximum Deflections Load Combination Span Max.'.' Deft Location in Span Load Combination Max.'+' Defl Location In Span .0-+lr 1 0.0337 3.022 0.0000 0.000 ,ig Design Group, Inc. 500 Stowe Drive, Suite 1 way, Ca. 92064 Project Title: Blaze Remodel : 858-486-4447 tw.levigdesign.com fo od Beam Engineer: Project ID: 21128 Project Descr: J# : W-06015853, Build:20.21.11.28 1ESCRIPTION: RB-3 LEVlGDE I N >DE REFERENCES alculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 ,ad Combination Set : ASCE 7-16 1terial Properties Project File: 21128blaze.ec6 (c) ENERCALC INC 1983-2021 nalysis Method : Allowable Stress Design ,ad Combination · ASCE 7-16 Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity /ood Species /ood Grade eam Bracing iLevel Truss Joist Parallam PSL 2.0E Fb - Fc-Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(0.666) Lr(0.605) D(0.22825j LrC0.2075 l 3.5x9.25 Span = 9.0 ft 750.0psi 290.0 psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf ,plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0220, Lr= 0.020 ksf, Tributary Width= 10.375 ft Point Load : D = 0.6660, Lr= 0 .6050 k@ 4.50 ft, (RDG-3) :SIGN SUMMARY ,aximum Bending Stress Ratio = 0.482 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.25 Section used for this span fb: Actual = 1,748.31psi fv: Actual Fb: Allowable = 3,625.00psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 4.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.101 in Ratio = 1065>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.213 in Ratio= 507>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = Q<180 nla Maximum Forces & Stresses for Load Combinations ,ad Combination Max Sfress Raf,os Momenf Qalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Only Length = 9.0 ft 1 0.351 0.211 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.81 915.91 )+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.0 ft 1 0.482 0.290 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.27 1,748.31 )+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.425 0.255 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.41 1,540.21 l.60D 1.000 1.00 1.00 1.00 1.00 1.00 Design OK = 0.290 : 1 3.5x9.25 = 105.04 psi = 362.50 psi +D+Lr = 8.245ft = Span# 1 Sfiear Qalues Pb V fv Pv 0.00 0.00 0.00 0.00 2610.00 1.19 55.03 261.00 0.00 0.00 0.00 0.00 3625.00 2.27 105.04 362.50 0.00 0.00 0.00 0.00 3625.00 2.00 92.54 362.50 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.118 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 549.55 4640.00 0.71 33.02 464.00 ,erall Maximum Deflections .oad Combination Span Max.•-• Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.2128 4.533 0.0000 0.000 L8Vig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 858-4864447 www.levigdesign.com Project Title: Blaze Remodel Engineer: ProjectlD: 21128 Project Descr: Printed: 2 DEC 2021, 11 ·45PM 1 : ze. Wood Beam 1.11 •• Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • DESCRIPTION: RB-4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - Fc -Pr11 Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.30525~ Lr(0.2775) 3.5x9.25 Span = 10.250 ft 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf 1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 13.875 ft DE$/GN SUMMARY Design OK !Maximum Bending Stress Ratio = 0.508 1 Maximum Shear Stress Ratio = 0.326: 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 = 1,840.01 psi = 118.17 psi = 3,625.00psi = 362.50 psi Load Combination +D-+lr-+H Load Combination +D+Lr-+H Location of maximum on span = 5.125ft 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 0.150 in Ratio = 819>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.315 in Ratio= 390>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 --- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M lb Pb V fv Pv ~ 0.00 0.00 0.00 0.00 Length = 10.250 ft 0.369 0.237 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 2610.00 1.34 61.90 261.00 -+0-+l-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 1 0.332 0.213 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 2900.00 1.34 61.90 290.00 -+0-+lr-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 0.508 0.326 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.65 1,840.01 3625.00 2.55 118.17 362.50 -+O+S-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 0.289 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 3335.00 1.34 61.90 333.50 ~.750Lr-t-0.750L-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 0.447 0.287 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.74 1,620.96 3625.00 2.25 104.11 362.50 -+O-t-0.750L-t-0.750S-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 1 0.289 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 3335.00 1.34 61.90 333.50 -+O-t-0.SOW-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.250 ft 1 0.208 0.133 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 4640.00 1.34 61.90 464.00 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 858-:186-444 7 www.levigdesign.com Project Title: Blaze Remodel Engineer: Project lD: 21128 Project Descr: Printed: 2 DEC 2021 . 11 :45PM ie: ze. