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Home My WebLink About1297 BUENA VISTA WAY; ; CBR2023-5006; PermitBuilding Permit Finaled Residential Permit Print Dat e: 06/25/2026 Job Address: 1297 BUENA VISTA WAY, CARLSBAD, CA 92008-1534 Permit No: Status: {city of Carlsbad CBR2023-5006 Closed -Finaled Permit Type: BLDG-Residential 1562311500 $83,609.40 Work Class: Second Dwelling Unit Parcel#: Track#: Valuation: Lot#: Project#: Plan#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Occupant Load: Code Edition: Sprinkled: Project Title: Description: ROBINSON: NEW JADU (476 SF) ABOVE EXISTING GARAGE Applicant: JAYSON ROBINSON (949) 254-1694 FEE BUILDING PLAN CHECK Property Owner: CANDICE ROBINSON 1295 BUENA VISTA WAY CARLSBAD, CA 92008-1534 (760) 637-1465 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) Total Fees: $2,530.37 Total Payments To Date: $2,530.37 Applied: 11/13/2023 Issued: 07/17/2024 Finaled Close Out: 06/15/2026 Final Inspection: 06/15/2026 INSPECTOR: Renfro, Chris Contractor: Balance Due: AMOUNT $864.50 $197.00 $104.00 $20.00 $4.00 $1330.00 $10.87 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection wit h this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as t o 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 {'Cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check Est. Value PC Deposit Date Job Address 1297 Buena Vista Way, Carlsbad, CA CT/Project#: ~pu Jayson Robinson Unit:. _____ APN: 15623115000, Map 4223 Lot#: 15 Year Built: _1_9_80_-_19_9_0 ______ _ BRIEF DESCRIPTION OF WORK: Construct a ADU Loft above the existing Garage of framed construction with an exterior entrance. G] New SF : Living SF, 476.33 Deck SF, 72 Patio SF, 0 Garage SF _4_60 __ Is this to create an Accessory Dwelling Unit? O Y (:)) N New Fireplace? O YC:) N, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? 0 Y O N 0 Pool/Spa: _____ SF Additiona l Gas or Electrical Features? _____________ _ O Solar: ___ KW, ___ Modules, Mounted:Q Roof Q Ground, Tilt: 0 Y0 N, RMA: 0)Y O N, Battery :O YO> N, Panel Upgrade: O v O N Electric M eter number: _5_2_3_4_6_5_1 ________ _ Other: This is a ADU Loft living space to be constructed over the existing Garage as Owner/Builder. APPLICANT (PRIMARY CONTACT) Name: Jayson Robinson Address: 1295 Buena Vista Way City: Carlsbad State:_C_A __ Zip: 92008 Phone:9492541694 Email: jrobinson@wng.com DESIGN PROFESSIONAL Name: Jack D. Robinson Address: 710 Firefly Ct. City: Griffin Phone:6788581977 State:_G_A __ Zip:30223 Email: jackrobinson4711@gmail.com PROPERTY OWNER Name: Jayson and Candice Robinosn Address: 1295 Buena Vista Way City: Carlsbad State:_C_A __ .Zip: 92008 Phone:7606371465 Email: jrobinson@wng.com CONTRACTOR OF RECORD Business Name: Jayson Robinson/Owner Builder Address: 1295 Buena Vista Way City: Carlsbad Phone:9492541694 State:_C_A __ Zip:92008 Email: jrobinson@wng.com Architect State License: ___________ _ CSLB License #: _______ Class: _______ _ Carlsbad Business License# (Required):. _______ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Jayson Robinson SIGN: ~:::t 1<-}---DATE: 07/09/2024 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04/22 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: /herebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): D i have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ___________________________________________ _ -OR- D I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _______________________ _ Policy No. _____________________________ Expiration Date: ________________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person on any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby 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 utilit1es/ut11ity 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 apphcat1on 1s 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 bu1ld1ng 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 ex1st1ng on the property were completed m accordance with an regulations m existence at the time of their construction, unless otherwise noted. NAME (PRINT): Jayson Robinson SIGNATURE: ->~:1c ~ DATE:_7.,_/_0 _"'1+/_z._y-'---_ Note: If the person signing above is an authorized agent for the contractor rovide a letter of a~thorization on contractor letterhead. 1 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt f rom Contractor's License Law for the following reason: ~ 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- D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who bu olds or improves thereon, and contracts for such projects woth contractor(s) licensed pursuant to the Contractor's License Law). -OR- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: A~D. ~ FORM 8-61 "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 thos permit, I cannot legally sell a structure that I have built as an owner-builder of ot has not been constructed in ots entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, isavailable upon request when this application is submitted or at the following Web site: http:I/www.le9inf o.ca.9ov/calaw.htm/. OWNER 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 requtred 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 uulit1es The existing and proposed use of each buildlng as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on•site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Jayson Robinson SIGN: ---->7c ~ DATE: July 9, 2024 Note: If the erson si nin above is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04/22 {'Cityof Carlsbad OWN ER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of t he property located at : Site Address 1297 Buena Vista Way, Carlsbad, CA 92008 The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your upderstanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and init ial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 11. ~I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. 111. ~I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. ~I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. Li understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500). including labor and mat erials, I may be considered an "employer" under state and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued VI. ~I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ~ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. ~I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the pa rty legally and financially responsible for proposed construction activity at the following address: 1297 Buena Vista Way, Carlsbad, CA 92008 XI. ~I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. ~I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner Builder and wish to hire contractors, you will be responsible for verifying whether or not t hose contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit con be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I hove read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I om aware that I hove the option to consult with legal counsel prior ta signing this form, and I have either /1) consulted with legal counsel prior to signing this form or /2) hove waived this right in signing this form without the advice of legal counsel. Jayson Robinson Property Owner Name (PRINT} Property Owner Signature July 9, 2024 Date REV. 08/20 PERMIT INSPECTION HISTORY for CBR2023-5006 Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 11/13/2023 Owner: CANDICE ROBINSON Issue Date: 07/17/2024 Subdivision: Expiration Date: 08/18/2026 IVR Number: 53246 Address: 1297 BUENA VISTA WAY CARLSBAD, CA 92008-1534 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 6/15/2026 06/15/2026 BLDG-Final Inspection 318152-2026 Thursday, June 25, 2026 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Chris Renfro Complete Passed Yes Yes Yes Yes Yes Page 3 of 3 PERMIT INSPECTION HISTORY for CBR2023-5006 Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 11/13/2023 Owner: CANDICE ROBINSON Issue Date: 07/17/2024 Subdivision: Expiration Date: 08/18/2026 IVR Number: 53246 Address: 1297 BUENA VISTA WAY CARLSBAD, CA 92008-1534 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 8/5/2025 08/05/2025 BLDG-18 Exterior 292176-2025 Lath/Drywall Checklist Item BLDG-Building Deficiency Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts Dampers COMMENTS COMMENTS 2/19/2026 02/19/2026 BLDG-82 Drywall, Exterior308913-2026 Thursday, June 25, 2026 Lath, Gas Test, Hot Mop Checklist Item BLDG-Building Deficiency BLDG-17 Interior Lath-Drywall BLDG-18 Exterior Lath and Drywall BLDG-23 Gas-Test-Repairs COMMENTS Status Partial Pass Chris Renfro Reinspection Incomplete Passed Yes Passed Yes Yes Yes Yes Yes Passed Chris Renfro Complete Passed Yes Yes Yes Yes Page 2 of 3 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for CBR2023-5006 Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 11/13/2023 Owner: CANDICE ROBINSON Issue Date: 07/17/2024 Subdivision: Expiration Date: 08/18/2026 IVR Number: 53246 Address: 1297 BUENA VISTA WAY CARLSBAD, CA 92008-1534 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 4/29/2025 04/29/2025 BLDG-11 Foundation/Ftg/Piers (Rebar) 283201-2025 Status Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass garage and second story ADU footings. Yes Stairs, footings, and patio cover, footings, pending. Third- party special inspection report on epoxy and soils report collected. 6/16/2025 06/16/2025 BLDG-13 Shear Panels/HD287846-2025 Partial Pass Chris Renfro Reinspection Incomplete (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 8/5/2025 08/05/2025 BLDG-18 Exterior 292176-2025 Partial Pass Chris Renfro Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, June 25, 2026 Page 1 of 3 a{t:(.;ORD C Southwest Inspection and Testing, Inc. City of Carlsbad 441 Commercial Way, La Habra, Ca 90631 562) 941 -2990 • (714) 526-8441 • Fax (562) 946-0026 APR 2 3 2025 REGISTERTED INSPECTOR/ACI TECHNICIAN DAILY REPORT I ~~~J~~LDl~~a~14 1~-25 TYPE OF 0 Reinforced Concrete □ Welding DIA/Epoxy INSPECTION D Post Tensioned Concrete □ Fireproofing D Wood Framing REQUIRED D Reinforced Masonry □ Asphalt D Other Job Address 1295 Buena Vista way Carlsbad Tract No. j Phase 1 Lot No. Job Name Jayson&Candine Robinson Permit No. CBR2023-5006 Issued By City of Carlsbad Type of structure Reinforced slab on grade foundation Architectcore structure Inc Material Description (type, grade, source) Engineer Amir Deihimi ASTM 615, grade 40,60 ,Simpson's 3G set epoxy expiration date 9-18-26 Contractor Inspector's Name Eugene Y ancosky Subcontractor R e liance Co. TESTS PERFORMED SAMPLE AIR CONC WATER TIME SET# TRUCK# TICKET# LOCATION SLUMP TEMP TEMP ADDED CAST MIX# REMARKS INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS /WELD MADE H.T. BOLTS TORQUED) CHECKED ETC. I observed and inspected installation of epoxy # 4 Dowels on reinforced slab on grade foundation on existing footings to new Foundation as per details S01 .0,(10,8,6) S-1.0, All holes drilled to proper embedment 6" and cleaned out with pneumatic power and installed with Simpsons 3G epoxy ESR-4057 (32 Total ) CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNO\IVLEDGE All OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH ;~01; PLANS, SPECIFICATION, ANO APPLICABLE SECTI~VYG'{' ING LAWS. SIGNATURE OF REGISTERED INSPECTOR ICC / SPECIALTY NO. AGENCY CONTINUED ON NEXT PAGE 0 PAGE 1 TIMEIN TIMEOUT 7:00 am 11 :00 pm Approved By Project Superintendent White -Office Copy • Canary -Accounting Copy • Pink -Inspector's Copy • Goldenrod -Jobsite Copy OF 1 SAMPLES SITI F-049 S:\FORMS\DAILY REPORT TEMPLATES & FORMS\Concrete Tech_lnspector's Daily Report Template.dot <!:>Southwest Inspection & Testing, Inc. True North COMPLIANCE SERVICES April 29, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: CBR2023-5006 True North No.: 23-018-1 139 Carlsbad, CA 92008 Plan Review: New JADU Address: 1297 Buena Vista Way Applicant Name: Jayson Robinson Applicant Email: jrobinson@wng.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: ??? (Provide this infonnation) Type of Construction: ??? (Provide this information) Sprinklers: ??? (Provide this information) Stories: 2 Area of Work (sq. ft.): 477 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: I. Drawings: O ne (I) copy dated March 8, 2024, by Aero Consulting. 2. Drawings: O ne (I) copy dated December I, 2023, by Core. 3. Structural Calculations: One (I) copy dated November 30, 2023, by Core. 4. Geotechnical Repo11: One (I) copy dated April 13, 2024, by East County Soil Solution and Engineering, Inc. 5. Other Documents: Electronic copy, by C ity o f Carlsbad. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Bui lding Standards Code, 2022 California Existing Bu ilding Code, and 2022 Californ ia Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. In order to expedite the pennitting process, we have made annotations (in red in k) to A-5 True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter February 15, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New JADU Address: 1297 Buena Vista Way, Carlsbad CA True North COMPLIANCE SERVICES SECOND REVIEW City Permit No: CBR2023-5006 True North No.: 23-018-1139 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. l. 2. Drawings: Electronic copy dated November 7, 2023, by AERO Consulting. Structural Calculations: Electronic copy dated November 13, 2023, by Amir Deihirni. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 NewJADU. 1297 Buena Vista Way. February 15, 2024 City of Carlsbad-SECOND REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page2 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339-27 19. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-1 Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): 477 sq. ft. ARCIDTECTURAL COMMENTS: PC2: Specify R3 occupancy instead of RJ. NewJADU. 1297 Buena Vista Way. February 15, 2024 ZONING DISCIPLINES ~~ADU ION: - . WOOD FRAMED NUMBER OF STORIES: 2 SPRINKLERS: NONE LOT SQUARE FOOTAGE: 8936.50 S.F. MEP COMMENTS: No Comments. GREEN BUil.DING COMMENTS: City of Carlsbad-SECOND REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page3 G 1. CALGreen mandatory measures are required for residential projects that increases the conditioned space per CGBC 301.1.1. a) Incorporate mandatory measures specified in Chapter 4 of the 2022 CGBC onto the plan set or download the mandatory checklist from the following link: https://aiacalifornia.org/learn-grow practice/practices/calgreen-checklists/ b) Reproduce the residential occupancies application checklist onto the plan sheets. PC2: Comment was not addressed, comments remain outstanding. ENERGY COMPLIANCE COMMENTS: T 1. Project includes addition of conditioned space. As such, a) Provide Title 24 energy analysis by completing the Title 24 Certificate of Compliance Forms. b) Incorporate forms into the plan set. c) Title 24 energy forms must be signed by both the Documentation Author and the Responsible Designer. PC2: response states that the energy report will he deferred, energy report is required/or any addition to a conditioned space. This item may not be part of def erred submittal. Energy report shall he provided, please provide. Comment remains outstanding. T2. Address the following comments: a) Note on plans: All lighting to be high efficacy. CEnergyC 150.0(k)l(A) b) Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped with dimming controls. CEnergyC 150.0 (K)(2)(F) c) Revise plan to show at least one luminaire in the bathrooms, garages, laundry rooms, walk-in closets, and utility rooms to be controlled by a vacancy sensor. CEnergyC 150.0(k)2(E) d) For exterior lighting, specify luminaires to be high efficacy and shall meet the following requirements, as applicable per CEnergyC 150.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items b) or c) below; and NewJADU. City of Carlsbad-SECOND REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page4 1297 Buena Vista Way. February 15, 2024 ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or iii) Controlled by one of the following methods: (1) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. e) Revise plans to show exhaust fan and light fixture to be separately switched per CEnergyC 150.0(k)(2)(G). f) For recessed luminaries, specify fixtures to be listed for zero clearance insulation contact (IC) by UL or other nationally recognized testing/rating laboratory. CEnergyC 150(k)(8). PC2: Comment was not addressed, comments remain outstanding. STRUCTURAL COMMENTS: Sl. Per city form B64, A soils report is required for all additions. Submit a soils report and incorporate the recommendations of the report into the design. a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been detenruned that the recommendations in the geotechnical report are properly incorporated into the plans. PC2: The City will accept a letterfrom the engineer of record stating that the soils condition was reviewed and it is in accordance with CBC table 1806.2. Please provide the letter from the EOR or the soils report. Comment remains. If you have any questions regarding the above comments, please contact Mohammad Afaneh via email mohammada@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter November 19, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: ew JADU Address: 1297 Buena Vista Way, Carlsbad CA True North COMPLIANCE SERVIC ES FIRST REVIEW City Permit No: CBR2023-5006 True North No.: 23-018-1139 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. Drawings: Electronic copy dated November 7, 2023, by AERO Consulting. Structural Calculations: Electronic copy dated November 13, 2023, by Amir Deihimi. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Plan Review Comments True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 NewJADU. 