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 , ... ,. DESCRIPTION: RB-4 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties • Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb -Fc -Pr11 Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.305254 Lr(0.2775) 3.5x9.25 Span = 10.250 ft 750.0 psi 290.0psi 2,025.0psi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width= 13.875 ft _DE~IGN_SUMMARY •. Maximum Shear Stress Ratio Section used for this span 'Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = o.soa 1 3.5x9.25 1,840.01 psi 3,625.00psi +O+Lr-+ti 5.125ft Span# 1 0.150 in Ratio= 0.000 in Ratio= 0.315 in Ratio= 0.000 In Ratio= Load Combination Location of maximum on span Span # where maximum occurs 819>=360 0<360 390>=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M lb -+O+H Length = 10.250 ft 1 0.369 0.237 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 -+Oil+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.250 ft 1 0.332 0.213 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 -+O+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.250 ft 1 0.508 0.326 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.65 1,840.01 -+0-+S-+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 10.250 ft 1 0.289 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 -+0+0.750Lr-+0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.250 ft 1 0.447 0.267 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.74 1,620.96 -+0-+0. 750L-+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.250 ft 1 0.289 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 -+0-+0.60W-+H 1.000 1.00 1.00 1.00 1.00 1:00 Length = 10 .250 ft 0.208 0.133 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 Design OK = 0.326 : 1 3.5x9.25 = 118.17 psi = 362.50 psi +O+Lr-+ti = 0.000ft = Span# 1 Shear Values Pb V fv Pv 0.00 0.00 0.00 0.00 2610.00 1.34 61.90 261.00 0.00 0.00 0.00 0.00 2900.00 1.34 61.90 290.00 0.00 0.00 0.00 0.00 3625.00 2.55 116.17 362.50 0.00 0.00 0.00 0.00 3335.00 1.34 61.90 333.50 0.00 0.00 0.00 0.00 3625.00 2.25 104.11 362.50 0.00 0.00 0.00 0.00 3335.00 1.34 61.90 333.50 0.00 0.00 0.00 0.00 4640.00 1.34 61.90 464.00 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 858-486-444 7 www '.levigdesign .com DESCRIPTION: RB-4 Load Combination Max Stress Ratios Segment Length Span # M V ·+{),+{), 750Lr-t-0.750L-t-0.450W-+H Length = 10.250 fl 1 0.349 0.224 -+O-t-0.750L-t-0.750S-t-0.450W-+H Length = 10.250 ft 1 0.208 0.133 -t-0.60D-t-0.60W-t-0.60H Length = 10.250 ft 0.125 0.080 -+O-t-0.70E-t-0.60H Length = 10.250 ft 1 0.208 0.133 -+O-t-0.750L-t-0.750S-t-0.5250E-+H Length = 10.250 ft 1 0.208 0.133 -t-0.600-t-0.70E-+H Length = 10.250 ft 1 0.125 0.080 Overall Maximum Deflections Load Combination -+O+Lr-+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum -+0-+H -+O+L-+H -+O+Lr-+H -+O+S-+H -+O-t-0.750Lr-t-0.750L-+H -+0-t-0. 750l -t-0.750S-+H -+O-t-0.60W-+H -+O-t-0.750Lr-t-0.750L-t-0.450W-+H -+O-t-0.750L-t-0.750S-t-0.450W-+H +0.600-t-0.60W-t-0.60H -+O-t-0.70E-t-0.60H -+O-t-0.750L-t-0.750S-t-0.5250E-+H -t-0.600-t-0.70E-+H DOnly LrOnly H Only Span Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: Printed: 2 DEC 2021, 11 :45PM lie: aze.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Moment Values Shear Values Cd C FN Ci Cr Cm C t CL M lb F'b V fv F'v 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.74 1,620.96 4640.00 2.25 104.11 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 4640.00 1.34 61.90 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 578.29 4640.00 0.80 37.14 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 4640.00 1.34 61.90 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.01 963.82 4640.00 1.34 61.90 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 578.29 4640.00 0.80 37.14 464.00 Max. • -• Deft Location in Span Load Combination Max.'+" Deft Location In Span 0.3153 5.162 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 2.987 1.422 1.564 1.564 2.987 1.564 2.631 1.564 1.564 2.631 1.564 0.939 1.564 1.564 0.939 1.564 1.422 Support2 2.987 1.422 1.564 1.564 2.987 1.564 2.631 1.564 1.564 2.631 1.564 0.939 1.564 1.564 0.939 1.564 1.422 .evig Design Group, Inc. 2600 Stowe Drive, Suite 1 >oway, Ca. 92064 >h: 858-486-4447 IWW.le;igdesign.com Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: irlood Beam 1 e: aze.e , ••• t' Software copy . hi ENERCALC, INC. 1983-2020, Build:12.20.8.24 • DESCRIPTION: RDG-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 2400psi 1850psi 1650psi E: Modulus of Elasticity Ebend-xx 1800ksi 950ksi 1600ksi 850ksi 31 .21 pct Fc -Prll Wood Species : DF/DF Fe -Perp Wood Grade : 24F-V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v v D(0.2596~ Lr(0.236) 8.75x25.5 Span = 43.0 It 650psi 265psi 1100psi Eminbend -xx Ebend-yy Eminbend -yy Density " 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 11.80 ft DESIGN SUMMARY Design OK 1Maximum Bending Stress Ratio = 0.648 1 Maximum Shear Stress Ratio = 0.215 : 1 1 Section used for this span 8.75x25.5 Section used for this span 8.75x25.5 fb: Actual = 1,590.95psi fv: Actual = 71 .16 psi Fb: Allowable = 2,454.87psi Fv: Allowable = 331 .25 psi Load Combination ~-+lr Load Combination ~r Location of maximum on span = 21.500ft Location of maximum on span = 40.960ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.839 in Ratio = 614>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.934 in Ratio = 266>=180 Max Upward Total Deflectlon 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN c, Cr Cm C I CL M tb F'b V Iv F'v DOnly 0.00 0.00 0.00 0.00 Length = 43.0 ft 0.510 0.169 0.90 0.818 1.00 1.00 1.00 1.00 1.00 71.18 900.71 1767.51 5.99 40.29 238.50 -+0-+lr 0.818 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 43.0 ft 0.648 0.215 1.25 0.818 1.00 1.00 1.00 1.00 1.00 125.72 1,590.95 2454.87 10.59 71.16 331 .25 -+0-+-0.750Lr 0.818 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 43.0 ft 0.578 0.192 1.25 0.818 1.00 1.00 1.00 1.00 1.00 112.09 1,418.39 2454.87 9.44 63.44 331 .25 -+-0.600 0.818 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 43.0 ft 1 0.172 0.057 1.60 0.818 1.00 1.00 1.00 1.00 1.00 42.71 540.43 3142.24 3.60 24.17 424.00 Overall Maximum Deflections Load Combination Span Max.•-• Deft Location in Span Load Combination Max.'+' Defl Location In Span -+0-+lr 1 1.9339 21.657 0.0000 0.000 L~vig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 www .levigdesign.com Wood Beam 1.11 ,. DESCRIPTION: RDG-1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly ·+{}+lr -+0+0.750Lr +0.600 Lr Only Support 1 11.695 5.074 6.621 11.695 10.427 3.973 5.074 Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: 1e: aze. Software copyrighl ENERCALC, INC. 1983-2020, Build:12.20.8.24 Support notation : Far left is #1 Support2 11.695 5.074 6.621 11.695 10.427 3.973 5.074 I Values in KIPS Levi9 Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 858-486-4447 www:levigdesign.com Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: Printed: 3 DEC 2021, 3:36PM 1e: 1 28 aze. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: RDG-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb- Fc-Pr11 Wood Species : OF/OF Fe -Perp Wood Grade : 24F-V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,400.0psi 1,850.0psi 1,650.0psi 650.0 psi 265.0psi 1,100.0psi I E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950. 0 ksi Ebend-yy 1,600.0ksi Eminbend-yy 850.0ksi Density 31.210pcf D(0.42438~ Lr(0.3858) ~(0.42438~ Lr(0.3858) A lied Loads Beam self weight calculated and added to loads Load for Span Number 1 8.75x13.5 Span= 14.750 ft Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 19.290 ft Load for Span Number 2 Uniform Load : D = 0.0220, Lr= 0.020 ksf, Tributary Width= 19.290 ft DESIGN SUMMARY 8.75x13.5 1 Span = 6.50 ft Service loads entered. Load Factors will be applied for calculations. 1Maximum Bending Stress Ratio = 0.34S 1 Maximum Shear Stress Ratio = 0.246 : 1 8.75x13.5 81 .65 psi 331 .25 psi +D+Lr 13.679ft Span# 1 Section used for this span 8.75x13.5 Section used for this span = 773.28psi = = 2,244.28psi = I Load Combination +D+Lr Load Combination Location of maximum on span = 14.750ft Location of maximum on span = I Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio= 2479>::a:360 I Max Upward Transient Deflection -0.007 In Ratio= 11096>=360 Max Downward Total Deflection 0.155 in Ratio= 1144>=180 I Max Upward Total Deflection -0.015 in Ratio= 5122>=180 '----- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Lenglh Span# M V Cd CFN C1 Cr Cm C t CL M 1b Pb V fv Pv DOnly 0.00 0.00 0.00 0.00 Length = 14.750 ft 1 0.258 0.184 0.90 0.971 1.00 1.00 1.00 1.00 1.00 9.22 416.33 1615.88 3.46 43.96 238.50 Length = 6.50 ft 2 0.250 0.184 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.22 416.33 1665.00 2.39 43.96 238.50 -+O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.345 0.246 1.25 0.971 1.00 1.00 1.00 1.00 1.00 17.13 773.28 2244.28 6.43 81.65 331.25 Lenglh = 6.50 ft 2 0.334 0.246 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.13 773.28 2312.50 4.44 81.65 331,25 +D-t-0. 750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.750 ft 1 0.305 0.218 1.25 0.971 1.00 1.00 1.00 1.00 1.00 15.15 684.05 2244.28 5.69 72.23 331.25 Length = 6.50 ft 2 0.296 0.218 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.15 684.05 2312.50 3.93 72.23 331.25 -t-0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 ·o.oo Levjg Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 858-486-444 7 www.levigdesign.com DESCRIPTION: RDG-2 Load Combination Segment Length Span# Length= 14.750 ft 1 Length = 6.50 ft 2 Max Stress Ratios M V 0.087 0,062 0.084 0.062 Overall Maximum Deflections Load Combination +D-+Lr Vertical Reactions Load Combination Overah MAXimum Overall MINimum DOnly +D-+Lr +D-+0.750Lr -+0.600 Lr Only Span 1 2 Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: Printed: 3 DEC 2021, 3:36PM i : ze. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Cd CFN Cj Cr Cm C t CL 1.60 0.971 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max.•-• Defl Location in Span Load Combination 0.1546 6.675 0.0000 6.675 -+O-+Lr Support 1 5.003 2.309 2.693 5.003 4.425 1.616 2.309 Support notation : Far left is #1 Support 2 Support 3 12.676 0.081 5.851 0.038 6.825 0.044 12.676 0.081 11.213 0.072 4.095 0.026 5.851 0.038 Moment Values Shear Values M fb F'b V Iv F'v 5.53 249.80 2872.68 2.08 26.38 424.00 5.53 249.80 2960.00 1.43 26.38 424.00 Max.'+' Defl Location in Span 0.0000 0.000 -0.0152 2.397 Values in KIPS L~vig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Project Title: Blaze Remodel Ph: 858-486-4447 vlww.levigdesign.com !wood Beam Engineer: Project ID: 21128 Project Descr: UC# : KW-06015853, Bulld:20.21.11.28 DESCRIPTION: RDG-3 LEVIG DESIGN CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Project File: 21128blaze.ec6 (C) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Fb + 1,000.0psi E : Modulus of Elasticity load Combination : ASCE 7-16 Fb-1,000.0psi Ebend-xx 1,700.0ksi Fe-Pr11 1,500.0psi Eminbend -xx 620.0ksi Wood Species Douglas Fir-Larch Fe-Perp 625.0psi Wood Grade No.1 Fv 180.0 psi Ft 675.