1297 Buena Vista Way. November 19, 2023 ARD COPY -RESUBMTTT AL INSTRUCTIONS: City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: Tf this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. ELECTRONIC -RESUBMITTAL INSTRUCTIONS : Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Corrected sets can be submitted as follows: Email the revised plans and comment response letter(s) to building@carlsbadca.gov for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. NewJADU. City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page3 1297 Buena Vista Way. November 19, 2023 OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): ??? (Provide this information) ??? (Provide this information) ??? (Provide this information) 2 477 sq. ft. ARCIDTECTURAL COMMENTS: A I. The name and signature of the person who prepared the plans shat I be included on each sheet of the p lans. B&P Code 5536.1. A2. On the cover sheet of the plan, provide the following per CRC RI 06.1.1: A3. A4. a) List the Applicable Codes (e.g., 2022 CBC, CRC, CPC, CMC, CEC, CGBSC, CA Energy Code, local ordinances, etc.). b) Provide a sheet index with a list of the sheets in the plans and the description of each sheet. c) Specify the Occupancy Group -(e.g., R-3/U for Single Family Dwelling) d) Specify the Type of Construction -(e.g., Type Y-B for wood framed construction) e) Number of Stories. f) Clarify if the building is equipped with Fire Sprinklers? (Yes or No). Clarify the YouTube link provided on sheet A3. On the plan, show enclosed rafter space ventilation per CRC R806. l. a) Show the number of vents and calculation to justify the quantity is adequate to provide 1 square feet of ventilation per 150 square feet of vented space. CRC R806.2. b) Specify a 1-inch minimum space between the bottom of the roof sheathing and the insulation. CRC R806.3. - Roof Pitch 12 ---- 2 I ' . ~ - 4ft. ... J°"'V ' - -.: ---~ LOFT " J The interior Loft envelope. Walls and Ceilings. shall be finished with l/2in. Drywall ~1 ,_ ~. I ,. NewJADU. 1297 Buena Vista Way. November 19, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page 4 AS. On sheet AS, address the following: a) Information on the door to the JADU was not provided. At least one egress door shall be provided at each dwelling unit. Egress door shall comply with the following per CRC R3 I I .2: i) The door shall have a minimum clear width of 32" when measured between the face of the door and the stop, with the door open at 90 degrees. A 3 ft wide door p rovides 32" clear width. ii) The door shall have a minimum clear height of78", measured from the top of the threshold to the bottom of the stop. iii) Door shall be readily openable from the inside the dwelling without the use of a key or specia l knowledge or effort. iv) A 36-inch landing shall be provided at each side of each exterior door. The slope of the exterior landing shall not exceed 2% slope. CRC R31 I .3. v) Landing at the egress door shall not be more than 1-½" lower than the top of the threshold. Landing shall not be more than 7.75" lower than the top of the threshold where door does not swing over the landing. CRC R311.3.1. b) On the floor p lan, specify windows within 24" arc of the doors' edge, in a closed position, to be temper glazing. CRC 308.4.2 i) Please provide windows schedule, schedule shall include all infonnation (size, operation, safety glazing, sill height, etc. ISTIN< P/1 c) Specify the landings at exterior doors to be 36" and not to be more than 7.75" below the top of the threshold. CRC R3 l l .3 .2. d) Revise the plans to provide a clear passageway of not less than 3 feet between counter fronts and appliances or counter fronts and walls in the kitchen. CBC 1208. l. * , .. Qi.yd tlt1dN'l \IIOC"I" llco, ie = ~ :i)M II 0 ~ f:\ LOFT 1st1ng Home te,io, W,tll ~ KlfCHEN:; VAUI Ill 'ttlfltllt'WJW,11 1711_ ' GREAl i.. NewJADU. 1297 Buena Vista Way. November 19, 2023 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page5 e) For bathroom, address the following: i) Specify exhaust fan in bathrooms containing bathtub, shower, or tub/shower combination. CRC R303.3.l. ii) Copy the following notes onto the plans: (I) Bathtub and shower floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC R307.2 (2) Gypsum board shall not be used where there will be direct exposure to water, or in areas subject to continuous high humidity. CRC R702.3.7.1 t) Revise the smoke alarms to be located at least 10 feet from a permanently installed cooking appliance, and ensure on plan, the smoke alarms are ionization smoke alarms with alarm silencing switch, or photoelectric smoke alarm in accordance CRC R314.3.3 ( 4) Exception. \ LOFT ~ I t(' 0 .Ki =0= KITC I I N--V/\ULILU C.LIUN<Y) --------- g) Provide carbon monoxide alarm in the space per CRC R315. h) Stairs shall be setback 5 minimum from the property lines per CBC I 027.5 Exception. Please revise. 1027.5 Localion. Exterior exit stairways and ramps shall have a minimum fire separation disrance of 10 feel (3048 mm) measured at right angles from the exterior edge of the stairway or ramps, including landings. to: I, Adjacent lot luics. 2. Other ponion.s of the building. 3. Other buildings on the same lot unless the adjacent building exterior walls and openings arc proteclcd in accordance with Scc1ion 705 b:iscd on fire scpam1ion distance. For lhe purposes of 1his sccrion, ocher ponions of the . . b ... Exreptlon: Exterior uit srairways and ramps serving imJividuol d"'clling unils or Group R-3 shall ha\'C o mini mum fire scpararion distance of 5 feel (1525 mm). i) In addition to addressing comment H above, stairs are treated as exterior wall projections and shall comply with CRC Table R302. l(l) A6. For external stairs, address the following: a) Provide details for the stairway. Include the following information: i) Specify 36" minimum long landing at the top and bottom landings of the stairs. ii) 36" Minimum stair width per CRC R31 l.7.l. iii) Stair tread depth (11" or 10" minimum plus tread nosing) and riser height (7.75" maximum) per CRC R3 l l.7.5. l , CRC R3 l l.7.5.2 and CRC R3 l l.7.5.3. iv) Provide light fixture to illuminate the walking surface of the stairs per CRC R3 l l.7.9. b) Provide stairs handrail details per CRC R3 l l. 7.8, include the following details: NewJADU. 1297 Buena Vista Way. November 19, 2023 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-01 8-1 139 Page6 i) Handrails are required to be 34" to 38" above the stair treads. CRC R3 I 1. 7.8.1. ii) Handrails shall be continuous for the full length of the flight, from a point directly above the top riser to the lowest riser fl ight. CRC R3 I I .7.8.4. iii) Handrail ends shall be returned or shall terminate in newel posts or safety terminals. CRC R31 l.7.8.4. iv) Handrails adjacent to a wall shall have a space of not less than 1-I /2" between the wall and the handrails. CRC R3 l l.7.8.3. v) Handrail shall be graspable per CRC R3 I 1.7.8.5. (I) Handrail shal I either be circular with an outside diameter of 1-1 /4" to 2", (2) Or wi th a perimeter greater than 6-1/4 inches with graspable finger recess area on both sides of the profile. vi) For the open side of stairs, the openings must be smaller than a 4-3/8 inch sphere. CRC 312.1.3 exception 2. vii) Triangle openings on the open side of stairs must be smaller 6 inches sphere. CRC 3 12.1.3 exception I viii) Handrail connection shall be designed to withstand a 200-pound load applied in any direction at any point along the top of the rail. c) Provide guardrails detail at stairs, per CRC R312. I .1, details shall include the following: i) Guardrail shall be at the same height as the handrail at the stairs or 42" minimum at the walkway. CRC R312.l.2 ii) The spacing of the openings at the guards to be such that a sphere, 4 inch in diameter shall not pass through. CRC R312.l.3. iii) Provide guardrail connection detail, include connection detail for the guards capable of resisting a 200-pound load at the top. CBC 1607 .9 .1.1. A 7. On sheet A4, address the following: a) For the balconies and all other elevated walking surfaces, provide an impervious moisture barrier. i) Provide the manufacturer and ICC ESR number for the moisture barrier. CRC R3 l 7. l. ii) Show the balconies sloped to drain a minimum 2%. b) Provide ventilation to the enclosed framing in the balcony. Openings shall provide a net free cross ventilation and not less than 1/150 of the area of each space. CRC R3 l 7. l .3. ~ .__ ------- ~ , I, t 4ft. , Balcony - ' LdUle 2in. st Loft Fl lnstal Outri 24in. A8. Please provide roof plans, roof plans shall provide the following information: NewJADU. 1297 Buena Vista Way. November 19, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page 7 a) Provide manufacturer, ICC ESR number and underlayment for new roofing material and show pitch of roof. b) Specify the roofunderlayment per CRC R905. l .1. i) For roof slopes from 2: 12 to 4: 12, double underlayment application is required. Please indicate the plans. CRC R905.2.2 c) Roof mounted equipment must be screened and roof penetrations should be minimized. City Policy 80-6 d) Per city policy, specify the roofing material to have a Class A fire classification. A9. Specify method of providing heating fac ilities capable of maintaining a minimum room temperature of68°F at a point 3 feet above the floor and 2 feet from exterior walls in the new addition. CRC R303.10. MECHANICAL COMMENTS: M 1. Show the location of the bathroom and kitchen exhaust duct termination. Air ducts shall exhaust 3' -0" from property line and 3'-0" from openings into the building. CMC 504.5. ELECTRICAL COMMENTS: E I. Note on plans: Per city policy, wiring is not permitted on the roof of a bui I ding and wiring on the exterior of a building requires approval by the Building Official. PLUMBING COMMENTS: PI. For bathrooms, address the fo llowing: a) Showers: i) Specify the shower stall to be 1024 square inches minimum and capable of encompassing a 30" diameter circle. CPC 408.6 ii) Show the location of the shower head and control valves. Controls for the showerhead shall be located on the sidewall of the shower compartment so that the showerhead does not discharge directly at the entrance to the compartment per CPC 408.9. b) Water closet: i) Side clearances -15" from the centerline of the water closet to the walls ii) Front clearance -24" in front of the water closet. P2. Specify the total number of bathrooms. Where the number of total bathrooms exceeds three, a 4" main sewer line is required. CPC 703.2. a) Provide the size and location of the sewer lateral on the site plan. b) Provide a note that reads "4" main sewer line shall be verified in field or shall be provided if a 4" main sewer line does not exist. GREEN BUILDING COMMENTS: G 1. CALGreen mandatory measures are required for residential projects that increases the conditioned space per CGBC 301.1.1. NewJADU. 1297 Buena Vista Way. November 19, 2023 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1 139 Page8 a) Incorporate mandatory measures specified in Chapter 4 of the 2022 CGBC onto the plan set or download the mandatory checklist from the following link: https://aiacalifornia.org/learn-grow practice/practices/cal green-check! ists/ b) Reproduce the residential occupancies application checklist onto the plan sheets. G2. Revise the plan to incorporate the following water conserving plumbing fixtures per CGBC 4.303. l : a) Water Closets -1.28 gallons per flush, maximum. CGBC 4.303.1.1. b) Showerheads -1.8 gallons per minute, maximum. CGBC 4.303.1.3. c) Lavatory Faucets -1.2 gallons per minute, maximum. CGBC 4.303.1.4. d) Kitchen Faucets -1.8 gallons per minute, maximum. CGBC 4.303. l.4.4. ENERGY COMPLIA CE COMMENTS: T I. Project includes addition of conditioned space. As such, a) Provide Title 24 energy analysis by completing the Title 24 Certificate of Compliance Forms. b) Incorporate forms into the plan set. c) Title 24 energy forms must be signed by both the Documentation Author and the Responsible Designer. T2. Address the following comments: a) Note on plans: All lighting to be high efficacy. CEnergyC 150.0(k)l(A) b) Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be equipped with dimming controls. CEnergyC 150.0 (K)(2)(F) c) Revise plan to show at least one luminaire in the bathrooms, garages, laundry rooms, walk-in closets, and utility rooms to be controlled by a vacancy sensor. CEnergyC l 50.0(k)2(E) d) For exterior lighting, specify luminaires to be high efficacy and shall meet the following requirements, as applicable per CEnergyC l 50.0(k)(3): i) Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items b) or c) below; and ii) Controlled by photocell and motion sensor. Controls that override to ON shall not be allowed unless the override automatically reactivates the motion sensor within 6 hours; or iii) Controlled by one of the following methods: ( 1) Photocontrol and automatic time switch control. (2) Astronomical time clock. (3) Energy management control system. e) Revise plans to show exhaust fan and light fixture to be separately switched per CEnergyC l 50.0(k)(2)(G). f) For recessed luminaries, specify fixtures to be listed for zero clearance insulation contact (IC) by UL or other nationally recognized testing/rating laboratory. CEnergyC 150(k)(8). NewJADU. 1297 Buena Vista Way. November 19, 2023 STRUCTURAL COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page9 SI. Per city form B64, A soils report is required for all addi tions. Submit a soils report and incorporate the recommendations of the report into the design. a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. S2. Engineer of record to stamp and sign all structural plan sheets. S3. Remove Not For Construction verbiage from plan sheets. S4. On sheet S0.10, For project located in seismic design category D, specify the spacing of the anchor bolts to be 48" max instead of 72". CRC R403.1.6.1. COMPANY (CUR~NT CATALOG). OR 'USP' wrTH COUIVAl.lNT ICC PUBLJ5HCD VALUCS AND ~ SHALL EiC IN5TALLCD PCR SPCClrlCATIONS. NO !:XCCMIONS. ,. use 5/6'9 " 12· .... '!CHOR !JOLTS W/ MIN. 7' EMDCDMCNT INTO CONCIRCTC e~~ rclOTING 72" 0.C. l'J<. !'OR Sill f'\ATC TO ro\JNDATION UNLCSS NOTCD OTHCRWIS! ON SHCAA UL!. A 601.T &TWCl:N ,. TO 12' rR0\4 Tl1C C~D or CI\CH PICCC or SIU (2 !lOlTS MIN CI\CH PIECCJ. PICCC or Sill SttAU. BC c=IDCRCD CNDCD Wl1CRC f'\ATC 15 CVT OUT OVCR O'IE-Tl'IRD Of' CR055 SCCTION. 7 l'"t"Mc' ~Hf"Alc' WAIi 6.PPllrATl(")Nc; AN("'"H(")e FV"'NT c.HAII "" INCtiA.IIP'O wrTH PI A"ff' S5. On sheet S0.10, special inspection is required per the approval listing for concrete strength, re > 2,500 psi and field welding. Complete and submit a stamped and signed special inspection form to the City. This form must be submitted prior to permit issuance. Please ensure that all required signatures are provided and the area of special inspection is clearly instead on the form and on the cover sheet of the plans. CBC 1704.Structural Calculations: S6. On sheet S-1.0, address the following: a) Revise shear walls at gridline A.2 and B.2, calculation specifies 2xCS16 strap while plans show CS 16. Revise and coordinate. b) Provide calculation that justify the continuous footing beneath the stairs, calculation shall be based on point loads from beams above. New JADU. 1297 Buena Vista Way. November 19, 2023 City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-5006 True North No.: 23-018-1139 Page JO Tfyou have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] Plan check correction reply letter Plan check number: CBR2023-5006 Core Project No.: 23191 Item Comment Re.Page 1 S2 - 2 S3 3 S4 S-0.10 4 SS S-0.11 5 S6.a S-1.0 6 S6.b Calculation Structural Design December 1, 2023 Project: 1297 Buena Vista Way Location: Carlsbad, CA Client: - Response See all updated structural sheets; signature/stamp provided. Not for construction verbiage removed throughout. See updated "nailing & hardware" note 6 on sheet S-0.10. See updated sheet S-0.11 for corrected statement of special inspections & San Diego county special inspection form. See updated holdown callouts at Line(s) A.2 & B.2 on sheet S-1.0. See calculation page 32 for design of existing continuous footing(s) considering worst case loading. Pads have been provided throughout where needed. CBR2023-5006 1297 BUENA VISTA WAY ROBINSON : NEW JADU (476 SF) ABOVE EXISTING GARAGE 1562311500 4/19/2024 CBR2023-5006 CITY 1 C RE Structural Calculations JAYSON & CANDINE ROBINSON 1295 BUENA VISTA WAY, CARLSBAD, CA 92008 Project No.: 23191 November 30, 2023 Amir Deihimi, Principal C RE Design Criteria Framing Design Lateral Design Foundation Design November 30, 2023 Project: 23191 Location:1295 BUENA VISTA WAY, CARLSBAD, CA 92008 Client: NIA TABLE OF CONTENTS 1-4 5-10 11-31 32 l\TC Hazards by Location Search Information Addrn■: Coordinates: Elevation: Tlmeatamp: Hazard Type: 1295 Buena Vista Way, Carlsbad, CA 92008 33.168608138714404, -117 .3432381294663 108ft 2023-09-21 T23:08:35.012Z Seismic Temecula 0 108 ft cal ad 0 0 Escondido Anza-Borrego Desert Stale Park Reference Document: ASCE7-16 G I S"" n,,.,.,_ Clevel_and .,__o_g..._e ____________ Map data C2023 Google, INEGI Repo<t a map error Rl■k Category: Site Class: O-<lefault Basic Parameters Name Value De■crlptlon Ss 1.049 MCER ground motion (period=0.2s) S1 0.381 MCER ground motion (period=1.0s) SMs 1.259 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.839 Numeric seismic design value at 0.2s SA So, • null Numeric seismic design value at 1.0s SA • See Section 11.4.8 •Additional Information Name Value soc • null F, 1.2 Fv • null CRs 0.897 CR1 0.907 PGA 0.461 FpGA 1.2 PGAM 0.553 TL 8 SsRT 1.049 SsUH 1.17 SsD 1.5 S1RT 0.381 S1UH 0.42 S1D 0.6 PGAd 0.549 • See Section 11.4.8 Description Seismic design category Site amplification factor at 0.2s Site amplification factor at 1.0s Coefficient of risk (0.2s) Coefficient of risk (1.0s) MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any slate or local amendments to the values or any de/Jneation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jun·sdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Eiill!..9J.!J..y_, Disclaimer 1/32 Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Seryjces. While the infonnation 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 infonnation 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 latitudenongitude location in the report. 