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling f 6x12 Span = 11.0ft Applied Loads Service loads entered. load Factors will be applied for calculations. Uniform Load : D = 0.0220, Lr= 0.020 ksf, Tributary Width = 5.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 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 = = = = = 0.277. 1 6x12 345.84psi 1,250.00psi +D+lr 5.500ft Span# 1 0.031 in Ratio= O in Ratio= 0.065 in Ratio= Qin Ratio= Maximum Forces & Stresses for Load Combinations load Combination Max Sffiiss RaBos S~ment Length Span# M V Cd CFN c, Cr DOnly Length = 11.0 ft 1 0.201 0.081 0.90 1.000 1.00 1.00 +D+lr 1.000 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 4291 >=360 Span: 1 : Lr Only 0 <360 n/a 2043>=180 Span: 1 : +D+lr 0 <180 n/a l'Jlomenf llalues Cm Ct CL M fb 1.00 1.00 1.00 1.83 181.16 1.00 1.00 1.00 Design OK = 0.111 : 1 6x12 = 25.07 psi = 225.00 psi +D+lr = 10.077ft = Span# 1 Sfiear llalues F'b V fv F'v 0.00 0.00 0.00 0.00 900.00 0.55 13.13 162.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 0.2n 0.111 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.49 345.84 1250.00 1.06 25.07 225.00 +D+0.750lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.244 0.098 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.08 304.67 1250.00 0.93 22.09 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 11.0 ft 1 0.068 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.10 108.69 1600.00 0.33 7.88 288.00 Overall Maximum Deflections Load Combination Span Max. •-• Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.0646 5.540 0.0000 0.000 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 . www.levigdesign.com Wood Beam IC# : KW-06015853, Build:20.21.11.28 DESCRIPTION: RDG-3 Vertical Reactions Load Combination Overall MAx1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Project Title: Blaze Remodel Engineer: Project ID: 21128 Project Descr: Project File: 21128blaze.ec6 LEVIG DESIGN (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.271 1.271 0.605 0.605 0.666 0.666 1.271 1.271 1.119 1.119 0.399 0.399 0.605 0.605 c.._::, = q__' = = q::: c:...::::, = c:...::::, CJ'O - - E - = -= = = ~ C--0 = c..= -~ = ==' = = ~ =~ = =--<: .. r;,' E3 = = r--,_ __ ~ -= LW = = = = r--c::::::::i L--'-' cU <==:, 3 = = c........::, = c::a:::c =-=; srn ' l :lo: :~ ( , {> ' ;[> ' {> ' {> 'wi J [ Ii··-Fih--l)_G_ -1ii --· -·-····· ~ ~~~ ' ' ' '-;:-~:-II , ' -J I , 1-- I ' i - ------I I I r--' ----------- .. -·- . = ' I ' ~ ' --- !I ·········· Ii--·------ -- I ,1 I~ -- ,_JJ ---:l--! ir-' ! --- i )' I ), ~-~ Ag ~2 \<~ ;~ ~2 - ' " ~ 0 -• ' f, ' ' b [1== 1 "' h - p -~ -···-·--··· ~ n --' I, ' / f4 --- / I ' '== = - ~ 3 < Q ' ' -- -- •---€:3--· -II -- --- ' ___ ,._,,_ =I - -. C:> . ;~. ~ ' • ~ --. 0 ~~ -' i . t V \ ! ( ~ l -. . . . v'~ ;( '. <]; ~-! ~~ ' ~ ' - - ==~ = Cc.;= --~ ~ ' " , ~; , 1-1k F a -0-'" ==-I ::;: ~ : L.J_.,.,.J =353 <C.C") = c..~, __J ::::::, =--!=9 ------------------------------------------------,1.. r;::=~--~------------------==~ ,,j-,1 = ,,8/1 =_ '"'-"_~ e--' ~ ~~ll~~~~~i--l~H1l~l ;-=-~: ,-------7 V I I I I V I I I I V I I I I ~[> I v~ I c==[ =1 1-I ~ii L J I :!? i □ □ I I I <'.;j~ N~i I ~l~ -=[ ?/~ i ~==-:::I-~ -=¼.--t-~=r -=---='~~ I I I irl====~= I ~~ I <J .q I I I I I I I I I I I I I I I I I I _____________ J I ;[? I 11==----=-----i;;:==--------____M_, I IL =--= = = ~ c-,-, = = >< u-o w:;_o ==' c..........:, = = U--0 c:=:: =c..____:;:;;;::: =--c___n 2:3 == = = q:::'. c_:::, = I I I L ___ _J • • • ~ c.__o =L.W ~ ------0 == = =- "ASCE710W.xls" Program Version 2.2 WIND LOADING ANALYSIS -Main Wind-Force Resisting System Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings Usin Method 2: Anal ical Procedure (Section 27 & 28) for Low-Rise Buildin s Job Name: Blaze Addition Sub·ect: Input Data: Wind Speed, V = 110 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification= II (Table 1.5-1 Risk Category) Wind Exposure Category = C (Sect. 26. 7) Ridge Height, hr= 13.00 ft. (hr>= he) Eave Height, he = 8.0_9 ft. (he <= hr) Building Width = _1_4.00 ft. (Normal to Building Ridge) Building Length = ~-0_9 ft. (Parallel to Building Ridge) RoofType = Gable (Gable or Monoslope) Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1) Direct. Factor, Kd = 0.85 (Table 26.6) Enclosed? (Y/N) -,r -(Sect. 26.2 & Table 26.11-1) Hurricane Region? -N - Resulting Parameters and Coefficients: hr Roof Angle, e =~deg. Mean Roof Ht., h =~ft. (h = (hr+he)/2, for angle >10 deg.) Check Criteria for a Low-Rise Building: 1. Is h <= 60'? I Yes, O.K. 2. Is h <= Lesser of L or B? External Pressure Coeff's., GCpf (Fig. 28.4-1): (For values, see following wind load tabulations.) Positive & Negative Internal Pressure Coefficients, GCpi (Table 26.11-1): +GCpi Coef. =1 0.18 !(positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If h < 15 then: Kh = 2.01*(15/zg)"(2/a) (Table 28.3-1) If h >= 15 then: Kh = 2.01* z/z "(2/a) (Table 28.3-1) a= 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1) Kh = 0.85 (Kh = Kz evaluated at z = h) L Yes, O.K. Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V"2 (Sect. 28.3.2, Eq. 28.3-1) qh =I 22.35 !psf qh = 0.00256*Kh*Kzt*Kd*V"2 (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 28.4.1): p = qh*[(GCpf) -(+/-GCpi)] (psf, Eq. 28.4-1) Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1): a =1 3.40 ,ft. 2*a = 6.80 ft. 1 of 3 B 12/3/2021 3:41 PM "ASCE71 OW.xis" Program Version 2.2 MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case 8 Surface GCpf p = Net Pressures (psf) Surface *GCpf p = Net Pressures (psf) (w/ +GCpi) (w/-GCpi) (w/ +GCpi) (w/-GCpi) Zone 1 0.50 7.12 15.17 Zone 1 -0.45 -14.08 -6.03 Zone2 -0.69 -19.45 -11 .40 Zone2 -0.69 -19.45 -11.40 Zone 3 -0.45 -14.16 -6.11 Zone3 -0.37 -12.29 -4.25 Zone4 -0.40 -12.88 -4.83 Zone4 -0.45 -14.08 -6.03 Zone 5 ---------Zone 5 0.40 4.92 12.96 Zone6 ---------Zone6 -0.29 -10.50 -2.46 Zone 1E 0.75 12.84 20.88 Zone 1E -0.48 -14.75 -6.71 -27.94 -19.89 --1.07 --19.89 11.~ Zone 2E -1.07 Zone2E -27.94 --7.82 Zone 3E -0.65 -18.58 -10.54 Zone3E -0.53 -15.87 1--0.59 -, ___ --Zone 4E -17.20 -9.15 Zone4E -0.48 -14.75 -6.71 1-l•s -Zone5E --Zone 5E ---------0.61 9.61 17.66 ~ -Zone6E --------Zone6E -0.43 -13.63 -5.59 *Note: Use roof angle e = 0 degrees for Longitudinal Direction. For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E: Zones 2/2E dist. =I 17.00 !ft. Zones 2/2E dist. =I 20.00 !ft. Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. MWFRS Wind Load for Load Case A, Torsional Case MWFRS Wind Load for Case B, Torsional Case Surface GCpf p = Net Pressure (psf) Surface GCpf p = Net Preutite fosf) (w/+GCDi\ (w/-GCDll (w/+GCpl) (W/.;GCpl) Zone 1T -1.78 3.79 Zone1T ----3.52 -1.51 Zone2T --4.86 -2.85 zone2t --4.86 -2.85 1,...,-Zone3f :; -3.54 -1.53 tone3T .. -3.07 -1.06 ----- --Zone 4T ·-· -------~ I~-----1.21 Zone4T ----3.52 -1.51 Zone5T -ione5f 1.23 3.24 ----- -_. Zone6T ------Zone6T ---2.63 -0.61 Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone. Zone 1 T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewalls for torsional case. 2. (+)and(-) signs signify wind pressures acting toward & away from respective surfaces. 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building comer in tum as the reference comer. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference comer. Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame construction, and buildings <=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28.3.4, the minimum wind load for MWFRS shall not be less than 16 psf. 2 of3 12/3/2021 3:41 PM Low-Rise Buildings h <= 60' Case A Torsion .:ig. -~~ ·,~, .. , .. ~~ :_:· ¥' .... , .... ,., Ctr:61 Load case A Load Case B Basic Load Cases Case B Torsion --...... Transverse Direction Longitudinal Direction Torsional Load Cases 3 of3 "ASCE710W.xls" Program Version 2.2 12/3/2021 3:41 PM -f V_I G D f s I G n GR D u P, I n [ ---------· ,--,-,_.::::::--,___r:::::::::, 2600 SIOWf □RIVE. sum I 10WHH CR 92064 POBOX304 ---------------- 111. msm 486 -4447 H~:iii/1~~:ii~ PR DJ f [ T: H l R Z f RD DI TI D n WIND HORIZONTAL DISTRIBUTION: ll!i41!: J0.0)111 21!+3I!: 11.6)111 1+4:20.0)111 2+3:Upll r3.4' 2r6.8' ROOF-NORTH-SOUTH 6J' 6.r LOWl!RROOF Pf.RP TO RIDGE: OORNl!R: (30 pd)(4')+(11.6 pd)(4J3')-176 plf lNIEIIIOR: on pd)(4')1(l4 ,-X4J3')-121 plf Uffll.lllOOF Pl!RPTO IIDGl!: <XlRNER: (JO pd',(7.4')+(11.6 pal)(l')"l4S plf 33.75' --10.5'--- WrW~ (150X6J)l(IJO)(IO.l)•2330l1 SPANA ROOF -EAST-WEST 121 6.r w~ K121)(15.2XUA)t(176)(6J)(3.4)}'Z2• 13901 915-(121)(112)1(176)(6J)-mt-16591 ~ 6J' 9.67' GABLBBND: OORNl!R: ()0 pd)(Y)-150 plf INI1lRIOI: on pd)(6.5'J-ll0 plf OABLIIEND: OORNl!R: (JO pdXl.4')-2Sl plf PROJECI #21 128 12 -3-2021 £.\TC Hazards by Location Search Information a Island ~ntial atif.tat... Address: Coordinates: Elevation: Tlmestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2422 Unicomio St, Carlsbad, CA 92009, USA 33.1028936, -117.2526848 367 ft 2021-06-17T17:40:15.044Z Seismic ASCE7-16 II D-default Basic Parameters Name Value Description Ss 0.958 MCER ground motion (period=0.2s) S1 0.35 MCER ground motion (period=1.0s) SMs 1.15 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value Sos 0.767 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA * See Section 11 .4.8 •Additional Information Name Value Description soc *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.899 Coefficient of risk (0.2s) CR1 0.911 Coefficient of risk (1.0s) PGA 0.418 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PG~ 0.501 Site modified peak ground acceleration Tem~cuta 0 367 ft Cleveland ~~'.;~~~ 0ceansaw National ,orest 0 0 T scondido Anza·B01 0 Dese State P go ~ I= ap data @2021 Google, INEGI TL 8 SsR,:, 0.958 SsUH 1.066 SsD 1.5 S1RT 0.35 S1UH 0.384 S10 0.6 PGAd 0.5 * See Section 11.4.8 Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored unifonn-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored detenninistic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored unifonn-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored detenninistic acceleration value (1.0s) Factored detenninistic acceleration value (PGA) rhe results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building ~ode adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before Jroceeding with design. Disclaimer -tazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the Information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for Its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this infonnation replace the sound judgment of such competent professionals, having experience and knowledge In the field of practice, nor to substitute for the standard of care required of such professionals in Interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Seismic Vertical Distribution Ss= 0.958 Sms= I.JS Sds= 0.767 SI= 0.35 R= 6.50 I= 1.00 Cs= 0.118 Ta= 0.193 Cs(Min)= 0.034 0.027 Cs (Max)= 0.612 V : 0.118!W roof 97680 ext walls 19840 int walls 6400 0 2 . or 0 0 int walls 0 int walls shear o/c a 0 100.00% 14623 3.29 L.Roof 0.00% 0 #DIV/0! U.Floor 0 0.00% 0 #DIV/0! L.Floor 0 0.00% 0 #DIV/01 991360 Seismic Horizontal Distribution:Roof Seis chord = 1.3 I= 1.00 Sos= 0.77 F x (max)= 8.56 psf F x (min)= 4.28 psf Desi n: 4.28 sf ASCE12.10 Case: cantilever A B 0 202 0 41 0 0 403 0 82 0 #DIV/0! 