2/32 TIC Structure Des1an 2023 C 0 Company CORE STRUCTURE, INC. Designed Proiect Jayson & Candine Robinson Checked RE Job No 23191 Date Plan Client BUILDING INFORMATION A. General: f\llmber of stories Building risk category Design Code 2 II 2022 CBC ASCE 7-16 ASD Load standard Design Load Combination B. Lateral Loads Data: WIND STANDARD Exposure Wind Speed V Enclosure Velocity pressure q2 Velocity pressure exposure coefficient K2 Directionality Factor~ Topographic factor defined Kz1 Gust Effect Factor G Pressures for MWFRS p External pressure coefficient Cp Internal pressure coefficient (GCpi) ASCE 7-16(Directional Procedure) C 96 Enclosed Building 0.00256Kzi<zt~Ke V2 from 0.85 1 0.85 qGCp -qi(GCpi) from 0.18 LD AN 09/27'2023 NIA SEISMIC STANDARD Seismic Design Category Importance factor le Soil Site Class Response Spectral Acc. (0.2 sec) Ss Response Spectral Acc. (1.0 sec) S1 h (sec) ASCE 7-16(Equivalent Lateral Force Procedure) D Fa Fv Max. Considered earthquake acc. SMS Max. Considered earthquake acc. SM1 Design spectral acc. At short period Sos Design spectral acc. at 1s period So1 Response modification coefficient R System overstrength coefficient 0 Approximate fundamental period parameters Building Height (ft) Building period T=T a (sec) Base Shear Adjustment Factor Minimum Cs Maximum Cs Seismic response coefficient Cs Adjusted Cs For allowable stress design V = 0.7CsW D-Default 1.049 0.381 8 1.2 1.919 1.259 .731 0.839 0.487 6.5 2.5 Ct= 0.02 X = 0.75 23 0.21 1 0.037 0.357 0.129 0.129 0.09W 3/32 1,(323 06 30 (26.10-1) (Table 26.10-1) (Table 26.6-1) (26.8.2) (26.11) (27.3-1) (Fig. 27.3-1) (Table 26.13-1)} (Table 11.6-1) (Table 1.5-2) (Table 20-3-1) (Table 11.4-1) (Table 11 .4-2) (11 .4-1) (11.4-2) (11.4-3) (11.4-4) (Table 12.2-1) (Table 12.2-1) (Table 12.8-2) (12.8-7) (12.8-5 & 12.8-6) (12.8-3 & 12.8-4) (12.8-2) TIC Structure Des1on 2023 I.G23 06 30 C0 Company CORE STRUCTURE, INC Designed LD Proiect JaY3on & Candine Robinson Checked AN RE Job No 23191 Date 09.'2712023 Plan Client NA DESIGN LOADS Roof Loads {Load Roof) Floor Loads {Load Floor) ll.1etal Roof 5 psf Framing 3.5 psf Framing 2.5 psf Sheathing (3/4" Plyv.ood) 2.5 psf Sheathing (1/2" CDX) 1.5 psf Ceiling 2.5 psf Ceiling 2.5 psf Lt. Wt. Conc./Flooring Tile 0 psf Insulation 1.5 psf Misc. 6.5 psf Misc. 2 psf Total Dead Load 15 psf Total Dead Load 15 psf Live Load 40 psf Live Load 20 psf Total Load 55 psf Total Load 35 psf Exterior Wall {Wall Ex) Deck Loads {Load Deck) 7/8" Stucco 10 psf Framing 3.5 psf Insulation 1 psf Sheathing (3/4" Plyv.ood) 2.5 psf Drywall 2.5 psf Ceiling 2.5 psf Studs psf Lt. Wt. Conc./Flooring Tile 0 psf Misc. 2.5 psf Misc. 6.5 psf Total Dead Load 17 psf Total Dead Load 15 psf Live Load 60 psf Total Load 75 psf Interior Wall {Wall In) Insulation psf Drywall 5 psf Studs 1 psf Misc. 3 psf Total Dead Load 10 psf 4/32 TIC Structure Des,on 2023 id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 C0 Company CORE STRUCTURE, INC. Designed ProJect Jayson & Cand1ne Robinson Checked RE Job No. 23191 Plan Load case D D+L D + Lr D+S D + 0.75L + 0.75Lr D + 0.75L + 0.75S D + 0.6W(N) D + 0.6W(S) D + 0.6W(E) D + 0.6W(W) D + 0.75(0.6W) (N) + 0.75L + 0.75Lr D + 0.75(0.6W) (S) + 0.75L + 0.75Lr D + 0.75(0.6W) (E) + 0.75L + 0.75Lr D + 0.75(0.6W) (W) + 0.75L + 0.75Lr D + 0.75(0.6W) (N) + 0.75L + 0.75S D + 0.75(0.6W) (S) + 0.75L + 0.75S D + 0.75(0.6W) (E) + 0.75L + 0.75S D + 0.75(0.6W) (W) + 0.75L + 0.75S 0.6D + 0.6W (N) 0.6D + 0.6W (S) 0.6D + 0.6W (E) 0.6D + 0.6W (W) (1 .0 + 0.14Sds)D + 0.70E (N) (1.0 + 0.14Sds)D + 0.70E (S) (1.0 + 0.14Sds)D + 0.70E (E) (1.0 + 0.14Sds)D + 0.70E (W) (1.0 + 0.105Sds)D + 0.525OE (N) + 0.75L + 0.75S (1.0 + 0.105Sds)D + 0.525OE (S) + 0.75L + 0.75S (1.0 + 0.105Sds)D + 0.525OE (El+ 0.75L + 0.75S (1.0 + 0.105Sds)D + 0.525OE (W) + 0.75L + 0.75S (0.6 -0.14Sds)D + 0.7OE (N) (0.6 -0.14Sds)D + 0.70E (S) (0.6 -0.14Sds)D + 0.7OE (E) (0.6 -0.14Sds)D + 0.7OE (W) Date Client LOAD COMBINATIONS (Load Standard: ASCE 7-16) Roof Dead Sds't>ead Live Live 1 1 1 1 1 1 1 0.75 0.75 1 0.75 1 1 1 1 1 0.75 0.75 1 0.75 0.75 1 0.75 0.75 1 0.75 0.75 1 0.75 1 0.75 1 0.75 1 0.75 0.6 0.6 0.6 0.6 1 0.14 1 0.14 1 0.14 1 0.14 1 0.105 0.75 1 0.105 0.75 1 0.105 0.75 1 0.105 0.75 0.6 -0.14 0.6 -0.14 0.6 -0.14 0.6 -0.14 5/32 -.<323 06 30 L.D AN 09/27/2023 NA Load Snow Wind Seismic Direction Duration Factor CD 0.9 1 1.25 1 1.15 1.25 0.75 1.15 0.6 N S 1.6 0.6 S N 1.6 0.6 EW 1.6 0.6 WE 1.6 0.45 N S 1.6 0.45 S N 1.6 0.45 EW 1.6 0.45 WE 1.6 0.75 0.45 NS 1.6 0.75 0.45 SN 1.6 0.75 0.45 EW 1.6 0.75 0.45 W E 1.6 0.6 N S 1.6 0.6 SN 1.6 0.6 EW 1.6 0.6 W_E 1.6 0.7 N S 1.6 0.7 S N 1.6 0.7 EW 1.6 0.7 WE 1.6 0.75 0.525 N S 1.6 0.75 0.525 S_N 1.6 0.75 0.525 EW 1.6 0.75 0.525 W_E 1.6 0.7 NS 1.6 0.7 S N 1.6 0.7 E W 1.6 0.7 WE 1.6 TIC Structure Desion 2023 ce Company Project RE Job No. Plan Beam ID: 1 Roof Rafter Section type: iL.evel TJI Section name: 11 7/8" TJI 360 Mr (ft-lbs): 6180 Elx10'6 (in2-lbs): 419 Ignore shear 'Nithin (d): True Applied Loads: CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Vr (lbs): 1705 Lu (ft): 0 Repetitive member: True Load_Roof 70PLF =4 x (15+20)/2@ 0' to 22' SELF WEIGHT 3PLF From 0' to 22' Factors: Ct = 1 Cm= 1 CL = 1.00 Cr = 1 Reactions: Designed Checked Date Client Support D L Lr 5 WSN Wwr:. ESN Ewe Max. LC (Down/Up) 1 363 0 440 0 0 0 0 0 803/0 2 363 0 440 0 0 0 0 0 803/0 Code check: Actual Loc.(ft) Allowed Ratio(%) CD IVoment (lbs-ft) 4417 11 7725 57 1.25 Shear (lbs) 803 0 2131.25 38 1.25 Live Deflection 0.503 11 0.733 83 - Total Deflection 0.918 11 1.1 69 - *Load corroiflitiar wth o.e-Strengh Factor n = 25 is a'Me}S considered bu ,ray na be a g;:Nel'T1f"'J load case! Beam ID: 1A Floor Joist Over the Garage Section type: ilevel TJI Section name: 16" TJI 230 Mr (ft-lbs): 5710 Elx10'6 (in2-lbs): 691 Vr (lbs): 2190 Lu (ft): 0 Ignore shear 'Nithin (d): True Applied Loads: Repetitive member : True Load_Floor 73.425PLF =2.67 x (15+40)/2@ 0' to 22' POINT@ Oft (0=600 Lr=450) SELF WEIGHT 3.5PLF From 0' to 22' + Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00Cr = 1 Reactions: Support D L Lr 5 WSN 1 945 646 495 0 0 2 173 529 -45 0 0 Code check: Actual Loc.(ftl IVoment (lbs-ft) 3199 12.8 Shear (lbs) 1070 2 Live Deflection 0.085 0 Total Deflection 0.079 0 Wwe ESN 0 0 0 0 Allowed 5710 2737.5 0.1 0.133 Ewe Max. LC (Down/Up) 0 1801/0 0 702/0 Ratio (o/~ CD 56 1 39 1.25 59 - 85 - 6/32 vG23 06 30 L.D. AN. 09/27/2023 NIA Passed J. 22.00 Max Moment D + Lr Max Shear: D + Lr Max Deflection: D + Lr Passed l 22.00 1354 Max Moment D + L 3is •m111111111011uuDDmw !0 &LL Max Shear: D + Lr 0085 Max Deflection: L TIC Structure Des1an 2023 co Campany CORE STRUCTURE, INC. Designed Praiect Jayson & Candine Robinson Checked RE Jab Na Plan Beam ID: 1B Joist Over the Balcony Section type: Douglas Fir-Larch No.2 Section name: 2x8 23191 Fb(+)/Fb(·) (psi): 900/900 E (psi): 1600000 Fv (psi): 180 Lu (ft): 0 Ignore shear 'Mthin (d): True Repetitive member : False Applied Loads: Load_Deck 100.125PLF =2.67 x (15+60)/2@ 0' to 12' SELF WEIGHT 2.55PLF From 0' to 12' Factors: Ct= 1 Cm= 1 CL= 1.00 CF = 1.2 Cfu = 1 Ci= 1 Cr= 1 Reactions: Support D L Lr s WSN ~ ESN 1 68 240 0 0 0 2 203 721 0 0 0 Code check: Actual Loc.(ft) Moment (lbs-ft) 821 8 Shear (lbs) 444 8 Live Deflection 0.058 12 Total Deflection 0.074 12 Beam ID: 2 Hdr @ Front of the Great Room Section type: Versa Lam 3100 Section name: 5 1/4x11 7/8 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Fv (psi): 285 Lu (ft): 14.75 0 0 0 0 Allowed 1183 1305 0.2 0.267 Ignore shear 'Mthin (d): True Applied Loads: Repetitive member : False Load_Roof 525PLF =30 x (15+20)/2@ 0' to 14. 75' Wall_Ex 34PLF =2 x 17@ 0' to 14. 75' SELF WEIGHT 14.62PLF From 0' to 14. 75' Factors: Ct = 1 Cm= 1 CL = 0.99 Cr= 1 Cv = 1.00 Reactions: Support D L Lr s WSN 1 2018 0 2213 0 0 2 2018 0 2213 0 0 Code check: Actual Loc.(ft) Moment (lbs-ft) 15600 7.38 Shear (lbs) 4230 14.75 Live Deflection 0.218 7.38 Total Deflection 0.417 7.38 ~ ESN 0 0 0 0 Allowed 39279 14807 0.492 0.737 Date Client Ewe Max. LC (Down/Up) 0 308/0 0 924/0 Ratio (0/ .. co 69 1 34 1 29 - 28 - Ewe Max. LC (Down/Up) 0 4230/0 0 4230/0 Ratio (o/ .. CD 40 1.25 29 1.25 44 - 57 - 7/32 -.G23 06 30 LD AN 09/27/2023 N,A Passed J. 8.00 1 12.00 Mlx M:>ment D + L Mlx Shear: D + L Mlx Deflection: L Passed J. 14.75 1 Mlx M:>ment: D + Lr Mlx Shear: D + Lr Mlx Deflection: D + Lr TIC Structure Des1an 2023 C0 Company CORE STRUCTURE, INC. Proiect Jay.,on & Candme Robinson RE Job No 23191 Plan Beam ID: 4 Fl Bm Over the Garage Section type: Versa Lam 3100 Section name: 3 1/2x16 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Ignore shear within (d): True Applied Loads: Fv (psi): 285 Lu (ft): 0 Repetitive member : False Load_Floor 73.425PLF =2.67 x (15+40)/2@ o· to 22' SHEARWALL Line 1.2@ Oft Left (A) (WL=-1024 EL=-1393) SELF WEIGHT 13.13PLF From O' to 22' I Edge of Shear panel Factors: Ct= 1 Cm = 1 CL= 1.00Cr= 1 Cv=0.97 Reactions: Designed Checked Date Client Support D L Lr s WSN WWf. ESN Ewe Max. LC (Down/Up) 1 401 646 0 0 0 -1126 0 -1532 4279/-3637 2 328 529 0 0 0 102 0 139 857/-190 Code check: Actual Loc.(ft) Allowed Ratio (0/~ CD Moment (lbs-ft) 7039 2 59783 12 1.6 Shear (lbs) 3527 2 17024 21 1.6 Live Deflection 0.025 0 0.1 25 - Total Deflection 0.040 0 0.133 30 - 'load carbinoocn wth C>.e-Srengh Factor Q = 25 is a'll8)'S cmsidered bi.t miy nd be a g:MNl'ing load case! Beam ID: 5 Fl Bm @Right of the Garage Section type: Versa Lam 3100 Section name: 3 1/2x16 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Ignore shear within (d): True Applied Loads: Fv (psi): 285 Lu (ft): 0 Repetitive member : False Load_Floor 73.425PLF =2.67 x (15+40)/2@ O' to 7.83' Load_Roof 46. 725PLF =2.67 x (15+20)/2@ o· to 7.83' Wall_Ex 204PLF =12 x 17@ o· to 7.83' SHEARWALL Line 1.2@ Oft Right (A) (WR=1024 ER=1393) SELF WEIGHT 13.13PLF From o· to 7.83' I Edge of Shear panel Factors: Ct = 1 Cm= 1 CL= 1.00Cr= 1 Cv=0.97 Reactions: Support D L Lr s 1 1352 281 140 0 2 661 137 69 0 Code check: Actual Moment (lbs-ft) 7540 Shear (lbs) 3694 Live Deflection 0.001 Total Deflection 0.003 WSN WWf. ESN 0 1375 0 0 -351 0 Loc.(ft) Allowed 2 59783 2 17024 5.09 0.146 5.09 0.194 Ewe Max. LC (Down/Up) 1871 6188/-4025 -478 1934/-876 Ratio (0/~ CD 13 1.6 22 1.6 1 - 2 - 'load contJinEticn wth C>.e-Srengh Factor Q = 2 5 is a'll8)'S cmsidered bi.t miy nd be a g:MNl'ing load case! 8/32 vG23 06 30 L.D AN 09/27/2023 : NA Passed ❖oo 22.00 4 MlxM:lment (1.0 + 0.14Sds)D + 0.70E 0N) 692 illllliillllllillllliillititttr 1111 3527 Mix Shear: (1.0 + 0.14Sds)D + 0.70E (W) 0040 Mix Deflection: D + L Passed I 1 2.00 ❖ oo 7.83 7540 Mix Shear: (1.0 + 0.14Sds)D + 0.70E (E) Mix Deflection: D +Lr+ L TIC Structure Des1an 2023 C0 Company CORE STRUCTURE. INC. Project Jayson & Candine Robinson RE Job No 23191 Plan Beam ID: 7 Hdr @Right of the Garage Section type: Versa Lam 3100 Section name: 3 1/2x9 1/4 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Ignore shear v.ithin (d): True Applied Loads: Fv (psi): 285 Lu (ft): 8.25 Repetitive member : False Load_Roof 96.25PLF =5.5 x (15+20)/2@ o· to 8.25' Wall_Ex 204PLF =12 x 17@ o· to 8.25' Load_Floor 73.425PLF =2.67 x (15+40)/2@ o· to 8.25' SHEARWALL Line 8.2@ 4.75ft Right (A) (WR=1505 ER=1913) SELF WEIGHT 7.59PLF From 0' to 8.25' I Edge of Shear panel Factors: Ct= 1 Cm= 1 CL =0.98 Cr= 1 Cv= 1.03 Reactions: Designed Checked Date Client Support D L Lr s WSN WWE. ESH Ewe Max. LC (Down/Up) 1 1126 220 227 0 638 0 812 0 3287/-1486 2 1126 220 227 0 867 0 1101 0 4011/-2210 Code check: Actual Loc.(ftl Allowed Ratio (0/~ CD Moment (lbs-ft) 12172 4.75 20219 60 1.6 Shear (lbs) 4011 8.25 9842 41 1.6 Live Deflection 0.024 4.12 0.206 12 - Total Deflection 0.086 4.12 0.275 31 - 'l.ood carbinEiion v.ith CMY-Strergh Focta Q = 25 is a'IIEJY-> C01Sidered bli rray nd be a g:MJmng load case! 9/32 \G23 06 30 LD : AN 09127/2023 NA Passed I 8.25 4.75 tlax M>ment (1.0 + 0.14Sds)D + 0.7OE (S) tlaxShear: (1.0 + 0.14Sds)D + 0.7OE (S) tlax Deflection: D +Lr + L TIC Structure Desian 2023 Company CORE STRUCTURE. INC. co Praiect Jayson & Candine Robinson RE Beam ID: S81 Section type: Section name: E (ksi): Width (in): Depth (in): Job No. Plan Hdr @ Front of the Garage HSS-Rect, Fy = 46 ksi HSS10X4X5/8 29000 4 10 Applied Loads: 23191 Load_F/oor 550PLF =20 x (15+40)/2@ 0' to 17.25' Load_Deck 300PLF =8 x (15+60)/2@ 0' to 17.25' Wall_Ex 204PLF =12 x 17@ 14.25' to 17.25' Wall_Ex 34PLF =2 x 17@ 0' to 14.25' Load_Roof 520.625PLF =29.75 x(15+20)/2@ 14.25' to 17.25' POINT supp#2 of Beam 2@ 14.25ft, (0=2018 Lr-2213) POINT supp#2 of Beam 4@ 10. 75ft, (0=328 L=529 El'.e=139 Wl'.e=102) 'f Point Load Location Reactions: Support D L Lr s WSN WWf_ ESN Ewe 1 2682 5719 462 0 0 39 0 52 2 5053 5849 2643 0 0 64 0 87 Code check: Actual Loc.(ft) Allowed Moment (lbs-ft) 39918 9.49 92505 Shear (lbs) 11470 0 158439 Live Deflection 0.373 8.8 0.431 Total Deflection 0.555 8.97 0.575 Designed Checked Date Client Max. LC (Down/Up) 8401/0 11470/0 Ratio (o/ .. 43 7 87 97 •Load cxxrl:iination wth e>.,e,-Strenr;;h Factor O = 25 is av.ay.; corisidered bLi fT"8'f rd be a g'.NBITing load case! 10/32 'A.323 06 30 L.D AN 09/27'2023 N.A Passed * * 17.25 14.2 10.75 39918 MaxM:>ment: D + L IL.. ., :A 7 lllllTimmnmmm.n ,,,,, :ts axuunnntUffillf Max Shear: D + 0.75(0.6W) (E) + 0.75l + 0.75Lr 0.555 Max Deflection: D + Lr + L C RE Company ProJect Job No. Plan :CORE STRUCTURE, INC. :JAYSON 4: CANDINE ROBINSON :23191 D BATH Designed :L.D. Checked :A.N. Date : I 0/04/2023 Client ROOF SHEARWALL LAYOUT 11/32 Company ProJect Job No. Plan ~ 1.1 ~ :CORE STRUCTURE, INC. :JAYSON ~ CANDINE ROBINSON :23191 D ---, 23'-0" . I Designed : L. D. Checked :A.N. Date : I 0/04/2023 Client L__ . I FLOOR SHEARWALL LAYOUT 12/32 TIC Structure Des1on 2023 C0 Company CORE STRUCTURE. INC Designed ProJect Jay.;on & Candine Robinson Checked RE Job No 23191 Date Plan Client SECTION D -DIRECTION X Building Dimension (ft): B = 22 L = 23 Section Dimension (ft): Width = 22 Depth = 23 Plate Height: ROOF= 12' 1-FLR.OEPTH = 16" 1-FLR = 9' WINO LOAD: Mean Height = 23 Wind Height = 23 LIB =23/22=1.05, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.49, Qo = 18.61 PSF Wall(LW) P = GC~q• = 7.77 PLF WIND HEIGHT (FT): 15 20 25 30 40 q2=0.00256K2Kzil<dV2 17.05 Wall0NW) P = GCp,Jl2 11.59 Wall P = GCp,,A2+GC~q• 19.36 ROOF ELEMENT WOir+ Gable W=22', L=23' WW 6.2 Gable W=22', L=23' LW 7.41 18.05 12.27 20.04 WDir- 10.67 2.94 18.85 12.82 20.58 OWDir+ 7.41 6.2 OX_ROOF OX_1_FLR = 81.42 = 0.6 X 135.7 PLF PLF MAX TOTAL SEISMIC LOAD: W_ROOF: W_ 1-FLR: = 137.43 = 0.6 X 229.05 = 218.85 PLF V = 0.0904W Load_Roof (DL) = 15 X 760 / 22 Wall_Ex (DL) = 17 x44 x(12/2)/22 Wall_ln (DL) = 10 X 10 X (12/2)/22 cs·w = 0.0904 X (518.18 + 204.00 + 27.27) Load_Floor (DL) = 15 x510/22 Load_Oeck (DL) = 15 X 75 / 22 Wall_Ex (DL) = 204 + 17 X 40 X (9/2)/ 22 C,t-W = 0.0904 X (347.73 + 51.14 + 343.09) TOTAL SEISMIC LOAD 67.75 + 67.07 W.;--h, 19.65 20.86 13.36 14.18 21.13 21.95 OWDir- 2.94 10.67 LD AN 09/27/2023 N'A Base Height= 0.5 Base Height = 0.5 50 21 .86 14.86 22.63 = 518.18 = 204.00 = 27.27 = 347.73 = 51.14 = 343.09 F, Ft>< Story W,(PLF) H,(ft) Sum(F;) Sum(W;) Fp,(PLF) /rum(W1xh1) (PLF) Min OX_ROOF 749.45 22.33 0.7148 96.37 96.37 749.45 96.37 89.85 ox_,_FLR 741.95 9 0.2852 38.45 134.82 1491.4 67.07 88.95 DIAPHRAGM DESIGN: Story Width Depth SeiST1ic Wind Diaphragm (ft) (ft) Shear (plf) Chord ~bl Shear (plf) Chord (lb) OX_ROOF 22 23 46.1 253.5 38.9 214.2 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6", 6", 12" 0 .C. (Shear Capacity: E=180/W=252l ox_,_ FLR 22 23 42.5 234 65.7 361.5 19/32 Sheathing and Single-Floor Unblocked w/1 Od COMMON NAILS al 6", 6", 12" O.C. (Shear Capacity: E=215/W=301 l 13/32 I.G23 06 30 =67.75 = 67.07 = 134.82 PLF Ft>< Ft>< Max Design 179.7 96.37 177.9 88.95 Chord (10 ) 16d snker per top plate splice (1 O ) 16d snker per top plate splice - TIC Structure Des1an 2023 C0 Company Proiect RE Job No. Plan Building Dimension (ft): B = 23 Section Dimension (ft): Width= 23 CORE STRUCTURE. INC. Designed Jayson & Candme Robinson Checked 23191 Date Client SECTION D -DIRECTION Y Mean Height= 23 Wind Height = 25 Plate Height: ROOF= 12' 1-FLR.DEPTH = 16" L = 22 Depth= 22 1-FLR = 9' WNOLOAO: LIB =22123=0.96. Windward Wall Cpw = 0.8. Leeward Wall Cpl= -0.5. % = 18.61 PSF Wall(LW) P = GC~% = 7.91 PLF WIND HEIGHT (FT): 15 q,=0.00256K,Kz,KdV2 17.05 Wall(WW) P = GC.,_q, Wall P = GC.,_q,+GCi;qh ROOF ELEMENT Hip W=23'. L=22'. Slope = 9_45• WW Hip W=23', L=22'. Slope= 9.46" LW 11.59 19.5 WOir+ -0.52 20.68 m H W ~ 18.05 18.85 19.65 20.86 12.27 20.18 WOir- 17.34 2.81 12.82 20.73 OWDirt 20.68 -0.52 13.36 21.27 OWDir- 2.81 17.34 14.18 22.09 DY _ROOF = 85.87 = 0.6 X 143.11 PLF PLF DY_1_FLR = 138.45 = 0.6 X 230.76 MAX TOTAL = 224.32 PLF SEISMIC LOAD: V = 0.0904W W_ROOF: W_1-FLR: Load_Roof (DL) Wall_Ex (DL) Wall_ln (DL) Cs"W Load_Floor (DL) Load_Deck (DL) Wall_Ex (DL) cs•w TOTAL SEISMIC LOAD = 15 X 760 I 23 = 17 X 46 x (1212) I 23 = 10 X 10 X (12/2)/ 23 = 0.0904 X (495.65 + 204.00 + 26.09) =15x510/23 =15x75 /23 = 204 + 17 X 46 X (9/2) / 23 = 0.0904 X (332.61 + 48.91 + 357.00) = 65.61 + 66.76 W.,;t.h, F, 50 21.86 14.86 22.77 = 495.65 = 204.00 = 26.09 = 332.61 = 48.91 L.D AN 09/27/2023 NA Base Height = 0.5 Base Height= 0.5 = 357.00 I Story W,(PLF) H,(ft) Sum(F1) Sum(W;) Fp,(PLF) Fl'< /rum(W1xh1) (PLF) Min DY_RDOF 725.74 22.33 0.7091 93.87 93.87 725.74 93.87 87.01 DY_1_FLR 738.52 9 0.2909 38.5 132.37 1464.26 66.76 88.54 DIAPHRAGM DESIGN: Story Width Depth Sei9"iC Wind Diaphragm (ft) (ft) Shear (plf) Chord Ob) Shear (plf) Chord (lb) DY_ROOF 23 22 49.1 282.1 44.9 258.1 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6", 6", 12" O.C. (Shear Capacity: E=1801W=252) DY_1_ FLR 23 22 46.3 266.1 72.4 416.1 19/32 Sheathing and Single-Floor Unblocked w/10d COMMON NAILS at 6", 6", 12" O.C. (Shear Capacity: E=215/W=301) - 14/32 'A323 06 30 = 65.61 = 66.76 = 132.37 PLF Fl'< Fl'< Max Design 174.01 93.87 177.08 88.54 I Chord (10) 16d sinker per top plate splice (10 ) 16d sinker per top plate splice TIC Structure Desian 2023 C0 Company Project RE Job No. Plan A. SHEAR.WALL SCHEDULE Panel Sheathing Edge Type Nail SW1 3/8" 8d@6 Sheathing SW2 3/8" 8d@4 Sheathing SW3 3/8" 8d@3 Sheathing SW4 3/8" 8d@2 Sheathing sws 15/32" 10d @ Structural I 2 SW3D 3/8" 8d@3 Sheathing SW4D 3/8" 8d@2 Sheathing SWSD 15/32" 10d @ Structural I 2 B. HOLDOWN SCHEDULE Holdown Min. Post STHD10@corner 4X4 STHD10 4X4 STHD14 4X4 HTTS 4X4 HDU8 4XB HDU11 4X8 HDU14 4X8 HD19 6X8 C. HOLDOWN STRAP SCHEDULE Strap Min. Post CS16 2X4 (2)CS16 2-2X4 (2)CS14 2-2X4 CMST1 4 4X4 (3)CS14 3-2X4 CMST1 2 4XB (2)CMST14 4X8 (2)CMST12 6X8 : CORE STRUCTURE, INC. Designed Jayson & Candine Robinson Checked 23191 Date Client SHEARWALLANDHARDWARESCHEDULES (Design Code: 2022 CBC) vG23 06 30 L.D. : AN. : 09/27/2023 N/A Field Seismic Wind Sole Plate Nailing Shear Clip M udsill Anchors Ga Nall Allowable(plf) Allowable(plf) 2x Mudsill 3x Mudsill (k/in) 8d@ 260 364 16d Nails@6 A35@24 5/8 X 10 13 12 @48 - 8d@ 380 532 16d Nails@4 A35@ 16 5/8 X 10@ 19 12 42 - 8d@ 490 686 16d Nails@3 A35@8 5/8x10@ 25 12 36 - 8d @ 640 896 16d Nails@2 A35@8 5/8 X 10@ 39 12 24 - 10d@ 800 1120 (2) Rows Stagg, 16d A35@6 5/8 X 10 51 12 Nails@3 @18 - 8d@ 980 1372 SDS1/4x6 @ 4 (Both 5/8x12@ 50 12 Sides)A35@8 -22 8d @ 1280 1792 SDS1/4x6@3 (Both 5/8 X 12@ 78 12 Sides)A35 @8 -16 10d @ 1600 2241 SDS1/4x6@ 2 (Both 5/8 X 12 102 12 Sides)A35 @6 -@8 Connectors Anchor Bolt Allowable (lbs) Displacement all da (in) Remarks 28-1 6d N'A 2940 0.146 HD1 28-16d N'A 3400 0.146 HD1 38-16d N'A 3815 0.164 HD2 26-10d 5/8" 4350 0.12 HD3 20-SDS1/4x2 1/2 7/8" 7870 0.113 HD4 30-SDS1/4x2 1/2 1" 11175 0.137 HOS 36-SDS1/4x2 1/2 1" 14375 0.177 HD6 5-THR. BOLTS 1" 1 1/4" 19360 0.18 HD? Connectors Allowable (lbs) Displacement all da (in) Remarks 22-10d 1705 0.026 A 22-10d 3410 0.026 B 30-10d 4980 0,031 C 80-16d 6490 0.052 D 30-10d 7470 0.031 C* 104-16d 9200 0.069 E 80-16d 12980 0.052 F 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails per top plate splice Allowable Tension Loads Remarks Type Ga Fasteners Simpson ST22 16 18-1 6d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72" 12 74-16d 42-16d sinker 9215 G 15/32 TIC Structure Des1on 2023 co Company ProJect RE Job No. Plan UUFT 1. 