1601 #DIV/01 192 #DIV/0! A C 3703 3703 Ca aci : If C 278 4 12 E (l or 3) 0 0 #DIV/0! 0 Seismic Horizontal Distribution:Roof = 1.3 I= 1.00 Sos= 0.77 F x (max)= 8.56 psf length (ft) ASCE12.10 ever l 126 0 0 252 0 #DIV/0! / ! 4 2 256 Blocking Not Required Nailing: 8d@ 6 8d@ 12 Ca aci : 180 If Case: 2 40 81 164 in oc (bn/eo) on oc (fu) (1 or 3) 0 0 0 0 #DIV/0! #DIV/0! Wall Line Forces Roof Dia Line Loading Wind Seismic ind Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Force (lb) Structural Irregularities (YIN) Unit Shear Transfer (pit) 203 117 36 117 36 116 38 116 38 42 54 I Shear Wall Design --Slab-On-Grade --Single Story Wall Line: A Wall Number: Wall Length (Total): f---_.;.l.;;,;3•;,;;.17.:.;.;;;ft ___ -l-________________ _ Wind Force (Wu}: 2330 lb Wind E 5): I 06 If Shearwall: S ~--;;..;;.,.;.;;...-----f.-;.c..;;;;=..:.;;.;i..:.1.C....C.....:....:...~----4 Seismic Force (Vu): 5290 lb Seismic (Eq 5): 366 plf Capacity: 450 plf Gara e Stem YIN : Overturning Analysis Wall I : Resistin Dead Load RDL Roof Wall Live Force Increase Factor= 1.00 Ad·usted Wind v= 106 If Ad·usted Seismic v= 366 If ft 96 0 Distributed: Vert. Chord: HoldownCL: os= 0. p= 1.3 Wind Req: 2 :1 Seismic Re : 2 : 1 W Onl l 3.50 in 12.25 Wind: Eq7 Tension Chord: T= 485 lb 876 lb -391 lb O lb t---------+-----+----+-----1 Eq5 Eq 6a Compression Chord: C= 1498 lb 859 lb 639 lb O lb t---------+-----+----+-----1 C= 1283 lb 644 lb 639 lb O lb Seismic: Eq8 Tension Chord: T= 2695 lb 3016 lb -321 lb 0 lb Eq5 Compression Chord: C= 3763 lb 3055 lb 708 lb 0 lb Eq 6b C= 2957 lb 2269 lb 691 lb 0 lb Holdown: HDU2-SDS2.5 I Caoacitv: 2960 lb I Anchor: SSTB16L l3x Sill Required Minimum Chord Post: 4x4 or 6x4 I Shearwall Deflection = 0.23 in Deflection Limit= 1.92 in Overturnin moment for foundation desi Wind: 11184 lb-ft Seismic: 38511 lb-ft Wind Load Combinations (ASCE 7-16 2.4.1' Seismic Load Combinations (ASCE 7-16 12.4.2.3)1 Eq5: D+0.6W Eq 5: (l+o.14SDS)D+0.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10SDS)D+.75L+o.525pQE Eq 7: 0.6D+o.6W) Eq 8: (0.6-0.14SDS)D+0.7pQE I Shear Wall Design --Slab-On-Grade --Single Story Wall Line: I '' C Wall Length (Total): 14.6' ft Wind Force (Wu): 3620 Seismic Force (Vu): ;i 5690 I Garage Stem (YIN): Overturning Analysis Wall 1: Roof Wall Live Shear Wall Length: Shear Wall Height (Avg): As ect Ratio = lb lb Force Increase Factor= 1.09 N Ad"usted Wind v= 162 If Ad"usted Seismic v= 387 If Wind (Ea 5): 149 plf Seismic (Eq 5): 355 plf 0 I Wall Number: l I Shearwall: 5 I I Capacity: 450 plf Distributed: Vert. Chord: 3.50 in HoldownCL: 12.25 os= .77 -I lb p= 1.3 Wind Req: 2 :I Seismic Re : 2 : 1 dividual Contributio W Onl Wind: Eq 7 Eq 5 Eq 6a Tension Chord: T= 1150 lb 1374 lb -224 lb O lb 1----------+------t----+------4 Compression Chord: C= 1592 lb 1251 lb 341 lb O lb 1----------+------t----+------4 C= 1279 lb 938 lb 341 lb O lb Seismic: Eq 8 Eq5 -Eq6b Tension Chord Compression Chord T= 3092 lb C= 3412 lb C= 2631 lb 3276 lb -184 lb 3034 lb 377 lb 2264 lb 368 lb Holdown: HDU4-SDS2.5 I Capacitv: 4565 lb I Anchor: SSTB20L l3x Sill Required Minimum Chord Post: 4x4 or 6x4 I Shearwall Deflection = 0.43 in Deflection Limit= 1.92 in Overturning moment for foundation design:I Wind: 3570 lb-ft Seismic: 8512 lb-ft Wind Load Combinations (ASCE 7-16 2.4.1' Seismic Load Combinations (ASCE 7-16 12.42.3)1 Eq5: D+o.6W Eq 5: (l+o.14Sos)D+o.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10SDS)D+.75L+o.525pQE Eq 7: 0.6D+o.6W) Eq 8: (0.6-0.14Sos)D+o.7pQE 0 lb 0 lb 0lb Shear Wall Design --Slab-On-Grade --Single Story Wall Line: I 5 I Wall Number: I Wall Length (Total): 13.17 ft Wind Force (Wu): 16~0 lb Wind (Eq 5): 75 olf I Shearwall: 1 ~ Seismic Force (Vu): 2110 lb Seismic (Eq 5): 146 plf Capacity: 220 plf I Garage Stem (YIN): ,N Overturning Analysis I Wall I: Resistin --------------------------~------------------Roof Wall Live Shear Wall Length: Distributed: Vert. Chord: 0 Holdown CL: ft Sos= 0.77 3.50 in 12.25 Ei,= 754 lb Shear Wall Height (Avg): ft p= 1.3 E.,= 15 lb Wind: Seismic: Force Increase Factor = 1.00 Wind Req: 2 : 1 Seismic R : 2 :1 Individual Contribution W Onl Eq 7 Eq 5 Eq 6a Tension Chord: T= 491 lb 652 lb -161 lb O lb t---------+-----+----i-----..., Compression Chord: C= 874 lb 619 lb 255 lb O lb t---------+-----+----1------1 C= 719 lb 464 lb 255 lb O lb Eq 8 Tension Chord: T= 1132 lb 1265 lb -133 lb 0 lb Eq5 Compression Chord: C= 1S22 lb 1239 lb 283 lb 0 lb Eq 6b C= 1196 lb 921 lb 276 lb 0 lb Holdown: LTI20B I Caoacitv: 1500 lb I Anchor: SSTBI6 12x Sill t-....;-i..,;,;,;;.,;..;~;;._;--...i.--;;.;;;.~__,;--,.;.;,,;,......1 Minimum Chord Post: 4x4 or 6x4 I Shearwall Deflection = 0.23 in Deflection Limit= 1.92 in Overturnin moment for foundation desi Wind: 3109 lb-ft Seismic: 6030 lb-ft Wind Load Combinations (ASCE 7-16 2.4.l' Seismic Load Combinations (ASCE 7-16 12.423)1 Eq5: D+o.6W Eq5: (l+o.14SDS)D+-0.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10Sos}D+.75L+o.S25pQE Eq 7: 0.6D+o.6W) Eq 8: (0.6-0.14SDS)D+-0.7pQE I 1600 SfOW E DRIVE SUlf E I PO HOX 304 51 ]WA ~ CA. 92064 A~;iii/1As~~ii~ r Ro J f [ T: H L ~ l f ~ o o IT Ion l. [858148 6 -4447 STRUCTURAL WOOD SHEAR WALL NOTES I. WOOD STRUCTURAL PANELS: A) WOOD STRUCTURAL PANELS SHALL BE MANUFACTURED USING EXTERIOR GLUE B) MINIMUM DIMENSIONS: WOOD STRUCTURAL SHEAR WALLS SHALL BE CONSTRUCTED WITH WOOD STRUCTURAL PANEL SHEETS NOT LESS THAN 4 FEET BY 8 FEET, EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM SHEET DIMENSION SHALL BE 24 INCHES UNLESS ALL EDGES OF THE UNDERSIZED SHEET ARE SUPPORTED BY FRAMING MEMBERS OR BLOCKING C) EDGE SUPPORT: FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN SHEAR WALLS D) SHEAR PANEL NAILING: FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN SHEAR WALLS 1) FIELD NAILING (FN) 8d ~ 12" oc 2) BOUNDARY/EDGE NAILING (BN/EN): BOUNDARY/EDGE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL SCHEDULE -SINGLE SIDED SHEATHING: SHEAR WALL BOUNDARY/EDGE ANCHOR BOLTS SOLEPLATE SHEAR IALWWABLI MARK STRUCTURAL PANEL NAILING {BN/EN) inches oc (I) C'ONNECTION TRANSFER CLIPS SHEAR inchesoc inches ocC4) inchesoc (5) (plf) & 3/8" STD 8d@6 48 16d @6 24 220 & 3/8" STD 8d@6 36 16d@6 20 260 & 3/8" STD 8d@4 33 16d @5 16 320 & 3/8"STD 8d@4 24 16d @4 14 350 &2 )(3) 3/8"STD 8d@3 22 (2) 16d@4 12 450 fjj.2)(3) 3/8"STD 8d@2 16 (2) 16d@4 8 640 IJ:J.2)(3) 3/8" STRUCT 1 8d@2 14 (2)16d@2 6 730 &2)(3) 15/32" STRUCT 1 10d@2 12 (2) 16d@2 6 870 SHEAR WALL SCHEDULE NOTES: 1) ANCHOR BOLTS: 5/8"0 ANCHOR BOLTS (A307) w/ SIMSON 'BPS5/8-3' AND STANDARD CUT WASHER. MINIMUM 7" EMBEDMENT IN CONCRETE. 2) SPECIAL FOUNDATION SILL PLATE: (U.O.N.) FOUNDATION SILL PLATE SHALL HA VE A NOMINAL WIDTII OF 3 INCHES 3) SPECIAL WALL FRAMING: (U.O.N.) STUDS RECEIVING EDGE NAILING FROM ABUTTING PANEL EDGES SHALL HA VE A NOMINAL WIDTH OF 3 INCHES. 4) SOLE PLATE: REFERS TO BOTTOM PLATE OF RAISED FLOOR 5) SHEAR TRANSFER CLIPS: SIMPSON 'A35' OR 'L TP4', OR EQUAL PRO JECT# 21128 12-3-20 21 l f V I b ~ f ~ I b ~ b R ~ ~ P, I ~ [ 12600 SIOUlf OH. \Iii it, fOWRI rn 91064 rns11410 44,11 PQBOXJ0 1I !PiUS. rn 9500 I lio0l4 I 5 6058 • • • " i -----·---~ ---------7 I--7 f-----------~ --------_J I_ --------1 ,-----~ ---c------------- NEW 4' CON~ SLAB !251JO p5< ©-' Zb :2' c'JV\/ELS@ 3G' oc cX"iEtWff Df.iS) w/ lf3@ i8" o,c; V.cH WAH} t.tlD----' NTO EXISTING fG0TING f.ND DEPTH PRO\/IDE 4" SAND BASE w/lOl,lll OONDED w/ Slt.tPS{)N 'SET-XP" ffOU I VISQIJEEN VA FOR B/\"<:RIER () MID OEl'TH r=o I ~ I EXISTING CONC. 51..Al:1 ON GRADE ~ L ---------------- -=-71= 0 = JI ~ I I l I ~ I I I I I I r;= h ( I n -,----, I + ! ' I c=I ' I [ -1-;: - EXISTING COMC. FLATWOR!-I ""'""" "'"' SW, '" """" ; _I ~ l_J I NEW4"CONCSI.A6(25'.JOf""028 I DAYS) w/ '511113"0,:EN:liWAYOt.llO DEPTH. PRO'IID£ 4" 5IIHD 6A5E orflOMIL ,.,,m, """ """"' o "" omJ I l•hd2" DOWELS O ~ oc; EXITNDEP _J_~ 6' INTO Elll5llN6 FOOTING AN ~ -- OONDED w/ SIMPSON 'SET·ICI" Ef'OXY I I I I I I I I J L --------------- II ] ----------------- ' EXISTING CONC. SLAEl ON GRADE □ □ --· -------7 I I I I I I I _J ra c:==2=o c:::::)~ 1--II Cl=~ c::::::::i - c:== ==> c:::::) L....1- 1 I __J Cl= c........::, -- s!S BLRlf RDOITIO~ PRDJfU #~I I~~ -1--------------------------------------------1232021 Isolated Footing Pad Design ~' FP 1 - II ROG-I Roof Dead Load: I ROG-I Roof Live Load: I Floor Dead Load: :1,_ ' Floor Live Load: . ,';\ Seismic Load: " . ,, Wind Load: ,__ ---', D+Lr: D+0.75L+0.75Lr: D+(W OR 0.7E): D+o.75(W OR 0.7E)+o.75L+o.75LR: Controlling Load: Footing Pad: Capacity: Roof Dead Load: Roof Live Load: Floor Dead Load: Floor Live Load: D+o.75L+o.75L D+o.75 Roof Dead Load: Roof Live Load: Floor Dead Load: Floor Live Load: Seismic Load: Wind Load: D+Lr: D+o.75L+o.75Lr: OR0.7E : D+o.75 Capacity: 6621 lb 5074 lb 11695 10427 6621 10427 11695 P3 13500 lb Ub 11b -~ lb lb lb lb lb lb lb lb lb lb lb lb lb lb lb lb 10499 lb 11777 lb P3 13500 lb lb lb lb lb lb lb lb 11213 lb 6825 lb 11213 lb 11213 lb P3 13500 lb .. I 12600 srowf ORIVf. sum 1 PO HOX 304 97 P O W A ~ C A. 9 2 0 6 4 "~:ii14C1A/lii~ p RO J f LT: H LR l f R O O IT I O ~ P "· 18 S 8l 4 8 6 -4 4 4 7 ISOLATED (PAD) FOOTING SCHEDULE FTG REINFORCING MAXIMUM PAD NO. FTGDEPTH DIMENSIONS REQUIRED FORCE INCHES INCHES #4 BARS EA/WAY LB 3" CLEARANCE @ 20 24x24 3 6000 @ 20 30x30 4 9370 @ 20 36x36 4 13500 @ 20 42x42 5 18370 @) 20 48x48 5 24000 @ 20 54x54 6 30370 @ 20 60x60 7 37500 @ 20 72x72 8 54000 SOIL BEARING = 1500 PSF PROJHT#2ll28 12-3-202 1 C cicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www .ca rlsbad ca. gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . ... ,...... __________ _,,-....... _.---~----------------------- Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Appllcatlon lrrfonnatlon :4-z.1. UV\\C-OVVll·o stv-q,,,t, CM(sli,~.