0.6D -0.6W 2. (0.6 -0.14Sds)D -0.7pE CORE STRUCTURE INC. Designed Jayson & Candine Robinson Checked 23191 Date Client OVERTURNING LOAD COMBINATIONS (Design Code: 2022 CBC) 1. D+0.6W 2. D + 0.75(L +Lr+ 0.6W) 3. D + 0.75(L + S + 0.6W) DOWN 4. (1+0.105Sds)D + 0.75(L + S + 0.7pE) 5. (1+0.14Sds)D + 0.7pE 16/32 ..G23 06 30 L.D AN 09/27/2023 NA TIC Structure Des1an 2023 C0 RE SW_UNEA.2 Exterior Wall Loads Company Project Job No. Plan 2nd Floor Drection Y CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.47, -22.00) SECTION DY_ROOF: W=987 LB, E=1080 LB (23ft) Wall Self-Weight Seismic = 255 LB W(LB)987 E(LB) 1658 -G23 06 30 Designed L.D Checked AN. Date 09/27/2023 Client N/A Passed 1 .0 ===-=:::::::---v::::=:::::---- • Strap Shearwall Design Total Length (ft): 22.00 USE TYPE: SW2 Total panel Length (fl): 8.00 537 p = 1.3 Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SWType Remarks Height (ft) Wind I Seismic (plf) Wind l Seismic A 8.00 12.00 1.50 123 I 207 380 532 I 380 SW2 Overturning Forces Left Forces lb) Right Forces (lb) Panel Dup I D<b.Yn l L I Lr s I w l E Dup I D<b.Yn I L I Lr I s I w I E A 816 I 211 I 0 I 0 0 I 1529 I 1975 816 I 211 T 0 l 0 l 0 I 1529 I 1975 Holdown & Deflection Check Net Left Right Panel Panel Width (ft) Height Ratio Ratio Deflection (in) (ft) Uplift Down Holdown/Post Uplift Down Holddown/Post Actual Allowable (LB) (LB) (LB) (LB) A 8.00 12.00 2174 2871 (2)CS16/2-2X4 0.64/0.44 2174 2871 (2)CS16/2-2X4 0.64/0.44 0.992 2.880 17/32 TIC Structure Desi n 2023 C RE SW_UNE B.2 Exterior Wall Loads Company Proiect Job No. Plan 2nd Floor Drection Y CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(46.47, -22.00) SECTION DY_ROOF: W=987 LB, E=1080 LB (23ft) Wall Self-Weight Seismic= 228 LB W(LB)987 E(LB) 1632 Designed Checked Date Client L.D. AN. 09/27/2023 N/A ',,{,23.06.30 Passed ==-----~ • Strap Shearwall Design Total Length (ft): 22.00 USE TYPE: SW2 Total panel Length (ft): 8.00 p = 1.3 Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SWType Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A 8.00 12.00 1.50 123 I 204 380 532 1 380 SW2 Overturning Forces Panel Left Forces (lb) Right Forces (lb) D14> I D<b.Yn l L I Lr I s I w I E D14> I D<b.Yn I L I Lr I s I w I E A 816 I 271 I 0 I 0 I 0 I 1529 I 1943 816 I 271 I 0 I 0 I 0 I 1529 I 1943 Holdown & Deflection Check Net Left Right Panel Panel Width (ft) Height Ratio Ratio Deflection (in) (ft) Uplift Down Holdown/Post Uplift Down Holddown/Post Actual Allowable (LB) (LB) (LB) (LB) A 8.00 12.00 2133 2830 (2)CS16/2-2X4 0.63/0.43 2133 2830 (2)CS16/2-2X4 0.63/0.43 0.975 2.880 18/32 TIC Structure Des1on 2023 c o RE SW_UNE 1.2 Exterior Wall Loads Company Project Job No. Plan 2nd Floor Drection X CORE STRUCTURE, INC. : Jayson & Candine Robinson 23191 Location:(23.47, -22.00) SECTION DX_ROOF: W=896 LB, E=1060 LB (22ft) Wall Self-Weight Seismic= 207 LB Designed Checked Date Client W/L8)896 E(LB) 1585 l .._______,______._....,....----4]' 15.0 8.0 • Strap Shearwall Design Total Length (ft): 23.00 USE TYPE: SW2 Total panel Length (ft): 8.00 A 1033 p = 1.3 -.<323 06 30 L.D. AN. 09/27/2023 N/A Passed Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A 8.00 9.00 1.13 112 I 198 380 532 I 380 SW2 Overturning Forces Panel Left Forces (lb) Right Forces (lb) D~ I Dcb,m I L I Lr I s I w I E D~ I Dcb,m l L l Lr l s I w I E A 612 I 203 I 0 I 0 T 0 I 1024 I 1393 612 I 203 I 0 I 0 I 0 I 1024 I 1393 Holdown & Deflection Check Net Left Right Panel Panel Width (ft) Height Ratio Ratio Deflection (in) (ft) Uplift Down Holdown/Post Uplift Down Holddown/Post Actual Allowable (LB) (LB) (LB) (LB) A 8.00 9.00 1516 2039 CS16/2X4 0.89/0.62 1516 2039 CS16/2X4 0.89/0.62 0.767 2.160 19/32 TIC Structure Des I n 2023 C RE SW_UNE2.2 Exterior Wall Loads Company Project Job No. Plan 2nd Floor Drection X CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.47, 0.00) SECTION DX_ROOF: W=B96 LB, E=1060 LB (22ft) Wall Self-Weight Seismic = 160 LB W LB)896 E(LB) 1538 14.S USE STANDARD SIMPSON HIGH STRONG WALL WOOD SHEARWALL Total Length (ft): 23.00 Total panel Length (ft): 1.50 p = 1.3 No. of Panel Model Wind Shear (lbs) Dist. Shear I Allow. Shear 1 WSWH18x8 896 I 3880 20/32 Designed Checked Date Client 1 .0 Seismic Shear (lbs) L.D. AN. 09/27/2023 N/A -.<323.06.30 Passed Deflection (in) Dist. Shear I Allow. Shear Wind I Seismic I Allow. 1538 I 3060 0.12 l 0.196 I 2.88 TIC Structure Desion 2023 C0 Company CORE STRUCTURE, INC. RE Proiect Jayson & Candine Robinson SW_UNEA1 Exterior Wall Loads Job No. Plan 1st Floor Drection Y 23191 Location:(23.47, -19.98) SECTION DY_ 1_FLR: W=2654 LB, E=443 LB (23ft) SW_LINE A.2: W=987LB, E=1658LB@-2 ft to 22 ft (100%) Wall Self-Weight Seismic= 415 LB W(LB 987 E(LB) 1858 4. W LB 3641 E(LB) 2649 ---:::::::::::: 663 ' • Strap : Post/stud required to transfer load from above Shearwall Design Total Length (ft): 20.00 USE TYPE: SW2 Total panel Length (ft): 10.00 p = 1.3 l.<323 06 30 Designed L.D Checked AN. Date 09/27/2023 Client NA Passed 1 0 30 Panel Width (ft) Net H/W Actual (pit) Allowable Adjusted Allowable (pit) SW Type Remarks Height (ft) Wind I Seismic (pit) Wind I Seismic A 10.00 9.00 0.90 364 I 265 380 532 I 380 SW2 Overturning Forces Left Forces (lb Right Forces (lb) Panel t---D-~-,--D-<bNn----r--L----r--Lr--+_,_S_---r-_W_---r-_E_-+-_D_~-..---D-<bNn----r---L-'=-..----Lr----,--'--''-S-~-W----,---E----i A 765 203 0 0 0 4599 3469 765 203 0 0 0 4599 3469 Holdown & Deflection Check Net Left Right Panel Deflection (in) Panel Width (ft) Height Ratio Ratio (ft) Uplift Down Hold own/Post Uplift Down Hold down/Post ~tual Allowable (LB) (LB) (LB) (LB) A 10.00 9.00 4140 4802 KTT5/4X4 0.95/0.63 4140 4802 KTT5/4X4 0.95/0.63 1.602 2.160 21/32 TIC Structure Desian 2023 C0 RE SW_UNE B.1 Exterior Wall Loads Company Project Job No. Plan 1st Floor Drection Y CORE STRUCTURE, INC. Jay.;on & Candine Robinson 23191 Location:(46.47, -19.98) SECTION DY_ 1_FLR: W=2654 LB, E=443 LB (23ft) SW_LINE B.2: W=987LB, E=1632LB@ -2 ft to 22 ft (100%) Wall Self-Weight Seismic = 384 LB W(LB 987 E(LB) 1632 W LB 3641 1 .0 3.0 0. 4. 1. E(LB) 2591 I ~~ r A ==---=-=------= 452 . • Strap : Post/stud required to transfer load from above Shearwall Design Total Length (ft): 20,00 USE TYPE: SW1 Total panel Length (ft): 12.00 p = 1,3 vG23 06 30 Designed L.D. Checked : AN. Date 09/27/2023 Client NIA Passed Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A&B I I SW1 (1 ) Overturning Forces Left Forces lb) Right Forces (lb) Panel Dup Ddown L Lr s w E Dup Ddown L Lr s w E A 1326 203 0 0 0 2274 1688 0 0 0 0 0 2771 1517 B 0 0 0 0 0 2771 1517 1326 203 0 0 0 2274 1688 Holdown & Deflection Check Net Left Right Panel Deflection (In) Panel Width (ft) Height Uplift Down Ratio Uplift Down Ratio (ft) (LB) (LB) Hold own/Post (LB) (LB) Holddown/Post Actual Allowable A 6.00 9.00 1554 2478 HTT5/4X4 0.36/0.32 2771 2771 HTT5/4X4 0.64/0.36 1.398 2.160 B 6.00 9.00 2771 2771 HTT5/4X4 0.64/0.36 1554 2478 HTT5/4X4 0.36/0.32 1.398 2.160 (1) See shear wall v.ith opening report 22/32 TIC Structure Des,an 2023 -.<323 06 30 C0 Company CORE STRUCTURE. INC. Designed L.D. Proiect Jayson & Candine Robinson Checked AN RE Job No 23191 Date 09,'27/2023 Plan Client NIA SHEARWALL WITH OPENING: SW_UNE B.1 1st Floor Panel A&B PASSED General L) Wind W(lbs) Seismic E (lbs) Total 'Neill wdth L (ft) 3641 2591 20.00 9.00 3.50 3.00 2.50 6.00 8.00 6.00 r L2 r L2n-3 •r L2n-2 r L2n-! '.:L. ...------------------, Plate height H (ft) H1 (ft) H2 (ft) H3 (ft) L 1 (ft) L2 (ft) L3 (ft) Analysis Calculate f-bld-do'Ml Force: T = C = 1638.36 lb (WIND) 1165.86 lb (SEISMIC) Calculate shear stress above va =vb= 273.06 plf (WIND) and below openings: 194.31 plf (SEISMIC) WIND ai (ft) Lpi (ft) Pier shear stresses Strap Force Corner shear stresses Vpi (lb) vpi (plf) Fi (lb) Vai (lb) vai (plf) 4.00 10.00 1820.40 303.40 1092.24 728.16 121.36 4.00 10.00 1820.40 303.40 1092.24 728.16 121.36 Shearwall Type and Strap Max Actual (plf) Allo'Nclble Adjusted Adjusted Allo'Nclble (plf) Wind Seismic 303.40 215.90 Calculate Deflection Deflection: t,.= 8 v h3 EAb (plf) Factor by t-l/W 260 1.00 v h h da +-----+---1000Ga b Shear capacity adjustment factor Co Wind 364 Ao: Total area of opening in the perforated shear 'Neill individual opening areas calculated as the opening wdth times the clear opening height Total length of 'Neill wth full sheathing b Ulit shear v Delta Left 6.L Delta Right 6.R Max Deflection = (Cd/I) x Max(6.L,6.R) x 1.4 Allo'Nclble Defl. = 0.02 x h = 12.00 ft Max(W, = E) =303.40 -~-plf CoLLi = 0.25 in = 0.25 in = 1.40 in =2.16in Seismic 260 23/32 VQ o,l f o,2 Pl □ c Pn Lpl L 2 Lpn I vb vb SEISMIC Pier shear stresses Strap Force Corner shear stresses Vpi (lb) vpi (plf) Fi (lb) Vai (lb) vai (plf) 1295.40 215.90 777.24 518.16 86.36 1295.40 215.90 777.24 518.16 86.36 Shearwall Strap Design Type Max Force (lb) Selected Allo'Nclble (lb) SW1 1092.24 CS16 1705 TIC Structure Desi n 2023 C RE SW_UNE 1.1 Exterior Wall Loads Company Project Job No. Plan 1st Floor Drection X CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.47, -19.98) SECTION DX_ 1_FLR: W=2290 LB, E=384 LB (20ft) SW_LINE 1.2: W=896LB, E=1585LB@ 0 ft to 23 ft (100%) Wall Self-Weight Seismic= 394 LB W LB)896 Designed Checked Date Client E(LB) 1585 ~---=---~~-~--I 1 . W LB 3186 E(LB) 2479. . 3.0 l ._______...___--------®.---. 1· 2077 • Strap : Post/stud required to transfer load from above Shearwall Design Total Length (ft): 23.00 USE TYPE: SW2 Total panel Length (fl): 8.00 p = 1.3 L.D AN. 09/27/2023 N/A \.<323.06.30 Passed Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A 8.00 9.00 1.12 398 I 310 380 532 I 380 SW2 Overturning Forces Panel Left Forces (lb) Right Forces (lb) D~ I Ddawn I L I Lr I s I w I E D~ I Ddawn I L I Lr I s I w I E A 612 I 203 I 0 I 0 I 0 I 3720 I 2226 612 I 203 I 0 I 0 I 0 I 3720 I 2226 Holdown & Deflection Check Net Left Right Panel Deflection (in) Panel Width (ft) Height Uplift Down Ratio Uplift Down Ratio (ft) (LB) (LB) Holdown/Post (LB) (LB) Holddown/Post Actual Allowable A 8.00 9.00 3353 3924 HTT5/4X4 0.77/0.51 3353 3924 HTT5/4X4 0.77/0.51 1.722 2.160 24/32 TIC Structure Desian 2023 l,{323 06 30 C0 Campany CORE STRUCTURE, INC. Designed L.D. Project Jayson & Candine Robinson Checked AN. RE Job No. 23191 Date 09/27/2023 SW_UNE 2.1 Exterior Wall Loads Plan 1st Floor Drection X Location:(23.47, 0.02) SECTION DX_ 1_FLR: W=2290 LB, E=384 LB (20ft) SW_LINE 2.2: W=B96LB, E=1538LB@0 ft to 23 ft (100%) Wall Self-Weight Seismic= 231 LB W(LB)896 E(LB) 1538 W(LB 3186 E(LB) 2269 ' : Post/stud required to transfer load from above 14.5 17.0 USE STANDARD SIMPSON HIGH STRONG WALL WOOD SHEARWALL Total Length (ft): 23.00 Total panel Length (ft): 1.50 p = 1.3 Client N/A 1 .0 l l No. of Panel Model Wind Shear (lbs) Seismic Shear (lbs) 1 Dist. Shear WSWH18x9 3186 Anchor Bolt Layout WSWH12 WSWH18 WSWH24 I I 8¼ 14 20 Allow. Shear Dist. Shear I Allow. Shear 3325 2269 I -•p• ----B r.-1 c5 WSWH Plan View Anchorage Layout 2575 _j_ 6 11¾' Uplift/tension force per anchorage: (Rho= 1.3) WSWH 18 (W) = ((896* I 2)+(3 186*9))/( I 4"/12)/0.6 = 56.3 kips (LRFD) / 33.8 kips (ASD) (E) = ((I 538* 12)+(2269*9))/( 14"/12)/0.7 = 47.6 kips (LRFD) / 33.3 kips (ASD) 25/32 Passed Deflection (in) Wind I Seismic I Allow. o.575 I 0.396 I 2.16 I Beam on Elastic Foundation UC#: KW-06014368, Build:20.23.2.14 DESCRIPTION: --None-- CODE REFERENCES Project Title: Engineer: Project ID: 23191 Project Descr: Core Structure, inc. Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 Material Properties re 112 = 2.0 ksi d> Phi Values Flexure : 0.90 fr = fc ·1.50 = 335.410 psi Shear : 0.750 \JI Density 145.0 pcf ~ 1 = 0.850 ')..,_ Lt Wt Factor 1.0 Elastic Modulus = 3,155.92ksi Soil Subgrade Modulus 250.0 psi / (inch deflection) Load Combinatiol)BC 2021 fy -Main Rebar 60.0 ksi Fy -Stirrups = 40.0 ksi E -Main Rebar 29,000.0 ksi E -Stirrups = 29,000.0 ksi Stirrup Bar Size # # 4 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, • • W(5 . ~-.a):~ Lr(5 .7) L (0 .5) Cross Section & Reinforcing Details Rectanaular Section, Width = 30.0 in, Heiaht = 24.0 in Span #1 Reinforcina .... Project File: 23191.ec6 (c) ENERCALC INC 1983-2022 • • • • • • 4-#5 at 3.0 in from Bottom, from 0.0 to 9.50 ft in this span Applied Loads 4-#5 at 3.0 in from Top, from 0.0 to 9.50 ft in this span Service loads entered. Load Factors will be applied for calculations. Point Load : W = 56.30, E = 47.60 k @ 4.250 ft Point Load: W = -56.30, E = -47.60 k@ 5.250 ft Point Load: D = 2.70, Lr = 5.70, L = 0.50 k@ 7.680 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable 0.218 : 1 Typical Section -25.203 k-ft 115.806 k-ft Load Combination +1 .20D+0.50Lr+0.50L +W Location of maximum on span 5.253 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Soil Pressure = Allowable Soil Pressure = 1.482 ksf at 0.00 ft LdComb: W Only 2.0 ksf OK Shear Stirrup Requirements Between 0.00 to 4.25 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 4.36 to 5.14 ft, Vu> PhiVc, Req'd Vs= 2.443, use stirrups spaced at 10.500 in Between 5.25 to 9.28 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatior lending Stress Results ( k-ft Load Combination Location (ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio ----MAXimum Bending Envelope Span# 1 1 7.712 5.57 115.i6/32 0.05 +1.40D 0.000 in 0.000 in 0.041 in -0.041 in Design OK Project Title: Engineer: Project ID: 23191 Project Descr: Beam on Elastic Foundation Project File: 23191.eca UC#: KW-06014368, Build:20.23.2.14 DESCRIPTION: --None-- Load Combination Segment Length Span# Span# 1 1 +1.20D+0.50Lr+1.60L Span# 1 +1.20D+1.60L Span # 1 +1.20D+1.60Lr+0.50L Span# 1 + 1.20D+1.60Lr+0.50W Span# 1 +1.20D+0.50L Span# 1 +1.20D+0.50W Span# 1 +1.20D+0.50Lr+0.50L +W Span# 1 +1 .20D+0.50L +W Span# 1 +1 .20D+0.50L +E Span# 1 +0.90D+W Span# 1 +0.90D+E Span# 1 1 Location (ft) in Span 7.712 7.712 7.712 7.712 7.712 7.712 9.388 9.388 9.388 9.388 9.388 9.388 Core Structure, inc. 3ending Stress Results ( k-ft Mu : Max Phi*Mnx Stress Ratio 1.67 115.81 0.01 3.04 115.81 0.03 1.78 115.81 0.02 5.57 115.81 0.05 2.86 115.81 0.02 1.54 115.81 0.01 -0 01 115.81 0.00 -0.01 115.81 0.00 -0.02 115.81 0.00 -0.01 115.81 0.00 -0.02 115.81 0.00 -0.02 115.81 0.00 Overall Maximum Deflections -Unfactored Lo Load Combination Span 1 Span 1 Max. "-" Defl Location in Span Load Combination Span 1 0.0412 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) +0.90D+W 1 0.00 21.00 0-:-20-0-:-20 0.00 1.00 44.80 +0.90D+W 1 0.11 21.00 0.58 0.58 0.02 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.22 21.00 0.95 0.95 0.09 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.34 21.00 1.32 1.32 0.19 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.45 21.00 1.67 1.67 0.34 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.56 21.00 2.02 2.02 0.53 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.67 21.00 2.36 2.36 0.75 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.78 21.00 2.70 2.70 1.02 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.89 21.00 3.02 3.02 1.32 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.01 21.00 3.34 3.34 1.66 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.12 21.00 3.64 3.64 2.03 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.23 21.00 3.94 3.94 2.44 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.34 21.00 4.23 4.23 2.88 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.45 21.00 4.52 4.52 3.35 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.56 21.00 4.79 4.79 3.85 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.68 21.00 5.06 5.06 4.39 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.79 21.00 5.31 5.31 4.96 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.90 21.00 5.56 5.56 5.55 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.01 21.00 5.80 5.80 6.17 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.12 21.00 6.04 6.04 6.82 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.24 21.00 6.26 6.26 7.49 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.35 21.00 6.48 6.48 8.19 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.46 21.00 6.68 6.68 8.92 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.57 21.00 6.88 6.88 9.66 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.68 21.00 7.07 7.07 10.43 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.79 21.00 7.25 7.25 11.22 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.91 21.00 7.43 7.43 12.03 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.02 21.00 7.59 7.59 12.86 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.13 21.00 7.75 7.75 13.71 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.24 21.00 7.90 7.90 14.58 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.35 21.00 8.03 8.03 15.46 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.46 21.00 8.16 8.16 16.36 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.58 21.00 8.29 8.29 17.27 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.69 21.00 8.40 8.40 18.20 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.80 21.00 8.50 8.50 19.14 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.91 21.00 8.60 8.60 ~~:~7/3~~ 44.80 Vu< PhiVc/2 +0.90D+W 1 4.02 21.00 8.69 8.69 44.80 Vu < PhiVc/2 +0.90D+W 1 4.14 21.00 8.76 8.76 22.02 1.00 44.80 Vu < PhiVc/2 (c) ENERCALC INC 1983-2022 Max."+" Defl Location in Span -0 0412 9.500 Phi*Vs Spacing (in) (k) Req'd Suggest ot eq 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 NotReqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 000 0.00 NotReqd 0.00 0.00 NotReqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 NotReqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: 23191 Project Descr: I Beam on Elastic Foundation Project File: 23191.ec6 UC#: KW-06014368, Build:20.23.2.14 Core Structure, inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: --None-- Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+W 1 4.25 2 .00 8.83 8.83 23.00 1.00 44.80 u < I ot eq 0.00 0.00 +0.90D+W 1 4.36 21.00 -47.41 47.41 17.86 1.00 44.80 Vu > PhiVc 2.610 0.00 10.50 +0.90D+W 1 4.47 21.00 -47.36 47.36 12.56 1.00 44.80 Vu> PhiVc 2.559 0.00 10.50 +0.90D+W 1 4.58 21.00 -47.32 47.32 7.27 1.00 44.80 Vu> PhiVc 2.517 0.00 10.50 +0.90D+W 1 4.69 21.00 -47.28 47.28 1.98 1.00 44.80 Vu> PhiVc 2.484 0.00 10.50 +0.90D+W 1 4.81 21.00 -47.26 47.26 3.31 1.00 44.80 Vu> PhiVc 2.460 0.00 10.50 +0.90D+W 1 4.92 21.00 -47.24 47.24 8.59 1.00 44.80 Vu> PhiVc 2.445 0.00 10.50 +0.90D+W 1 5.03 21.00 -47.24 47.24 13.87 1.00 44.80 Vu> PhiVc 2.440 0.00 10.50 +0.90D+W 1 5.14 21.00 -47.24 47.24 19.15 1.00 44.80 Vu> PhiVc 2.443 0.00 10.50 +1.20D+0.50Lr+0.50L +1/v 1 5.25 21.00 9.44 9.44 25.20 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 5.36 21.00 9.48 9.48 24.15 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 5.48 21.00 9.51 9.51 23.09 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 5.59 21.00 9.53 9.53 22.02 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 5.70 21.00 9.55 9.55 20.96 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 5.81 21.00 9.56 9.56 19.89 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 5.92 21.00 9.56 9.56 18.82 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 6.04 21.00 9.55 9.55 17.76 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 6.15 21.00 9.54 9.54 16.69 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 6.26 21.00 9.52 9.52 15.62 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 6.37 21.00 9.50 9.50 14.56 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +1/v 1 6.48 21.00 9.47 9.47 13.50 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +1/v 1 6.59 21.00 9.43 9.43 12.44 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 6.71 21.00 9.39 9.39 11.38 1.00 44.80 Vu< PhiVc/2 NotReqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +1/v 1 6.82 21.00 9.34 9.34 10.33 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 6.93 21.00 9.28 9.28 9.29 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +1/v 1 7.04 21.00 9.22 9.22 8.25 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +1/v 1 7.15 21.00 9.15 9.15 7.22 1.00 44.80 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 7.26 21 .00 9.07 9.07 6.20 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +1/v 1 7.38 21 .00 8.99 8.99 5.19 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50W 1 7.49 21.00 8.96 8.96 1.23 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50W 1 7.60 21.00 9.14 9.14 2.23 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 7.71 21.00 -5.79 5.79 5.57 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 7.82 21 .00 -5.46 5.46 4.92 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 7.94 21.00 -5.13 5.13 4.31 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.05 21.00 -4.79 4.79 3.74 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.16 21 .00 -4.45 4.45 3.20 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.27 21.00 -4.09 4.09 2.71 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.38 21.00 -3.73 3.73 2.25 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.49 21.00 -3.37 3.37 1.83 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.61 21 .00 -3.00 3.00 1.45 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.72 21 .00 -2.62 2.62 1.12 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 8.83 21 .00 -2.23 2.23 0.83 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.94 21 .00 -1.84 1.84 0.58 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 9.05 21 .00 -1.44 1.44 0.37 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 9.16 21.00 -1.04 1.04 0.21 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+1.60Lr+0.50L 1 9.28 21 .00 -0.63 0.63 0.09 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 9.39 21 .00 -0.21 0.21 0.02 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 28/32 C RE ORTHOGONAL DIRECTION CHECK • CORNER OF GRID 1.1 AND GRID B.1: Uplift @Grid 1.1 : = 3353 Uplift @Grid 8.1: = 1554 Sum Uplift at corner: 3353 + 0.33x1554 = 3866# < HTT5 Capacity = 4350# (OK) 29/32 C RE (AJl/2"0lAG,!iC~0 u-. ~Tttl iltNUNG WI r eMeco , .. M' ADD 2• tll.CX:i,n~ 0 ~~ -.._ ~ NCtOCO TO RCarvt l """""°"""' "°""'°'°'n.wNGl"'t'R.l'\AN ,; 0 0 T a a a a "--CUTOUTl"l.'l'WOOO AA.OVNO MAU NOTt: IW"t:ilt TO AACMrTtCTUAAL DltA'NING!>l"C«.INro«MATION NOT - Design guardrail connector Note: Guardrail shall be support 200# lateral load or SO plf distribute load. Moment due to point load (Max. spacing @48" O.C.) Mn = 200# X ( 42") = 8400 #.in Pull out load on 1 lag screw: T = ½*(Mn /3.S")= 1200 # < 1.395k-# (OK) Allowable withdraw force per (1) ½"X7" lag screw= 1.395# (please see next page) :. Use ( 4) ½" lag screw w / Min. 7" embedment as shown Core Structure, Inc, 23172 Plaza Pointe Dr., Suite 145, La&Ja~lls, CA 92653 949-954-7244 517/2019 Connection Calculator Design Method! Connection Type! Fastener Type! Loading Scenario! " Submit Initial Values I I Main Member Typelll Douglas Fir-Larch .-i1 I Main Member:111 9 5 • Thickness • in· " 11 Side Member Typelli Steel ~I Side Member Thicknessill 1/4 in. ·ll Washer Thickness! 1/8 in. " Nominal Diameter! 1/2 in. " Lengthj 7 in. " Load Duration Factorlli C D:::; 1.0 "ii Wet Service Factor! C M:::; 1.0 " End Grain Factorj C eg:::; 1.0 " Temperature Factor! Ct:::; 1.0 " Calculate Connection Capacity Connection Yield Mode Descriptions Limits of Usq Diaphragm Factor He! Load Duration Factor! Technical Hel Show Printable View I 11 Adjusted ASD Capacity 111395 lbs. ii • The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does n.21 address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Provides users with a web-based approach to calculating capacities for single bolts, nails, lag screws and wood screws per the 2005 NOS. Both lateral (single and double shear) and withdrawal capacities can be determined. Wood-to wood, wood-to-concrete, and wood-to-steel connections are possible. 0 App0st~;~ Connection Calculator available for the iPhone. ~ c~·t;~~glc play Connection Calculator available for the Android OS. 31/32 https://www.awc.org/codes-standards/calculators-software/connectioncalc 2/3 TIC Structure Des, n 2023 C RE Footing/Pad ID: 1 Loads: Design Footing: Design Pad: Company Pro1ect Job No Plan SP2 OF BEAM SB1 CORE STRUCTURE. INC. Ja)'Son & Candine Robinson 23191 Designed Checked Date Client Soil Bearing: SB = 1500 PSF Post 'Mth parallel to footing: Bp = 3.5 in Weight of Footing Weight of Pad Wall_Ex POINT 375.00 PLF = 150 x 1.25' x 2.00' 3675.00 LB= 150 X 3.50' X 3.50' X 2.00' 153PLF =9 x 17 From Support 2 of Beam SB1 (13545LB) Total Weight: Wtotal = 528 PLF Footing Width Required: Bf= Wtotal I SB= 528/1500 x 12 = 4.22 in USE 15" WIDE X 24" DEEP Continuous Footing with #4 Cont. @T & B (U.N.O) Total Point Load (Ptotal) = 17220 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 15 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)l 144 = 9921.88 LB Allowable Point Load on Footing: Pallow= Pcap -(WtotalX S) / 12 =7127.88 LB Required Pad Area= Ptota1ISB = 17219.9118519965/1500 = 11.48 Ft2 USE 3'-6" SQ x 24" DEEP PAD with (5) #4@ Bottom, E.W. Footing/Pad ID: 2 SP1 OF BM#7 & SP2 OF BM#5 Soil Bearing: SB= 1500 PSF Loads: Post .,.,;th parallel to footing: Bp = 3.5 in Design Footing: Design Pad: Weight of Footing Weight of Pad Wal/_Ex POINT POINT 150.00 PLF = 150 x 1.00' x 1.00' 900.00 LB= 150 x 2.00' x 2.00' x 1.50' 153PLF =9 x 17 From Support 1 of Beam 7 (1573LB) From Support 2 of Beam 5 (867LB) Total Weight: Wtotal = 303 PLF Footing Width Required: Bf= Wtotal I SB = 303/1500 x 12 = 2.42 in USE 12" WIDE X 12" DEEP Continuous Footing with #4 Cont.@ T & B (U.N.O) Total Point Load (P10ta1) = 3340 LB S=3.5 +2x(12+6)=39.50in Width=12in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937 .50 LB Allowable Point Load on Footing: Pa11ow= Pcap -(WtotalX S) / 12 =3940.13 LB NO PAD IS NEED I 32/32 L.D AN. 09/27/2023 N/A -.<323 06 30 C RE Structural Calculations JAYSON & CANDINE ROBINSON 1295 BUENA VISTA WAY, CARLSBAD , CA 92008 Project No.: 23191 November 30, 2023 Amir Deihimi, Principal " > t--0 C RE Design Criteria Framing Design Lateral Design Foundation Design November 30, 2023 Project: 23191 Location:1295 BUENA VISTA WAY, CARLSBAD, CA 92008 Client: NIA TABLE OF CONTENTS 1-4 5-10 11-31 32 l\TC Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard Type: 1295 Buena Vista Way, Carlsbad, CA 92008 33.168608138714404, -117.3432381294663 108ft 2023-09-21T23:08:35.012Z Seismic Temecula 0 108 ft cal.d 0 0 Escondido Anza-Borrego Desert State Park Reference Document: ASCE7-16 G I S"" n;,.,.,_ C~land __ o_g __ e ___________ _..Map data C2023 Google, INEGI Report• map e<rO< Risk Category: Sita Class: D-default Basic Parameters Name Value Description Ss 1.049 MCER ground motion (period•0.2s) S1 0.381 MCER ground motion (period•1.0s) SMs 1.259 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.839 Numeric seismic design value at 0.2s SA Sot • null Numeric seismic design value at 1.0s SA • See Section 11.4 .8 •Additional Information Name Value SDC • null Fa 1.2 Fv • null CRs 0.897 CR1 0.907 PGA 0.461 FpGA 1.2 PGA+.! 0.553 TL 8 SsRT 1.049 SsUH 1.17 SsD 1.5 S1RT 0.381 S1UH 0.42 S1D 0.6 PGAd 0.549 • See Section 11.4.8 Description Seismic design category Site amplification factor at 0.2s Site amplification factor at 1.0s Coefficient of risk (0.2s) Coefficient of risk (1.0s) MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored unttorm-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored unttorm-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored detenninistic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adaption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find ovt why. Disclaimer 1/32 Hazard 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 tts sponsors and contributors assume no responsibility or liability for tts 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, suitabiltty and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information 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 stte described by latitude/longitude location in the report. 2/32 TIC Structure Oes1an 2023 co Campany ProJect RE Job No Plan A. General: f\k.Jmber of stories Building risk category Design Code Load standard Design Load Combination B. Lateral Loads Data: : CORE STRUCTURE. INC Designed Jayson & Candine Robinson Checked 23191 Date Client BUILDING INFORMATION 2 II 2022 CBC ASCE 7-16 ASD WIND STANDARD Exposure Wind Speed V ASCE 7-16(Directional Procedure) C 96 Enclosure Enclosed Building Velocity pressure q2 0.00256Kzl<z1Kcil<e v2 Velocity pressure exposure coefficient K2 from Directionality Factor l<cJ 0.85 Topographic factor defined K21 1 Gust Effect Factor G 0.85 Pressures for MWFRS p qGCp -qi(GCpi) External pressure coefficient Cp from Internal pressure coefficient (GCpi) 0.18 LO. AN 09127'2023 N/A SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category D Importance factor le Soil Site Class Response Spectral Acc. (0.2 sec) S5 Response Spectral Acc. (1.0 sec) S1 TL (sec) Fa Fv Max. Considered earthquake acc. SMS Max. Considered earthquake acc. SM1 Design spectral acc. At short period Sos Design spectral acc. at 1 s period So1 Response modification coefficient R System overstrength coefficient 0 Approximate fundamental period parameters Building Height (ft) Building period T=T a (sec) Base Shear Adjustment Factor Minimum Cs Maximum Cs Seismic response coefficient Cs Adjusted Cs For allowable stress design V = 0.7CsW D-Default 1.049 0.381 8 1.2 1.919 1.259 .731 0.839 0.487 6.5 2.5 Ct= 0.02 23 0.21 1 0.037 0.357 0.129 0.129 0.09W 3/32 X = 0.75 -.<323 06 30 (26.10-1) (Table 26.10-1) (Table 26.6-1) (26.8.2) (26.11) (27.3-1) (Fig. 27.3-1) (Table 26.13-1)} (Table 11.6-1) (Table 1.5-2) (Table 20-3-1) (Table 11.4-1) (Table 11.4-2) (11.4-1) (11.4-2) (11.4-3) (11.4-4) (Table 12.2-1) (Table 12.2-1) (Table 12.8-2) (12.8-7) (12.8-5 & 12.8-6) ( 12.8-3 & 12.8-4) (12.8-2) TIC Structure Des, n 2023 C RE Company Project Job No. Plan CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Designed Checked Date Client LO AN. 09/27/2023 N1A DESIGN LOADS Roof Loads (Load Roof) Floor Loads (Load Floor) Metal Roof 5 psf Framing Framing 2.5 psf Sheathing (3/4" Plyv.ood) Sheathing (1/2" CDX) 1.5 psf Ceiling Ceiling 2.5 psf Lt. Wt. Conc./Flooring Tile Insulation 1.5 psf Misc. Misc. 2 psf Total Dead Load Total Dead Load 15 psf Live Load Live Load 20 psf Total Load Total Load 35 psf Exterior Wall (Wall Ex) Deck Loads (Load Deck) 7/8" Stucco Framing 3.5 psf Insulation Sheathing (3/4" Plyv.ood) 2.5 psf Drywall Ceiling 2.5 psf Studs Lt. Wt. Conc./Flooring Tile 0 psf Misc. Misc. 6.5 psf Total Dead Load Total Dead Load 15 psf Live Load 60 psf Total Load 75 psf Interior Wall (Wall In) Insulation 1 psf Drywall 5 psf Studs 1 psf Misc. 3 psf Total Dead Load 10 psf 4/32 -.<323 06.30 3.5 psf 2.5 psf 2.5 psf 0 psf 6.5 psf 15 psf 40 psf 55 psf 10 psf psf 2.5 psf psf 2.5 psf 17 psf TIC Structure Desi n 2023 id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 C Company CORE STRUCTURE, INC. Designed Project Jayson & Candine Robinson Checked RE Job No 23191 Plan Load case D D+L D + Lr D+S D + 0.75L + 0.75Lr D + 0.75L + 0.75S D + 0.6W (N) D + 0.6W (S) D + 0.6W(E) D + 0.6W (W) D + 0.75(0.6W) (N) + 0.75L + 0.75Lr D + 0.75(0.6W) (S) + 0.75L + 0.75Lr D + 0.75(0.6W) (E) + 0.75L + 0.75Lr D + 0.75(0.6W) (W) + 0.75L + 0.75Lr D + 0.75(0.6W) (N) + 0.75L + 0.75S D + 0.75(0.6W) (S) + 0.75L + 0.75S D + 0.75(0.6W) (E) + 0.75L + 0.75S D + 0.75(0.6W) (W) + 0.75L + 0.75S 0.6D + 0.6W (N) 0.6D + 0.6W (S) 0.6D + 0.6W (E) 0.6D + 0.6W (W) (1.0 + 0.14Sds)D + 0.70E (N) (1.0 + 0.14Sds)D + 0.70E (S) (1.0 + 0.14Sds)D + 0.7OE (E) (1.0 + 0.14Sds)D + 0.70E (W) (1.0 + 0.105Sds)D + 0.525OE (N) + 0.75L + 0.75S (1.0 + 0.105Sds)D + 0.525OE (S) + 0.75L + 0.75S (1.0 + 0.105Sds)D + 0.525OE (E) + 0.75L + 0.75S (1.0 + 0.105Sds)D + 0.525OE (W) + 0.75L + 0.75S (0.6 -0.14Sds)D + 0.70E (N) (0.6 - 0.14Sds)D + 0.70E (S) (0.6 -0.14Sds)D + 0.70E (E) (0.6 -0.14Sds)D + 0.70E (W) Date Client LOAD COMBINATIONS (Load Standard: ASCE 7-16) Roof Dead Sds*Dead Live Live 1 1 1 1 1 1 1 0.75 0.75 1 0.75 1 1 1 1 1 0.75 0.75 1 0.75 0.75 1 0.75 0.75 1 0.75 0.75 1 0.75 1 0.75 1 0.75 1 0.75 0.6 0.6 0.6 0.6 1 0.14 1 0.14 1 0.14 1 0.14 1 0.105 0.75 1 0.105 0.75 1 0.105 0.75 1 0.105 0.75 0.6 -0.14 0.6 -0.14 0.6 -0.14 0.6 -0.14 5/32 -.<323 06.30 LD AN 09/27/2023 N/A Load Snow Wind Seismic Direction Duration Factor CD 0.9 1 1.25 1 1.15 1.25 0.75 1.15 0.6 NS 1.6 0.6 SN 1.6 0.6 EW 1.6 0.6 WE 1.6 0.45 N S 1.6 0.45 SN 1.6 0.45 EW 1.6 0.45 WE 1.6 0.75 0.45 NS 1.6 0.75 0.45 SN 1.6 0.75 0.45 EW 1.6 0.75 0.45 WE 1.6 0.6 NS 1.6 0.6 SN 1.6 0.6 EW 1.6 0.6 WE 1.6 0.7 NS 1.6 0.7 SN 1.6 0.7 EW 1.6 0.7 WE 1.6 0.75 0.525 NS 1.6 0.75 0.525 SN 1.6 0.75 0.525 EW 1.6 0.75 0.525 WE 1.6 0.7 NS 1.6 0.7 SN 1.6 0.7 EW 1.6 0.7 WE 1.6 TIC Structure Desian 2023 C0 Company Proiect RE Job No. Plan Beam ID: 1 Roof Rafter Section type: ilevel TJI Section name: 11 7/8" TJI 360 Mr (ft-lbs): 6180 Elx10'6 (in2-lbs): 419 Ignore shear within (d): True Applied Loads: CORE STRUCTURE. INC Jayson & Candme Robinson 23191 Vr (lbs): 1705 Lu (ft): 0 Repetitive member: True Load_Roof 70PLF =4 x (15+20)/2@ a· to 22' SELF WEIGHT 3PLF From 0' to 22' Factors: Ct= 1 Cm= 1 CL= 1.00 Cr= 1 Reactions: Designed Checked Date Client Support D L Lr s WSN WwE ESN EWE Max. LC (Down/Up) 1 363 0 440 0 0 0 0 0 803/0 2 363 0 440 0 0 0 0 0 80310 Code check: Actual Loc.(ft) Allowed Ratio (o/~ CD Moment (lbs-ft) 4417 11 7725 57 1.25 Shear (lbs) 803 0 2131.25 38 1.25 Live Deflection 0.503 11 0.733 83 - Total Deflection 0.918 11 1.1 69 - "l..oad corrb1naioo wth 0\.8' Slrengh Fact<X Q = 2.5 ,s a'IIB}'S cons,dered bli ,myna be a ga,.emrg load case! Beam ID: 1A Floor Joist Over the Garage Section type: ilevel TJI Section name: 16" TJI 230 Mr (ft-lbs): 5710 Elx10'6 (in2-lbs): 691 Vr (lbs): 2190 Lu (ft): 0 Ignore shear within (d): True Applied Loads: Repetitive member : True Load_Floor 73.425PLF =2.67 x (15+40)/2@ 0' to 22' POINT @ Oft (0=600 Lr-450) SELF WEIGHT 3.5PLF From 0' to 22' + Point Load Location Factors: Ct= 1 Cm= 1 CL= 1.00Cr= 1 Reactions: Support D L Lr s WSN 1 945 646 495 0 0 2 173 529 -45 0 0 Code check: Actual Loc.(ft) Moment (lbs-ft) 3199 12.8 Shear (lbs) 1070 2 Live Deflection 0.085 0 Total Deflection 0.079 0 WwE ESN 0 0 0 0 Allowed 5710 2737.5 0.1 0.133 EWE Max. LC (Down/Up) 0 1801/0 0 702/0 Ratio (0/~ CD 56 1 39 1.25 59 - 85 - 6/32 \G23 06 30 L.D AN 0912712023 NIA Passed 22.00 Max tloment D + Lr Max Shear: D + Lr Max Deflection: D + Lr Passed 22.00 1354 Max tloment D + L 1,s Dou1111101101t11rn rm !0 aomuz Max Shear: D + Lr Max Deflection: L • TIC Structure Des1on 2023 co Company : CORE STRUCTURE. INC. Designed Project Jayson & Cand1ne Robinson Checked RE Job No. Plan Beam ID: 1B Joist Over the Balcony Section type: Douglas Fir-Larch No.2 Section name: 2x8 23191 Fb(+)/Fb(-) (psi): 900/900 E (psi): 1600000 Fv (psi): 180 Lu (ft): 0 Ignore shear 1Mthin (d): True Applied Loads: Repetitive member: False Load_Deck 100.125PLF =2.67 x (15+60)/2@ 0' to 12' SELF WEIGHT 2. 55PLF From 0' to 12' Factors: Ct= 1 Cm= 1 CL= 1.00 CF= 1.2 Cfu = 1 Ci= 1 Cr= 1 Reactions: Support D L Lr s WSN WWE, ESN 1 68 240 0 0 0 2 203 721 0 0 0 Code check: Actual Loc.(ft) IVoment (lbs-ft) 821 8 Shear (lbs) 444 8 Live Deflection 0.058 12 Total Deflection 0.074 12 Beam ID: 2 Hdr @ Front of the Great Room Section type: Versa Lam 3100 Section name: 5 1/4x11 7/8 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Fv (psi): 285 Lu (ft): 14.75 0 0 0 0 Allowed 1183 1305 0.2 0.267 Ignore shear 1Mthin (d): True Applied Loads: Repetitive member : False Load_Roof 525PLF =30 x (15+20)/2@ 0' to 14. 75' Wall_Ex 34PLF =2 x 17@ 0' to 14. 75' SELF WEIGHT 14. 62PLF From 0' to 14. 75' Factors: Ct= 1 Cm = 1 CL =0.99 Cr= 1 Cv= 1.00 React ions: Support D L Lr s WSN 1 2018 0 2213 0 0 2 2018 0 2213 0 0 Code check: Actual Loc.(ft) IVoment (lbs-ft) 15600 7.38 Shear (lbs) 4230 14.75 Live Deflection 0.218 7.38 Total Deflection 0.417 7.38 WWE, ESN 0 0 0 0 Allowed 39279 14807 0.492 0.737 Date Client EWE Max. LC (Down/Up) 0 308/0 0 924/0 Ratio (0/~ CD 69 1 34 1 29 . 