-;{, C.,.. "U,D'l ( Af>N: 215· 250-01-00) Pac..U elo.?;(, Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: ___ q-~=-.;::;;...._ __________ Date: __ (2_/_t_o_{1o_-u __ _ 8-50 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown Zoo , DfJo Construction Type 0 Residential □ New construction r;;i( Additions and alterations: □ BPV < $60,000 % BPV 2: $60,000 □ Electrical service panel upgrade only □ BPV 2: $200,000 0 Nonresidential □ New construction □ Alterations: □ BPV 2: $200,000 or additions 2: 1,000 square feet □ BPV 2: $1 ,000,000 □ 2: 2,000 sq. ft. new roof addition Checklist Item Complete Sectlon(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A NIA NIA All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A,4N 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 2B, 38, 48 and 5 18,5 18,28,5 Building alterations of 2: 75% existing gross floor area 28,5 1 B also applies if BPV 2: $200,000 Check the appropriate boxes, explai1 al not applicable and exception Isms, and provide supporting calwations and documentation as neoossary. 1. Energy Efficiency Please refer to Ca~sbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the Galifomia Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A ,,0 Residentialaddltionoralteratloni!:$60,000buildlngpennitvaluation. □ N/A _________ _ Details of selection chosen belowmustbeplacedontheplansreferenclngCMC □ Exception: Home energy score 2: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ Attic insulation J!1' 1978 andlater Select one option: ~Lighting package ,.0Waterheating Package D Between1978and1991 Select one option: □ Ductsealing D Attic insulation □Cool roof D 1992 andlater Select one option: D Lighting package D Water heating package Updated 4/16/2021 3 8. 0 Nonresidentiar new construction or alterations i!: $200,000 building pennit valuation, or additionsi!:1,000squarefeet.SeeCMC18.21.155andCALGreen AppendixAS D N/A AS.203.1.1 Chooseone: □ .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) D .3 Warehouse dock seal doors. □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery o N/A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A AS.211.1 ** D On-site renewable energy: D N/A AS.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) D N/A AS.213.1 □ Steelframing: (Provide details on plans for options 1-4 chosen) D N/A * Includes hotels/motels and high-rise residential buildings ** Foralterations2: $1 ,000,000 BPVandaffecting> 75% existinggrossfloorarea, ORalterationsthatadd 2,000squarefeetof new roof addition: comply with CMG 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1 .15 x #d.u.) •Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D 8. D Nonresidential new construction or alterations i!:$1,000,000 BPV AND affecting i!:75% existing floor area, OR addition that increases roof area by i!:2,000 square feel Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If 2!! 10,000s.f. calculate: 15 kWdcx (GFN10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 D Time-Dependent Valuation Method Annual TDVEnergyuse:•---------'x .80= Min. system size: ______ ,kWdc ..... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. D For systems serving individual dwelling units choose one system: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging A. JZ)' Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. ;d' One and two-family residential dwelling or townhouse with attached garage: ,% One EVSE Ready parking space required □ Exception : □ Multi-family residential· □ Exception · Total Parking Spaces EVSE Spaces Proposed EVSE ( 10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculations: Total EVSEspaces = .1 Ox Total parking spaces proposed (roundeduptonearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. 0 Nonresidential new construction (includes hotels/motels) □ Exception: ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: TotalEVSEspaces= .10xTotalparking spaces proposed (roundeduptonearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. D Transportation Demand Management (TOM): Nonresidential ONLY kl approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your permit, staff will contact the applicantto develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all}2 20 Restaurant 11 Retaih 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1()1h£dition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf I 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf/ 1,000 x 4.5} + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. ApplicantSignature.: __________________ _ Date:. _____ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed):. _________________ _ Phone Number: ____ _ Email Address: __________________ _ Updated 4/16/2021 7 (cityof Carlsbad CLIMATE ACTION PLAN {CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE:,0'YES □No Complies with CMC 18.30.190 & 18.21.155 Existing Structure, year built: 1"11q Prepared Energy Audit? Energy Score: _____ _ Efficiency Measures included in scope: )Zfves ON/A Oves 0No z. PHOTOVOLTAIC SYSTEM APPLICABLE: DYES D NO 3. Complies with CMC section 18.30.130 and 2019 California Energy Codesection150.l(c)14 Oves ON/A Required Provided Size of PV system (kWdc): Sizing PV by load calculations Oves 0No If by Load Calculations: Total calculated electrical load: 80% of load: Hardship Requested Hardship Approved Oves ~ □Yes □No ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES □NO Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: o Electric o Passive Solar Hardship Requested Hardship Approved Oves ON/A Oves ONo OYes D No 4. ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: l:2fYES □ NO Complies with CMC section 18.21.140? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved .0ves ON/A Oves 0No Required Provided S. TRAFFIC DEMAND MANAGEMENT APPLICABLE: □ YES □No Compliant? Oves 0No TOM Report on file with city? D Yes D No