28 . EWE Max. LC (Down/Up) 0 4230/0 0 4230/0 Ratio (o/~ CD 40 1.25 29 1.25 44 . 57 . 7/32 11<323 06 30 L.D AN 09/2712023 N/A Passed l 8.00 1 12.00 Mix Moment: D + L M!x Shear. D + L Mix Deflection: L Passed l 14.75 Mix Moment: D + Lr Mix Shear. D + Lr Mix Deflection: D + Lr TIC Structure Oes1an 2023 C0 Company CORE STRUCTURE INC. ProJect Jayson & Candine Robinson RE Job No. 23191 Plan Beam ID: 4 Fl Bm Over the Garage Section type: Versa Lam 3100 Section name: 3 1/2x16 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Ignore shear 'Mthin (d): True Applied Loads: Fv (psi): 285 Lu (ft): 0 Repetitive member : False Load_Floor 73.425PLF =2.67 x (15+40)/2@ O' to 22' SHEARWALL Line 1.2@ Oft Left (A) (WL=-1024 EL=-1393) SELF WEIGHT 13.13PLF From O' to 22' I Edge of Shear panel Factors: Ct= 1 Cm= 1 CL= 1.00 Cr= 1 Cv = 0.97 Reactions: Designed Checked Date Client Support D L Lr s WSN WV{E ESN EWE Max. LC (Down/Up) 1 401 646 0 0 0 -1126 0 -1532 4279/-3637 2 328 529 0 0 0 102 0 139 857/-190 Code check: Actual Loc.(ft) Allowed Ratio (0/ .. CD Moment (lbs-ft) 7039 2 59783 12 1.6 Shear (lbs) 3527 2 17024 21 1.6 Live Deflection 0.025 0 0.1 25 - Total Deflection 0.040 0 0.133 30 - 1..oadcorrbma,cn wth Ol.8-Srergh Factor n = 251s fiWJYS cons1dered bli. ,myna be a g:,,.emng load case! Beam ID: 5 Fl Bm @Right of the Garage Section type: Versa Lam 3100 Section name: 3 1/2x16 Fb(+)/Fb(-) (psi): 3100/3100 E (psi): 2000000 Ignore shear 11,1thin (d): True Applied Loads: Fv (psi): 285 Lu (ft): 0 Repetitive member : False Load_F/oor 73.425PLF =2.67 x (15+40)/2@ O' to 7.83' Load_Roof 46. 725PLF =2.67 x (15+20)/2@ O' to 7.83' Wall_Ex 204PLF =12 x 17@ O' to 7.83' SHEARWALL Line 1.2@ Oft Right (A) (WR=1024 ER=1393) SELF WEIGHT 13.13PLF From O' to 7.83' I Edge of Shear panel Factors: Ct = 1 Cm= 1 CL = 1.00Cr= 1 Cv=0.97 Reactions: Support D L Lr s 1 1352 281 140 0 2 661 137 69 0 Code check: Actual Moment (lbs-ft) 7540 Shear (lbs) 3694 Live Deflection 0.001 Total Deflection 0.003 WSN WV{E ESN 0 1375 0 0 -351 0 Loc.(ft) Allowed 2 59783 2 17024 5.09 0.146 5.09 0.194 EWE Max. LC (Down/Up) 1871 6188/-4025 -478 1934/-876 Ratio (0/ .. CD 13 1.6 22 1.6 1 - 2 - 1..oad corrbml'ilcn wth Ol.8-Srerrfi, Factor n = 25 ,s fiWJYS cons1dered bti rray rd be a g:,,.emng load case! 8/32 1,(323 06 30 LO AN 09/27/2023 NA Passed 1 22.00 4 tv'axM:>ment (1 .0 + 0.14Sds)D + 0.7OE {W) 69TIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIPT 1111 3527 tv'axShear: (1.0 + 0.14Sds )D + 0.?OE (W) . 0.040 tv'ax Deflection: D + L Passed I ----1-r-----------"""11 2.00 7.83 . 7540 tv'axShear. (1.0 + 0.14Sds)D + 0.7OE {E) tv'ax Deflection: D + Lr + L TIC Structure Des1on 2023 co Company CORE STRUCTURE. INC Project Jay.;on & Cand1ne Robinson RE Job No. 23191 Plan Beam ID: 7 Hdr @Right of the Garage Section type: Versa Lam 3100 Section name: 3 1/2x9 1/4 Fb( + )/Fb(-) (psi): 3100/3100 E (psi): 2000000 Ignore shear 1Mthin (d): True Applied Loads: Fv (psi): 285 Lu (ft): 8.25 Repetitive member: False Load_Roof 96.25PLF =5.5 x (15+20)/2@ 0' to 8.25' Waf/_Ex 204PLF =12 x 17@ o· to 8.25' Load_Floor 73.425PLF =2.67 x (15+40)/2@ o· to 8.25' SHEARWALL Line 8.2@ 4. 75ft Right (A) (WR=1505 ER=1913) SELF WEIGHT 7.59PLF From 0' to 8.25' I Edge of Shear panel Factors: Ct= 1 Cm= 1 CL= 0.98 Cr= 1 Cv = 1.03 Reactions: Designed Checked Date Client Support D L Lr s WSN WwE ESN EWE Max. LC (Down/Up) 1 1126 220 227 0 638 0 812 0 3287/-1486 2 1126 220 227 0 867 0 1101 0 4011/-2210 Code check: Actual Loc.(ft) Allowed Ratio (0/~ CD l'v1oment (lbs-ft) 12172 4.75 20219 60 1.6 Shear (lbs) 4011 8.25 9842 41 1.6 Live Deflection 0.024 4.12 0.206 12 . Total Deflection 0.086 4.12 0.275 31 . 'Load eotrbinroon v.ith °'8' Sren,;11 Fae/a D = 25 is a'IIEl}'S considered bu ,my ncJ be a rp,erring load case! 9/32 LO AN. 09'27/2023 NIA I 8.25 4.75 12172 MlxlVoment (1.0 + 0.14Sds)D + 0.70E ($) Mix Shear: (1.0 + 0.14Sds)D + 0.70E ($) Mix Deflection: D +Lr+ L -.<323 06 30 Passed TIC Structure Des1on 2023 Company CORE STRUCTURE. INC. C0 ProJect Jayson & Candine Robinson RE Job No. 23191 Plan Beam ID: S81 Hdr @ Front of the Garage Section type: HSS-Rect, Fy = 46 ksi Section name: HSS10X4X5/8 E (ksi): 29000 Width (in): 4 Depth (in): 10 Applied Loads: Load_Floor 550PLF =20 x (15+40)/2@ O' to 17.25' Load_Oeck 300PLF =8 x (15+60)/2@0' to 17.25' Wall_Ex 204PLF =12 x 17@ 14.25' to 17.25' Wall_Ex 34PLF =2 x 17@ O' to 14.25' Load_Roof 520.625PLF =29.75 x (15+20)/2@ 14.25' to 17.25' POINT supp#2 of Beam 2@ 14.25ft, (0=2018 Lr-2213) POINT supp#2 of Beam 4 @ 10. 75ft, (0=328 L=529 E.-.e=139 W11oe=102) l' Point Load Location Reactions: Support D L Lr s WSN Wwe ESN EWE 1 2682 5719 462 0 0 39 0 52 2 5053 5849 2643 0 0 64 0 87 Code che ck: Actual Loc.(ft) Allowed Moment (lbs-ft) 39918 9.49 92505 Shear (lbs) 11470 0 158439 Live Deflection 0.373 8.8 0.431 Total Deflection 0.555 8.97 0.575 Designed Checked Date Client Max. LC (Down/Up) 8401/0 11470/0 Ratio (0/~ 43 7 87 97 •Load rxxrbiraioo v.ith CMt-Srengh Factor O = 25 is a'lo\El}S coosidered bu rrey rd be a g:MJrTJIY:J load case! 10/32 : L.D AN. 09/27/2023 N,A 17.25 14.25 10.75 * 39918 flfex M>ment: D + L \.<323 06 30 Passed * flfexShear: D + 0.75(0.6W) (E) + 0.75L + 0.75Lr flfex Deflection: D + Lr + L l C0 Company :CORE STRUCTURE, INC. Designed :L.D. ProJect :JAYSON t CANDINE ROBINSON Checked :A.N. RE Job No. :23 191 Date : I 0/04/2023 Plan : Client : I I rz,_ D BATH ~ I ~ B.~ ROOF SHEARWALL LAYOUT 11/32 Company ProJect Job No. Plan ~ 1.1 ~ :CORE STRUCTURE, INC. :JAYSON 4: CANDINE ROBINSON :2319 1 D '--------, 23'-0" . I Designed Checked Date Client FLOOR SHEARWALL LAYOUT 12/32 :L.D. :A.N. : I 0/04/2023 L__ . I TIC Structure Desian 2023 co Campany CORE STRUCTURE, INC. Designed Project Jayson & Candine Robinson Checked RE Job No. 23191 Date Plan Client SECTION D -DIRECTION X Building Dimension (ft): B = 22 L = 23 Section Dimension (ft): Width = 22 Depth = 23 Plate Height: ROOF= 12' 1-FLR.DEPTH = 16" 1-FLR = 9' \NINO LOAD: Mean Height = 23 Wind Height= 23 LIB =23/22= 1 .05, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.49, % = 18.61 PSF Wall(LW) P = GC~qh = 7.77 PLF WINO HEIGHT (FT): 15 20 25 30 40 q,=0.00256K,K:J<dV2 17 .05 18.05 18.85 19.65 20.86 Wall(WW) P = GC.,Jlz Wall P = GC.,Jlz +GC~% ROOF ELEMENT Gable W=22', L=23' WW Gable W=22', L=23' L W DX_ROOF DX_1_FLR = 81.42 = 137.43 11.59 19.36 12.27 20.04 WDir+ WDir- 6.2 10.67 7.41 2.94 = 0.6 X 135.7 = 0.6 X 229.05 PLF PLF 12.82 20.58 OWDir+ 7.41 6.2 MAX TOTAL = 218.85 PLF SEISMIC LOAD: V = 0.0904W W_ROOF: Load_Roof (DL) = 15 X 760 / 22 Wall_Ex (DL) = 17 x 44 x(12/2)/22 Wall_ln (DL) =10x10x(12/2)/22 CS'W = 0.0904 X (518.18 + 204.00 + 27.27) W_1-FLR: Load_Floor (DL) =15x510 /22 Load_Deck (DL) =15x75/22 Wall_Ex (DL) = 204 + 17 X 40 X (9/2)/ 22 cs·w = 0.0904 X (347.73 + 51.14 + 343.09) TOTAL SEISMIC LOAD 67.75 + 67.07 ---- W,xhx 13.36 21.13 OWDir- 2.94 10.67 -~ 14.18 21.95 L.D AN 09/27/2023 NA Base Height = 0.5 Base Height= 0.5 50 21.86 14.86 22.63 = 518.18 = 204.00 = 27.27 = 347.73 = 51.14 = 343.09 ---' Fx FP>< Story Wx(PLF) H,(11) Sum(F1) Sum(W,) Fp,(PLF) l&Jm(W1xhI) (PLF) Min I DX_ROOF 749.45 22.33 0.7148 96.37 96.37 749.45 96.37 89.85 L DX_1_FLR 741.95 9 0.2852 38.45 134.82 1491.4 67.07 88.95 DIAPHRAGM DESIGN: Story Width Depth Sei9llic Wind (fl) (fl) Shear (pit) Chord (lb) Shear (pit) Chord (lb) Diaphragm OX_ROOF 22 23 46.1 253.5 38.9 214.2 15/32 Sheathing and Single-Floor Unblocl<ed w/8d COMMON NAILS at 6", 6", 12" 0 .C. (Shear Capacity: E=180/W=252) ox_,_ FLR 22 23 42.5 234 65.7 361 .5 19/32 Sheathing and Single-Floor Unblocl<ed w/10d I --COMMON NAILS at 6", 6", 12" O.C. (Shear Capacity: E=215/W=301) 13/32 1«323 06 30 =67.75 =67.07 = 134.82 PLF -l FP>< FP>< Max Design 179.7 96.37 177.9 88.95 Chord (10) 16d sinl<er per top plate splice (10) 16d sinl<er per lop plate splice I TIC Structure Desion 2023 C 0 Company CORE STRUCTURE, INC. Designed Project Jayson & Candine Robinson Checked RE Job No 23191 Date Plan Client SECTION D -DIRECTION Y Building Dimension (ft): B = 23 L = 22 Section Dimension (ft): Width = 23 Depth = 22 Plate Height: ROOF = 12' 1-FLR.DEPTH = 16" 1-FLR = 9' WIND LOAD: Mean Height = 23 Wind Height= 25 LIB =22/23=0.96, Windward Wall Cpw = 0.8, leeward Wall Cpl = -0.5, % = 18.61 PSF Wall(LW) P = GCpqh = 7.91 PLF WIND HEIGHT (FT): 15 20 25 30 40 q,=0.00256K,Kd(0V2 17 .05 18.05 18.85 19.65 20.86 Wall(WW) P = GC,,_q, 11.59 Wall P = GC,,_q,+GCp1qh 19.5 ROOF ELEMENT WDir+ -0.52 20.68 12.27 20.18 WOir- 17.34 2.81 12.82 20.73 OWDir+ 20.68 -0.52 Hip W=23', L=22', Slope = 9.46" WW Hip W=23', L=22', Slope= 9.46' LW DY _ROOF = 85.87 =0.6x 143.11 PLF DY_1_FLR MAX TOTAL SEISMIC LOAD: W_ROOF: W_1-FLR: = 138.45 = 0.6 X 230. 76 PLF = 224.32 PLF load_Roof (DL) Wall_Ex (DL) Wall_ln (DL) Cs"W Load_Floor (DL) Load_Deck (DL) Wall_Ex (DL) c.:w V = 0.0904W TOTAL SEISMIC LOAD -- = 15 x 760 I 23 = 17 X 46 X (12/2) / 23 =10x10 x(12/2)1 23 = 0.0904 X (495.65 + 204.00 + 26.09) =15x510 /23 : 15 X 75 / 23 = 204 + 17 X 46 X (9/2)/ 23 = 0.0904 X (332.61 + 48.91 + 357.00) = 65.61 + 66.76 ---- W.;,.h, 13.36 21.27 OWDir- 2.81 17.34 14.18 22.09 - L.D AN. 09/2712023 NA Baoo Height= 0.5 Baoo Height= 0.5 50 21.86 14.86 22.77 = 495.65 = 204.00 = 26.09 = 332.61 = 48.91 =357.00 I Story F, F,,. W,(PLF) H,(ft) Sum(F1) Sum(W,) Fpx(PLF) /rum(W,xh,) (PLF) Min I DY_ROOF 725.74 22.33 0.7091 93.87 93.87 725.74 93.87 87.01 I DY_1_FLR 738.52 9 0.2909 38.5 132.37 1464.26 66.76 88.54 DIAPHRAGM DESIGN: Story Width Depth Sei911ic Wind (ft) (ft) Shear(plf) Chord (lb) Shear (plf) Chord (lb) Diaphragm DY_ROOF 23 22 49.1 282.1 44.9 258.1 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6', 6', 12' O.C. (Shear Capacity: E=180/W=252) DY_1_ FLR 23 22 46.3 266.1 72.4 416.1 19/32 Sheathing and Single-Floor Unblocked w/10d L-COMMON NAILS at 6", 6', 12' O.C. (Shear Capacitv: E=215/W=301 l 14/32 IIG23 06 30 = 65.61 = 66.76 = 132.37 PLF -----, F,,. Fpx Max Design I 174.01 93.87 I 177.08 88.54 I Chord I (10) 16d sinker per I top plate splice (10 ) 16d sinker per I top plate splice TIC Structure Des, n 2023 C RE Company Project Job No Plan A. SHEARWALL SCHEDULE Panel Sheathing Edge Type Nall SW1 3/8" 8d@6 Sheathing SW2 3/8" 8d@4 Sheathing SW3 3/8" 8d@3 Sheathing SW4 3/8" 8d@2 Sheathing sws 15/32" 10d@ Structural I 2 SW3D 3/8" 8d@3 Sheathing SW4D 3/8" 8d@2 Sheathing SW5D 15/32" 10d@ Structural I 2 B. HOLDOWN SCHEDULE Holdown Min. Post STHD1 0@corner 4X4 STHD10 4X4 STHD14 4X4 HTT5 4X4 HDU8 4X6 HDU11 4X8 HDU14 4X8 HD19 6X8 C. HOLDOWN STRAP SCHEDULE Strap Min. Post CS16 2X4 (2)CS16 2-2X4 (2)CS14 2-2X4 CMST14 4X4 (3)CS14 3-2X4 CMST1 2 4X6 (2)CMST14 4X8 (2)CMST12 6X8 CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Designed Checked Date Client SHEARWALLANDHARDWARESCHEDULES (Design Code: 2022 CBC) L D. AN. 09/27/2023 N'A l,{323.06 30 Field Seismic Wind Sole Plate Nailing Shear Clip Mudslll Anchors Ga Nail Allowable(plf) Allowable(plf) 2xMJdsill 3xMJdsill (k/in) 8d@ 260 364 16d Nails@6 A35@24 5/8 X 10 13 12 @48 - 8d@ 380 532 16d Nails@4 A35@16 5/8 X 10@ -19 12 42 8d@ 490 686 16d Nails@3 A35@8 5/8 X 10@ -25 12 36 8d@ 640 896 16d Nails@2 A35@8 5/8 X 10@ -39 12 24 10d@ 800 1120 (2) Row.:; Stagg, 16d A35@6 5/8 X 10 51 12 Nails@3 @18 - 8d@ 980 1372 SDS1/4x6@4 (Both -5/8 X 12@ 50 12 Sides)A35@ 8 22 8d@ 1280 1792 SDS1/4x6@3 (Both -5/8 X 12@ 78 12 Sides )A35 @ 8 16 10d@ 1600 2241 SDS1 /4x6@2 (Both 5/8 X 12 102 12 Sides)A35 @ 6 -@8 Connectors Anchor Bolt Allowable (lbs) Displacement all da (in) Remarks 28-16d NIA 2940 0.146 HD1 28-16d NIA 3400 0.146 HD1 38-16d NIA 3815 0.164 HD2 26-10d 5/8" 4350 0.12 HD3 20-SDS1/4x2 1/2 7/8" 7870 0.113 HD4 30-SDS1/4x2 1/2 1" 11175 0.137 HOS 36-SDS1/4x2 1/2 1" 14375 0.177 HD6 5-THR. BOLTS 1" 1 1 /4" 19360 0.18 HD7 Connectors Allowable (lbs) Displacement all da (in) Remarks 22-1 0d 1705 0.026 A 22-1 0d 3410 0.026 B 30-1 0d 4980 0.031 C 80-16d 6490 0.052 D 30-1 0d 7470 0.031 c· 104-16d 9200 0.069 E 80-16d 12980 0.052 F 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails per top plate splice Allowable Tension Loads Remarks Type Ga Fasteners Simpson ST22 16 18-16d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72" 12 74-16d 42-16d sinker 9215 G 15/32 TIC Structure Des1on 2023 C0 Company Project RE Job No. Plan UUFT 1. 0.6D -0.6W 2. (0.6 -0.14Sds)D -0.7pE CORE STRUCTURE, INC. Designed Jayson & Candine Robinson Checked 23191 Date Client OVERTURNING LOAD COMBINATIONS (Design Code: 2022 CBC) 1. D +0.6W 2. D + 0.75(L +Lr+ 0.6W) 3. D + 0.75(L + S + 0.6W) : DOWN 4. (1+0.105Sds)D + 0.75(L + S + 0.7pE) 5. (1+0.14Sds)D + 0.7pE 16/32 -.<323 06 30 L D. AN. 09/27/2023 N.A TIC Structure Desian 2023 C0 RE SW_UNE A.2 Exterior Wall Loads Company Project Job Na Plan 2nd Floor Orection Y CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.47, -22.00) SECTION DY_ROOF: W=987 LB, E=1080 LB (23ft) Wall Self-Weight Seismic= 255 LB W(LB)987 E(LB) 1858 'A323 06 30 Designed L.D. Checked AN. Date 09/2712023 Client NA Passed 1 0 --=--=---==---- ~ • Strap Shearwall Design Total Length (ft): 22.00 USE TYPE: SW2 Total panel Length (ft): 8.00 537 p = 1.3 Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A 8.00 12.00 1.50 123 I 207 380 532 I 380 SW2 Ove rturning Forces Panel Left Forces (lb) Right Forces (lb) L Lr S w E L Lr S w E A 816 271 0 0 0 1529 1975 816 271 0 0 0 1529 1975 Holdown & Deflection Check Net Left Right Panel Deflection (in) Panel Width (ft) Height Uplift Down Ratio Uplift Ratio (ft) Hold own/Post Down Hold down/Post Actual Allowable (LB) (LB) (LB) (LB) A 8.00 12.00 2174 2871 (2)CS16/2-2X4 0.64/0.44 2174 2871 (2)CS16/2-2X4 0.64/0.44 0.992 2.880 17/32 TIC Structure Desi n 2023 C RE SW_UNE B.2 Exterior Wall Loads Company Proiect Job No. Plan 2nd Floor Drection Y CORE STRUCTURE. INC Jayson & Cand1ne Robinson 23191 Location:(46.47, -22.00) SECTION DY_ROOF: W=987 LB, E=1080 LB (23ft) Wall Self-Weight Seismic = 228 LB W(l8)987 E(LB) 1632 Designed Checked Date Client L.D AN 09/27/2023 N/A vG23 06.30 Passed -=---==-----~ • Strap Shearwall Design Total Length (ft): 22.00 USE TYPE: SW2 Total panel Length (ft): 8.00 p = 1.3 Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind l Seismic A 8.00 12.00 1.50 123 I 204 380 532 I 380 SW2 Overturning Forces Left Forces lb) Right Forces (lb) Panel D'-" I Ddown I L I Lr s I w I E D'-" l Ddown T L T Lr T s l w I E A 816 I 271 I 0 I 0 0 I 1529 I 1943 816 I 271 I 0 I 0 I 0 I 1529 I 1943 Holdown & Deflection Check Net Left Right Panel Panel Width (ft) Height Ratio Ratio Deflection (in) (ft) Uplift Down Holdown/Post Uplift Down Holddown/Post Actual Allowable (LB) (LB) (LB) (LB) A 8.00 12.00 2133 2830 (2)CS16/2-2X4 0.63/0.43 2133 2830 (2)CS 16/2-2X4 0.63/0.43 0.975 2.880 18/32 TIC Structure Desion 2023 C0 RE SW_UNE 1.2 Exterior Wall Loads Company Proiect Job No. Plan 2nd Floor Drection X CORE STRUCTURE. INC Jayson & Candine Robinson 23191 Location:(23.47, -22.00) SECTION DX_ROOF: W=896 LB, E=1060 LB (22ft) Wall Self-Weight Seismic= 207 LB W(LB)896 Designed Checked Date Client E(LB) 1585 ._______,_____ ____ ......---.. I 15.0 8.0 • Strap Shearwall Design Total Length (ft): 23.00 USE TYPE: SW2 Total panel Length (ft): 8.00 A 1033 p = 1.3 -.<323 06 30 LD. AN 09/27/2023 N/A Passed Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A 8.00 9.00 1.13 112 I 198 380 532 I 380 SW2 Overturning Forces Panel Left Forces (lb) Right Forces (lb) Dl4> Ddown L Lr S w E L Lr S w E A 612 203 0 0 0 1024 1393 612 203 0 0 0 1024 1393 Holdown & Deflection Check Net Left Right Panel Deflection (in) Panel Width (ft) Height Uplift Down Ratio Uplift Down Ratio (ft) (LB) (LB) Hold own/Post (LB) (LB) Holddown/Post Actual Allowable A 8.00 9.00 1516 2039 CS16/2X4 0.89/0.62 1516 2039 CS16/2X4 0.89/0.62 0.767 2.160 19/32 TIC Structure 0es1on 2023 C0 RE SW_UNE 2.2 Exterior Wall Loads Company Proiect Job No. Plan 2nd Floor Drection X CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.47, 0.00) SECTION DX_ROOF: W=896 LB, E=1060 LB (22ft) Wall Self-Weight Seismic = 160 LB W B 896 E(lB) 1538 14.5 B USE STANDARD SIMPSON HIGH STRONG WALL WOOD SHEARWALL Total Length (ft): 23.00 Total panel Length (ft): 1.50 p = 1.3 No. of Panel Model Wind Shear (lbs) Dist. Shear I Allow. Shear 1 WSWH18x8 896 I 3880 20/32 vG23 06 30 Designed : LO Checked AN. Date 0912712023 Client NA Passed 1 0 Seismic Shear (lbs) Deflection (in) Dist. Shear I Allow. Shear Wind I Seismic I Allow. 1538 I 3060 0.12 I 0.196 I 2.88 TIC Structure Desi n 2023 C RE SW_UNE A.1 Exterior Wall Loads Company Project Job No. Plan 1st Floor Drection Y CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.47, -19.98) SECTION DY_ 1_FLR: W=2654 LB, E=443 LB (23ft) SW_LINE A.2: W=987LB, E=1658LB@ -2 ft to 22 ft (100%) Wall Self-Weight Seismic= 415 LB W(lB 987 E(lB) 1658 W(LB)3641 E(LB) 2649 1 .0 3.0 Designed Checked Date Client LD AN 09/27/2023 N/A -.<323 06 30 Passed A ~ ~ 663 ' • Strap : Post/stud required to transfer load from above Shearwall Design Total Length (fl): 20.00 USE TYPE: SW2 Total panel Length (ft): 10.00 p = 1.3 Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind I Seismic A 10.00 9.00 0.90 364 I 265 380 532 1 380 SW2 Overturning Forces Panel Left Forces (lb) Right Forces (lb L Lr S w E L Lr S w E A 765 203 0 0 0 4599 3469 765 203 0 0 0 4599 3469 Holdown & Deflection Check Net Left Right Panel Deflection (in) Panel Width (ft) Height Uplift Down Ratio Down Ratio (ft) Hold own/Post Uplift Hold down/Post !Actual Allowable (LB) (LB) (LB) (LSI A 10.00 9.00 4140 4802 HTT5/4X4 0.95/0.63 4140 4802 HTT5/4X4 0.95/0.63 1.602 2.160 21/32 TIC Structure Desian 2023 Company CORE STRUCTURE, INC. co Project : Jayson & Candine Robinson RE Job No. 23191 Plan SW_LINE B.1 Exterior Wall 1st Floor Drection Y Location:(46.47, -19.98) Loads SECTION DY_ 1_FLR: W=2654 LB, E=443 LB (23ft) SW_LINE 8.2: W=987LB, E=1632LB@ -2 ft to 22 ft (100%) Wall Self-Weight Seismic= 384 LB W(LB 987 E(LB) 1632 W LB 3641 E(LB) 2591 (6 A 300 4 , 1 1 L l === --------=-=----452 ' • Strap : PosVstud required to transfer load from above USE TYPE: SW1 Shearwall Design Total Length (ft): 20.00 Total panel Length (ft): 12.00 p = 1.3 Panel Width (ft) Net H/W Actual (plf) Allowable Height (ft) Wind I Seismic (plf) A&B I Overturning Forces Panel Left Forces (lb) 014> Ddown L Lr s w E 014> A 1326 203 0 0 0 2274 1688 0 B 0 0 0 0 0 2771 1517 1326 Holdown & Deflection Check Net Left l.<323 06 30 Designed L.D. Checked : AN. Date 09/27/2023 Client NIA Passed Adjusted Allowable (plf) SW Type Remarks Wind l Seismic I SW1 (1) Right Forces (lb) Ddown L Lr s w E 0 0 0 0 2771 1517 203 0 0 0 2274 1688 Right Panel Deflection (in) Panel Width (ft) Height Ratio Ratio (ft) Uplift Down Holdown/Post Uplift Down Holddown/Post Actual Allowable (LB) (LB) (LB) (LB) A 6.00 9.00 1554 2478 KTT5/4X4 0.36/0.32 2771 2771 KTT5/4X4 0.64/0.36 1.398 2.160 B 6.00 9.00 2771 2771 KTT5/4X4 0.64/0.36 1554 2478 KTT5/4X4 0.36/0.32 1.398 2.160 (1) See shear wall with opening report 22/32 TIC Structure Des1qn 2023 \G23 06 30 c o Company : CORE STRUCTURE, INC. Designed LO. Proiect Jayson & Cand1ne Robinson Checked AN. RE Job No 23191 Date 09/27/2023 Plan Client : NIA SHEARWALL WITH OPENING: SW_LINE B.1 1st Floor Panel A&B PASSED General LI Wind W (lbs) Seismic E (lbs) Total wall \\idth L (ft) 3641 2591 20.00 9.00 3.50 3.00 2.50 6.00 8.00 6.00 j L2 1 L2n-3 l L2n-2 l L2n-l :{____, ..------------------, Plate height H (ft) H1 (ft) H2 (ft) H3 (ft) L 1 (ft) L2 (ft) L3 (ft) Analysis Calculate Hold-do'Ml Force: T = C = 1638.36 lb (WIND) 1165.86 lb (SEISMIC) Calculate shear stress above va = vb = and below openings: 273.06 plf (WIND) 194.31 plf (SEISMIC) Wlt-0 ai (ft) Lpi (ft) Pier shear stresses Strap Force Corner shear stresses Vpi (lb) vpi (plf) Fi (lb) Vai (lb) vai (plf) 4.00 10.00 1820.40 303.40 1092.24 728.16 121.36 4.00 10.00 1820.40 303.40 1092.24 728.16 121.36 Shearwall Type and Strap Max Actual (plf) Allowable Adjusted Adjusted Allowable (plf) Wind Seismic 303.40 215.90 Calculate Deflection Deflection: 6= 8 v h3 EAb (plf) Factor by f-VW 260 1.00 v h h da +-----+---1000Ga b Shear capacity adjustment factor Co Wind 364 Ao: Total area of opening in the perforated shear wall individual opening areas calculated as the opening \\idth times the clear opening height Total length of wall \\ith full sheathing b Unit shear v Delta Left~ Delta Right ~ Max Deflection = (Cd/I) x Max(~.~) x 1.4 Allowable Defl. = 0.02 x h = 12.00 ft Max(W, = E) CoLLi = 0.25 in = 0.25 in = 1.40 in = 2.16 in = 303 40 plf Seismic 260 23/32 VO o.l j o.2 Pl □ 2 Pn Lpl Lp2 Lpn I vb vb SEISMIC Pier shear stresses Strap Force Corner shear stresses Vpi (lb) vpi (plf) Fi (lb) Vai (lb) vai (plf) 1295.40 215.90 777.24 518.16 86.36 1295.40 215.90 777.24 518.16 86.36 Shearwall Strap Design Type Max Force (lb) Selected Allowable (lb) SW1 1092.24 CS16 1705 TIC Structure Desi n 2023 C RE SW_UNE 1.1 Exterior Wall Loads Company Proiect Job No. Plan 1st Floor Drection X CORE STRUCTURE, INC. Jayson & Candine Robinson 23191 Location:(23.4 7, -19.98) SECTION DX_ 1_FLR: W=2290 LB, E=384 LB (20ft) SW_LINE 1.2: W=896LB, E=1585LB@ 0 ft to 23 ft (100%) Wall Self-Weight Seismic = 394 LB Designed Checked Date Client WCLB)896 E(LB) 1585 L----~----<--(A~)~--" l 15.0 8 0 W LB)3186 E(LB) 2479° 3.0 .______________-------4 !· B 2077 . • Strap : PosUstud required to transfer load from above Shearwall Design Total Length (ft): 23.00 USE TYPE: SW2 Total panel Length (ft): 8.00 p = 1.3 L.D AN. 09/27/2023 N/A 1/4323.06.30 Passed Panel Width (ft) Net H/W Actual (plf) Allowable Adjusted Allowable (plf) SW Type Remarks Height (ft) Wind I Seismic (plf) Wind 1 Seismic A 8.00 9.00 1.12 398 I 310 380 532 I 380 SW2 Overturning Forces Panel Left Forces {lb) Right Forces (lb) Dup I Dcb.Yn l L I Lr I s I w I E Dup I Dcb,yn T L r Lr I s I w I E A 612 I 203 I 0 I 0 I 0 I 3720 I 2226 612 I 203 I 0 7 0 7 0 l 3720 I 2226 Holdown & Deflection Check Net Left Right Panel Panel Width (ft) Height Ratio Ratio Deflection (in) (ft) Uplift Down Holdown/Post Uplift Down Hold down/Post Actual !Allowable (LB) (LB) (LB) (LB) A 8.00 9.00 3353 3924 HTT5/4X4 0.77/0.51 3353 3924 HTT5/4X4 0.77/0.51 1.722 2.160 24/32 TIC Structure Desion 2023 l.<323 06 30 C0 Company CORE STRUCTURE, INC Designed L D. ProJect Jayson & Candme Robinson Checked AN. RE Job No 23191 Date 09/27/2023 SW_UNE 2.1 Exterior Wall Loads Plan 1st Floor Drection X Location:(23.47, 0.02) SECTION DX_ 1_FLR: W=2290 LB, E=384 LB (20ft) SW_LINE 2.2: W=896LB, E=1538LB@ 0 ft to 23 ft (100%) Wall Self-Weight Seismic= 231 LB W LB)896 E(LB) 1538 A 1. Client 1 0 14.5 W,:::(LB~31::.;86--~I--::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_-::_~~ J E(LB) 2269 0 l 170 ' : Post/stud required to transfer load from above USE STANDARD SIMPSON HIGH STRONG WALL WOOD SHEARWALL Total Length (ft): 23.00 Total panel Length (ft): 1.50 p = 1.3 Wind Shear (lbs) Seismic Shear (lbs) N/A No. of Panel Model Dist. Shear I Allow. Shear Dist. Shear I Allow. Shear 1 WSWH18x9 3186 Anchor Bolt Layout WSWH12 WSWH18 WSWH24 I 8¼ 14 20 3325 2269 I WSWH Plan View Anchorage Layout Uplift/tension force per anchorage: (Rho= 1.3) WSWH 18 2575 (W) = ((896* 12)+(3 186*9))/( I 4"/12)/0.6 = 56.3 kips ( LRFD) / 33.8 kips (ASD) (E) = (( 1538* I 2)+(2269*9))/( I 4"/12)/0. 7 = 47.6 kips (LRFD) / 33.3 kips (A D) 25/32 Passed Deflection (in) Wind 1 Seismic I Allow. o.575 I 0.396 I 2.16 I Beam on Elastic Foundation UC#: KW-06014368, Build:20.23.2.14 DESCRIPTION: --None-- CODE REFERENCES Project Title: Engineer: Project ID: 23191 Project Descr: Core Structure, inc. Calculations per ACI 318-1 4, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 Material Properties fc 112 2.0 ksi <b Phi Values Flexure : 0.90 fr= fc '7.50 335.410 psi Shear : 0.750 \j/ Density 145.0 pcf p 1 0.850 A Lt Wt Factor 1.0 Elastic Modulus = 3,155.92 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combinatiol)BC 2021 fy -Main Rebar = 60.0 ksi Fy -Stirrups = 40.0 ksi E -Main Rebar = 29,000.0 ksi E -Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, • • .fiXQl(Ui')) Lr(S.7) L (0.5 ) Cross Section & Reinforcing Details Rectanqular Section, Width = 30.0 in, Heiqht = 24.0 in Span #1 ReinforcinQ .... O" w :g~4" h pan-0 ft Project File: 23191.ec6 (c) ENERCALC INC 1983-2022 • • • • • • 4-#5 at 3.0 in from Bottom, from 0.0 to 9.50 ft in this span Applied Loads 4-#5 at 3.0 in from Top, from 0.0 to 9.50 ft in this span Service loads entered. Load Factors will be applied for calculations. Point Load : W = 56.30, E = 47.60 k@ 4.250 ft Point Load : W = -56.30, E = -47.60 k@ 5.250 ft Point Load : D = 2.70, Lr = 5.70, L = 0.50 k@ 7.680 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable 0.218: 1 Typical Section -25.203 k-ft 115.806 k-ft Load Combination +1.20D+0.50Lr+0.50L +W Location of maximum on span 5.253 ft Span # where maximum occurs Span# 1 1.482 ksf at Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.00 ft LdComb: W Only Maximum Soil Pressure = Allowable Soil Pressure = 2.0 ksf OK Shear Stirrup Requirements Between 0.00 to 4.25 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 4.36 to 5.14 ft, Vu > PhiVc, Req'd Vs = 2.443, use stirrups spaced at 10.500 in Between 5.25 to 9.28 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatior Load Combination Location (ft) Segment Length Span # in Span lending Stress Results ( k-ft Mu : Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span# 1 1 +1.40D 7.712 5.57 115.~/32 0.05 0.000 in 0.000 in 0.041 in -0.041 in Design OK I Beam on Elastic Foundation UC#: KW-06014368, Build:20.23.2.14 DESCRIPTION: --None-- Load Combination Segment Length Span # Span # 1 1 +1.20D+0.50Lr+1 .60L Span # 1 +1.20D+1.60L Span# 1 +1.20D+1.60Lr+0.50L Span # 1 +1.20D+1.60Lr+0.50W Span # 1 +1.20D+0.50L Span# 1 +1 .20D+0.50W Span # 1 +1 .20D+0.50Lr+0.50L +W Span # 1 +1.20D+0.50L +W Span # 1 +1.20D+0.50L +E Span # 1 +0.90D+W Span # 1 +0.90D+E Span# 1 1 Location (ft) in Span 7.712 7.712 7.712 7.712 7.712 7.712 9.388 9.388 9.388 9.388 9.388 9.388 Project Title: Engineer: Project ID: 23191 Project Descr: Core Structure, inc. lending Stress Results ( k-ft Mu : Max Phi*Mnx Stress Ratio 1.67 115.81 0.01 3.04 115.81 0.03 1.78 115.81 0.02 5.57 115.81 0.05 2.86 115.81 0.02 1.54 115.81 0.01 -0.01 115.81 0.00 -0.01 115.81 0.00 -0.02 115.81 0.00 -0.01 115.81 0.00 -0.02 115.81 0.00 -0.02 115.81 0.00 Overall Maximum Deflections -Unfactored Lo Load Combination Span Max. "-" Defl Location in Span Load Combination s~--1 0.0412 0.000 Span 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) +0.90D+W 1 0.00 21 .00 0.20 0.20 0.00 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.11 21 .00 0.58 0.58 0.02 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.22 21.00 0.95 0.95 0.09 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.34 21.00 1.32 1.32 0.19 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.45 21 .00 1.67 1.67 0.34 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.56 21 .00 2.02 2.02 0.53 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.67 21.00 2.36 2.36 0.75 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 0.78 21.00 2.70 2.70 1.02 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 0.89 21.00 3.02 3.02 1.32 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.01 21 .00 3.34 3.34 1.66 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.12 21.00 3.64 3.64 2.03 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.23 21.00 3.94 3.94 2.44 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.34 21.00 4.23 4.23 2.88 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.45 21.00 4.52 4.52 3.35 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.56 21.00 4.79 4.79 3.85 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.68 21.00 5.06 5.06 4.39 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 1.79 21.00 5.31 5.31 4.96 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 1.90 21.00 5.56 5.56 5.55 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.01 21.00 5.80 5.80 6.17 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.12 21.00 6.04 6.04 6.82 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.24 21.00 6.26 6.26 7.49 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.35 21.00 6.48 6.48 8.19 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.46 21.00 6.68 6.68 8.92 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.57 21.00 6.88 6.88 9.66 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 2.68 21.00 7.07 7.07 10.43 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.79 21.00 7.25 7.25 11.22 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 2.91 21.00 7.43 7.43 12.03 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.02 21 .00 7.59 7.59 12.86 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.13 21.00 7.75 7.75 13.71 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.24 21.00 7.90 7.90 14.58 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.35 21.00 8.03 803 15.46 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.46 21.00 8.16 8.16 16.36 1.00 44.80 Vu< PhiVc/2 +0.90D+W 1 3.58 21.00 8.29 8.29 17.27 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.69 21.00 8.40 8.40 18.20 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.80 21.00 8.50 8.50 19.14 1.00 44.80 Vu < PhiVc/2 +0.90D+W 1 3.91 21.00 8.60 8.60 ~~:~7/3~~ 44.80 Vu< PhiVc/2 +0.90D+W 1 4.02 21.00 8.69 8.69 44.80 Vu< PhiVc/2 +0.90D+W 1 4.14 21.00 8.76 8.76 22.02 1.00 44.80 Vu < PhiVc/2 Project File: 23191 .ec6 (c) ENERCALC INC 1983-2022 Max."+" Defl Location in Span -0.0412 9.500 Phi*Vs Spacing (in) (k) Req'd Suggest Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: 23191 Project Descr: I Beam on Elastic Foundation Project File: 23191.ec6 UC#: KW-06014368, Build:20.23.2.14 Core Structure, inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: --None-- Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+W 1 --z-1.00 4.25 8.83 8.83 23.00 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.36 21.00 -47.41 47.41 17.86 1.00 44.80 Vu> PhiVc 2.610 0.00 10.50 +0.90D+W 1 4.47 21.00 -47.36 47.36 12.56 1.00 44.80 Vu> PhiVc 2.559 0.00 10.50 +0.90D+W 1 4.58 21.00 -47.32 47.32 7.27 1.00 44.80 Vu> PhiVc 2.517 0.00 10.50 +0.90D+W 1 4.69 21.00 -47.28 47.28 1.98 1.00 44.80 Vu> PhiVc 2.484 0.00 10.50 +0.90D+W 1 4.81 21.00 -47.26 47.26 3.31 1.00 44.80 Vu > PhiVc 2.460 0.00 10.50 +0.90D+W 1 4.92 21.00 -47.24 47.24 8.59 1.00 44.80 Vu> PhiVc 2.445 0.00 10.50 +0.90D+W 1 5.03 21.00 -47.24 47.24 13.87 1.00 44.80 Vu> PhiVc 2.440 0.00 10.50 +0.90D+W 1 5.14 21.00 -47.24 47.24 19.15 1.00 44.80 Vu> PhiVc 2.443 0.00 10.50 +1.20D+0.50Lr+0.50L +W 1 5.25 21.00 9.44 9.44 25.20 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 5.36 21.00 9.48 9.48 24.15 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 5.48 21.00 9.51 9.51 23.09 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 5.59 21.00 9.53 9.53 22.02 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 5.70 21.00 9.55 9.55 20.96 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 5.81 21.00 9.56 9.56 19.89 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 5.92 21.00 9.56 9.56 18.82 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.04 21.00 9.55 9.55 17.76 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.15 21.00 9.54 9.54 16.69 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.26 21.00 9.52 9.52 15.62 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +W 1 6.37 21.00 9.50 9.50 14.56 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.48 21.00 9.47 9.47 13.50 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.59 21.00 9.43 9.43 12.44 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.71 21.00 9.39 9.39 11.38 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.82 21.00 9.34 9.34 10.33 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 6.93 21.00 9.28 9.28 9.29 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +W 1 7.04 21.00 9.22 9.22 8.25 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +W 1 7.15 21.00 9.15 9.15 7.22 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+0.50L +W 1 7.26 21.00 9.07 9.07 6.20 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .20D+0.50Lr+0.50L +W 1 7.38 21.00 8.99 8.99 5.19 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50W 1 7.49 21.00 8.96 8.96 1.23 1.00 44.80 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1 .60Lr+0.50W 1 7.60 21.00 9.14 9.14 2.23 1.00 44.80 Vu< PhNc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 7.71 21.00 -5.79 5.79 5.57 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 7.82 21.00 -5.46 5.46 4.92 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 7.94 21.00 -5.13 5.13 4.31 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.05 21.00 -4.79 4.79 3.74 1.00 44.80 Vu< PhNc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.16 21.00 -4.45 4.45 3.20 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 8.27 21.00 -4.09 4.09 2.71 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.38 21.00 -3.73 3.73 2.25 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.49 21.00 -3.37 3.37 1.83 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.61 21.00 -3.00 3.00 1.45 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 8.72 21.00 -2.62 2.62 1.12 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 8.83 21.00 -2.23 2.23 0.83 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 8.94 21.00 -1.84 1.84 0.58 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 9.05 21.00 -1.44 1.44 0.37 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 9.16 21.00 -1.04 1.04 0.21 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1 .60Lr+0.50L 1 9.28 21.00 -0.63 0.63 0.09 1.00 44.80 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+0.50L 1 9.39 21.00 -0.21 0.21 0.02 1.00 44.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 28/32 C RE ORTHOGONAL DIRECTION CHECK • CORNER OF GRID 1.1 AND GRID B.1: Uplift @Grid 1.1 : = 3353 Uplift @Grid B.1: = 1554 Sum Uplift at corner: 3353 + 0.33x1554 = 3866# < HTT5 Capacity= 4350# (OK) 29/32 C RE •> IZ'0l.AG5C"1"~8 tA, !>TCtl IPAIUNG W/ r tveeo ADO 2• l'JlC)O;J••G O It.~ ~ NtCDCO TO lt!Ctrvt fl.Alt AHG~ Dl!Cit."1e,t,,TI11NG - l"CltP"lANOU:~ 10) 'r 1/I _l_i n.OOM)tc,:. l'RAMNG l"Cltl'tA"1 M' ✓ - • 5". TYi" 0 0 T r ,_ \ -+- a a a a a 1/2", M' -TA.eULAA!>TCCl GuA~tl :;!AACM O •-'•OC NOtt lt!rt:lt TO AAO,ITCClVltA.. DIV,Wl..:i,!, r()li! ·N!"QlltMAT~ "'°1 ""°"" Design guardrail connector Note: Guardrail shall be support 200# lateral load or 50 plf distribute load. Moment due to point load (Max. spacing @48" O.C.) Mn = 200# x ( 42") = 8400 #.in Pull out load on 1 lag screw: T = ½*(Mn /3.5")= 1200 # < l.395k-# (OK) Allowable withdraw force per (1) ½"X7" lag screw= 1.395# (please see next page) :. Use ( 4) ½" lag screw w / Min. 7" embedment as shown Core Structure, Inc, 23172 Plaza Pointe Dr., Suite 145, La~amlls, CA 92653 949-954-7244 5/7/2019 Connection Calculator Design Methodlll Allowable Stress Design (ASD) T JI Connection Type[withdraw_al lo_ading T ll Fastener Typeff Lag Screw . -·-· T II Loading Scenario JI[ N/ A ~I Submit Initial Values I I I Main Member Typell~glas Fir-Larch ·JI Main IV!ember;II! 9 _5 in. Thickness T 11 I Side Member TypelJI Steel ---;i1 Side Member Tbicknessll11/4 in. --T JI Washer Tbicknessll 11s in. T II Nominal DiameterllLl/2 in. -.. ~I LengthJl 7 in. T JI Load Duration FactorJ C D = 1.0 •I Wet Service FactorJJ1 C M = 1.0 T ii End Grain Factorl le eg = 1.0 T Temperature FactorJ Ct= 1.0 T Calculate Connection Capacity Connection Yield Mode Descriptions Limits of Us~ Diaphragm Factor Hel Load Duration Factorj Technical Hej Show Printable View I JJ Adjusted ASD Capacity IJt395 lbs. II • The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does nQ! address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Provides users with a web-based approach to calculating capacities for single bolts, nails, lag screws and wood screws per the 2005 NOS. Both lateral (single and double shear) and withdrawal capacities can be determined. Wood-to wood, wood-to-concrete, and wood-to-steel connections are possible. □ App0st~;~ Connection Calculator available for the iPhone. ~ c::~~~glc play Connection Calculator available for the Android OS. 31/32 https://www.awc.org/codes-standards/calculators-software/connectioncalc 213 TIC Structure Des1an 2023 C 0 RE Footing/Pad ID: 1 Loads: Design Footing: Design Pad: Company CORE STRUCTURE, INC. Designed ProJect Jayson & Candine Robinson Checked Job No 23191 Date Plan Client SP2 OF BEAM SB1 Soil Bearing: SB= 1500 PSF Post "Mth parallel to footing: Bp = 3.5 in Weight of Footing Weight of Pad Wall_Ex POINT 375.00 PLF = 150 x 1.25' x 2.00' 3675.00 LB = 150 X 3.50' X 3.50' X 2.00' 153PLF =9 x 17 From Support 2 of Beam SB1 (13545LB) Total Weight: Wtotal = 528 PLF Footing Width Required: Bf= Wtotal I SB= 528/1500 x 12 = 4.22 in USE 15" WIDE X 24" DEEP Continuous Footing with #4 Cont.@ T & B (U.N.O) Total Point Load (Ptotal) = 17220 LB S = 3.5 + 2 x (24 + 6) = 63.50 in Width= 15 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 9921.88 LB Allowable Point Load on Footing: Pa11ow= Pcap -(WtotalX S) / 12 =7127 .88 LB Required Pad Area = Ptota1ISB = 17219.9118519965/1500 = 11.48 Ft2 USE 3'-6" SQ x 24" DEEP PAD with (5) #4 @ Bottom, E.W. Footing/Pad ID: 2 SP1 OF BM#7 & SP2 OF BM#5 Soil Bearing: SB= 1500 PSF Loads: Post "Mth parallel to footing: Bp = 3.5 in Design Footing: Design Pad: Weight of Footing Weight of Pad Wall_Ex POINT POINT 150.00 PLF = 150 x 1.00' x 1.00' 900.00 LB= 150 x 2.00' x 2.00' x 1.50' 153PLF =9 x 17 From Support 1 of Beam 7 (1573LB) From Support 2 of Beam 5 (867LB) Total Weight: Wtotal = 303 PLF Footing Width Required: Bf = Wtotal /SB= 303/1500 x 12 = 2.42 in USE 12" WIDE X 12" DEEP Continuous Footing with #4 Cont. @ T & B (U.N.O) Total Point Load (Ptotal) = 3340 LB S = 3.5 + 2 x (12 + 6 ) = 39.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937.50 LB Allowable Point Load on Footing: Pa11ow= Pcap -(WtotalX S) / 12 =3940.13 LB NO PAD IS NEED I 32/32 vG23 06 30 L D. AN 09/27/2023 N/A City of Carlsbad APR 2 9 2025 BUILDING DIVISION EAST COUNTY SOIL CONSULTATION REC ANDENGINEERING,INC. ORD 10925 HARTLEY ROAD SUITE I Jayson & Candice Robinson 1297 Buena Vista Way Ca_rlsbad, California 92008 SANTEE CALIFORNIA 92071 TEL. 619-258-7901 April 28, 2025 Project No. 24-1106E4 Subject: Observation of Footing Excavations for the Proposed Second Story ADU 1297 Baena Vista Wsy Reference: Carlsbad, California ?2008 "Geotechnical Investigation for Proposed Second Story ADU, 1297 Buena Vista Way, Carlsbad, California 92008", Project No. 24-1 l 06E4, Prepared by East County Soil Consultation and Engineering, Inc., Dated April l l , 2024. Dear Mr. & Mrs. Robinson: In accordance with your request, we hove observed the footing excavations for the proposed second story addition over garage to be constructed at the subject site. The footings have been excavated to the proper depth and width into competent soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnicaJ report. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. RespectfuJly Submitted. Mamadou Saliou Diallo, P.E. RCE S4071, GE 2704 EAST COUNTY OIL CONSULTATION AND ENGINEERING, INC. Jayson & Candice Robinson 1297 Buena. Vista Way Carlsbad, California 92008 l 0925 HARTLEY ROAD, SUITE "l" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 April 13, 2024 Project o. 24-1106E4 Subject: Review of Foundation Plan and Details for the Propo ed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 Reference: "Geotechnical Investigation for the Proposed Second Story ADU, 1297 Buena Vista Way, Carlsbad, California 9200R", Project No. 24-1106E4, Prepared by East County Soil Consultation and Engineering, Inc., Dated April 2, 2024. Dear Mr. & Mrs. Robinson: In accordance with your request, we have reviewed the foundation plan and details prepared by Core Structure, lnc. of Lagmia Hills, California for the proposed second story ADU over garage at the subject site. The foundation plan and details were found to be in accordance with the recommendations presented in the referenced geotechnical report. Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, , .E. RCE 54071 , GE 2704 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Jayson & Candice Robinson 1297 Buena Vista Way Carlsbad, California 92008 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 April 2, 2024 Project No. 24-1106E4 Subject: Geotechnical Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 Dear Mr. & Mrs. Robinson: In accordance with your request, we have performed a geotechnical investigation at the subject site to evaluate the geotechnical site conditions and provide recommendations for design and construction of the proposed second-story ADU over the existing garage. SCOPE OF SERVICES The following scope of work was performed for this investigation: 0 Site reconnaissance and review of published geologic and geotechnical reports and maps pertinent to the project area. 0 Subsurface exploration consisting of drilling one test boring in the proposed building area. The test boring was logged by our project supervisor. 0 Collection of representative soil samples at selected depths. The obtained samples were stored in sealed containers and transported to our soil testing laboratory for subsequent analysis. 0 Laboratory testing of representative samples of the soils encountered during the subsurface exploration. 0 Geotechnical analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations. 0 Preparation of this report, which summarizes the results of our analysis and presents our conclusions and recommendations for the proposed construction. . Geotechnical Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, CaJifornia 92008 SITE DESCRIPTION AND PROPOSED CONSTRUCTION Page 2 April 2, 2024 Project o. 24-1106E4 The site location is shown on the attached Vicinity Map, Figure 1. The site is a rectangular-shaped, residential lot located on the south side of Buena Vista Way, in Carlsbad, California. The lot is bordered by Buena Vista Way to the north and other residences to the south, east and west. The property is presently occupied by a one-story, single-family residence. The site slopes gently to moderately down to the west. Vegetation consists of grass, shrubs and a few trees. It is our understanding that the proposed construction will consist of a second-story addition above the existing garage. The addition will be wood-framed. The existing footings will require deepening to support the new second-story addition. SUBSURFACE EXPLORATION AND LABORATORY TESTING One test boring was drilled on March 2Q, 2024 to a maximum depth of 5 feet with a hand auger. The approximate location of the test boring is shown on Figure 2. The log of the test boring is shown on Figure 3. Following the subsurface exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory tests included in-place density and moisture content, sieve analysis and an expansion index. The tests were performed in accordance with ASTM standards. The test results are shown on the Logs of Test Borings, Figure 3 and on the Laboratory Test Results, Figure 4. SUBSURFACE SOIL CONDIDONS The subsurface soil descriptions were interpreted from conditions encountered during the subsurface exploration and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials are presented on the Logs of Test Borings, Figure 3 and are summarized, as follows: Topsoil: Topsoil was encountered in the test boring to a depth of 6 inches and consisted of dark brown, dry to moist, loose and porous, silty sand with some smaJl roots. Terrace Deposits: Terrace deposits were encountered beneath the topsoil to the maximum depth explored of 5 feet. The terrace deposits consisted of reddish brown, moist, medium dense to dense, silty sand. SOIL PROPERTIES a. Compressible Soils Our field observations and testing indicate the topsoil to a depth of about 6 inches is loose and compressible. The underlying terrace deposits are medium dense to dense with a low compressibility. EAST COUNTY SOIL CONSULTATIO 'AND E GINEERING, I C. . GeotechnicaJ Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 b. Expansive Soils Page 3 April 2, 2024 Project No. 24-1106E4 An expansion index test was perfonned on a representative sample of the terrace deposits. The results of the test are shown on Figure 4. An expansion index of 0 was obtained which indicates the terrace deposits have a very low expansion potential. c. Groundwater Static groundwater was not encountered to the depths of the test borings. The proposed building area is located at an elevation over 100 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. EXISTING FOOTING DEPTH The existing footings were found to be approximately 8 inches deep below the existing, adjacent ground surface. GEOLOGY From geologic maps published by the State of California, the site is underlain by sedimentary terrace deposits. There are no known geologic hazards such as landslides, liquefaction-prone areas, or earthquake faults at the site. However, the proposed structure is subject to ground shaking and possible damage from earthquakes on nearby or more distant, active faults. SEISMIC DESIGN V ALOES Seismic design values are presented on the attached Figure 5. CONCLUSIONS Construction of the proposed second story ADU is feasible from a geotechnical standpoint, provided the recommendations presented in this report are properly implemented during construction. RECOMMENDATIONS FILL COMPACTION Any new fill should be compacted to a minimum relative compaction of 90 percent as determined by ASTM DI 557. Prior to placing new fill, the upper, loose topsoil should be removed down to medium dense to dense terrace deposits, a depth of about 6 inches. Fill soils should be placed at a moisture content slightly above the optimum moisture content, in lifts 6 to 8 inches thick, with each EAST COU TY SOIL CO SULTATION AND E GI EERJNG, INC. · Geotechnical Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 Page4 April 2, 2024 Project No. 24-1106E4 lift compacted by mechanical means. Trench backfill should also be compacted to at least 90 percent. All grading, fill placement, and compaction should be performed in accordance with the grading requirements of the City of Carlsbad. Fill placement and compaction should be observed and tested as necessary by our field representative. EROSION CONTROL Due to the predominantly sandy nature of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other methods to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. TEMPORARY SLOPES AND TRENCH EXCAVATIONS Temporary vertical slopes and trench excavations should not exceed 5 feet in height. Any temporary slopes or trench excavations greater than 5 feet in height should be shored or laid back at a 1 : 1 (horizontal to vertical) slope ratio. CAL-OSHA guidelines for trench excavation safety should be implemented during construction. FOUNDATIONS a. The proposed second-story addition above the existing garage may be supported on deepened, existing footings and/or new, continuous and/or individual spread footings extending through the upper topsoil and at least 12 inches into the underlying, medium dense to dense terrace deposits. Terrace deposits were encountered at a depth of approximately 6 inches in the test boring, hence deepened footings and new footings should have a minimum depth of 2 feet below the existing adjacent ground surface. Typical deepened footing details are shown on the attached Figure 6. b. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the medium dense to dense terrace deposits as set forth in the 2022 California Building Code. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 psf. c. Lateral loads may be resisted by an equivalent fluid passive soil pressure of 3 50 pounds per cubic foot. A coefficient of friction of 0.35 may also be used. If passive and friction values are used together, the passive value should be reduced by one-third. EAST COU TY SOIL CO SUL TA TIO AND E GINEERI G, I.NC. . GeotechnicaJ Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 Page5 April 2, 2024 Project No. 24-1106E4 d. All footing excavations should be observed and approved by our representative. e. For design purposes, total and differential settlements of½ inch may be assumed. DRAINAGE Surface water should not be allowed to pond next to buildings. Finished grades should slope a minimum of 2 percent away from buildings and along drainage swales. Roof gutters and downspouts connecting to solid, outlet pipes are recommended. Outlet pipes should be discharged to an approved outlet. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable geotechnical engineers and geologists practicing in this or similar localities. o other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report provides no warranty, either expressed or implied, concermng future building performance. Future damage from geotechnical or other causes is a possibility. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed to be representative of site conditions; however, soil and geologic conditions may vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or his/her representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. EAST COU TY SOIL CO SULTATIO A DE GINEERJ.NG, INC. Geotedrnical lnve.,tigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 ADDffiONAL SERVICES Page 6 April 2, 2024 Project No. 24-1106E4 The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services which are provided by our firm, and should be budgeted within the cost of development. 1b.is opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Mamadou Saliou Diallo, P .E. RCE 54071, GE 2704 Attachments: Figures 1 through 6 and References EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. . Geotechnical lnvestigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 I ;:. I= na Or V .. 0 0 (.J a. 0 a. ha' .:.ddlX 9 FIGURE 1 VICINITY MAP Beal lc.1 Page 7 April 2, 2024 Project No. 24-1106E4 F -st ~r J~ E. 9 Cyn:hta Ln Laguna Dr Cars 5 u ture Ga EAST COU TY SOIL CONSULTATJO AND ENGINEERJNG, INC. • GeotechnicaJ lnl'estigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 FIGURE 2 LOCATION OF TEST BORING LEGEND 8-1 • APPROXIMATE LOCATION OF TEST BORING Pages April 2, 2024 Project No. 24-1106E4 EAST COUNTY SOIL CONSULTATION A D ENGINEERING, I C. . GeotecbnicaJ Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 DEPTI-I Surface 0.5' 1.5' 5.0' FIGUREJ LOG OF TEST BORING BORING B-1 SOIL DESCRJPTION TOPSOIL dark brown, dry to moist, loose. silty sand with small roots TERRACE DEPOSITS reddish brown, moist, medium dense to dense, silty sand becomes dense bottom of boring, no caving, no groundwater Boring backfilled 3/20/2024 Page9 April 2, 2024 Project No. 24-1106E4 y M 113.7 8.8 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % EAST COUNTY SOIL CONSULTATIO AND E GlNEERING, lNC. . Geotecbnical lnvestigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 TEST LOCATION B-1 @ 1.5' FIGURE 4 LABORATORY TEST RESULTS fNITIAL MOISTURE CONTENT (%) 9.1 EXPANSION INDEX TEST (ASTM D 4829) SATURATED INITIAL EXPANSION MOISTURE DRY CONTENT(%) DENSITY (PCF) 17.8 112.3 PARTICLE SIZE ANALYSIS (ASTM D422) fNDEX 0 Page 10 April 2, 2024 Project No. 24-1106E4 EXPANSION POTENTIAL VERY LOW U.S. Standard Percent Pas ing Sieve Siu B-1 "!,lS Terrace .Deoosits 2" - I" - 1/2" - 3/8" 100 #4 99 #8 96 #16 95 #30 91 #50 49 #100 27 #200 20 uses SM EAST COU TY SOJL CO SULTATION A D ENGINEERING, INC. . Geotechnical Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Page 11 April 2, 2024 Project No. 24-1106E4 Carlsbad, California 92008 FIGURE 5 SEISMIC DESIGN VALUES 1297 Buena Vista Way, Carlsbad, CA 92008, USA Design Code Reference Document Risk Cat.gory Site Class Type Value Ss 1.049 S: 0.381 SMs 1.133 s~, null -See Section 11.4.8 Sos 0.756 So: null -See Section 11.4.8 Type value SDC null -See Section 1L4.8 Fa 1.08 F~ null -See Section 11.4.8 DMeription Description 4/1/2024 1:55:57 PM ASCE7-16 II D -Stiff Soil MCEtt ground motion_ {for 0-2 second period) fl.ACEF ground motion for !. Os penod) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at O 2 second SA Numeric seismic design value at 1.0 second SA S~smic design category Site amplification factor at 0.2 second s· e amplification factor at 1.0 second EAST COUNTY SOIL CONSULTATION AND E GINEERI G, INC. . GeotechnicaJ Investigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 FIGURE6 Page 12 April 2, 2024 Project o. 24-1106E4 TYPICAL DEEPENED FOOTING DETAILS 2' MIN. TOTAL DEPTH INTO TERRACE DEPOSITS. SEE TEXT GROUND SURF CE NO. 4 REBAR DOWELS/ ANCHORS (cf 12" ON CENTERS FOUR NO. 4 REBARS. TWO AT TOP AND TWO AT BOTTOM DEEPENED FOOTING k 18" MJN. >I EXTER1OR WALL FLOOR SLAB EXISTING FOOTlNG 12" MTN. Notes: l) Reinforcing steel should have at least 3 inches concrete cover from outer edges of footing, 2) Reinforcing steel should be tied together with No. 3 rebar stirrups spaced approximately 2 feet apart on centers, 3) Steel rebar dowels/anchors should be drilled and epoxied in place in accordance with ICC ESR-2508 using Simpson SET XP epoxy adhesive. EAST cou TY SOIL co SULT A n o AND E GINEERING, INC. . GeotechnicaJ lm•estigation for the Proposed Second Story ADU 1297 Buena Vista Way Carlsbad, California 92008 REFERENCES Page 13 April 2, 2024 Project No. 24-1106E4 l . "2022 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. 2. "Geologic Map of the San Diego 30' x 60. Quadrangle, California'·, by Michael P. Kennedy and Siang S. Tan, 2008. 3. ·'Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. 4. '·Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Unifonn Building Code", Published by International Conference of Building Officials. 5. ··Geologic Maps of the orthwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. 6. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Anny Corps of Engineers. o. 7'', Published by ASCE Press, 1994. 7. "Foundations and Earth Structures, Design Manual 7.2", by Department of avy Naval Facilities Engineering Command, May 1982, Revalidated by Change I September 1986. 8. --around Motions and Soil Liquefaction during Earthquakes ... by H.B. Seed and J.M. Idriss. 1982. EAST COUNTY SOIL CO SULTATIO AND ENGINEER! G, INC. {'cityof Carlsbad HOUSING DEVELOPMENT TRACKING Development Services Planning Division 1635 Faraday Avenue (442) 339-2610 www.carlsbadca.gov P-20 The following information is required by to the State of California to track new housing development for all income levels. Please complete this form to the best of your knowledge and submit prior to building permit issuance. Project Name: RobinsonJADU Tract/Permit No.: CBR2023-5006 -----------------Project Address: 1297 Buena Vista Wa APN: 156-231-15-00 Structure Description: D Single-Family [XI Single-Family+ ADU JAOU D Two -Four Unit D 5 + Unit Structure D Accessory Dwelling Unit D Mobile Home (new spaces added) D Remodel/Reconstruction (new dwelling units added) D Commercial/Residential (mixed-use) Project's planned initial occupancy is for: D Rental occupant IXI Owner occupant For single-family, do you intend to use this property as your personal residence? If yes, please provide the estimated market value: ---------- D Yes IX] No Will an affordable housing deed restriction be recorded on the property? D Yes IX] No Which units in the project will be deed restricted? ___________________ _ Please Indicate the number of units for each bedroom type that will be provided and a price range. Individual responses will not be shared with outside parties. Number of units for sale Bedrooms per unit Price range (low and high) Studios $ 1 bd $ 2 bd $ 3 bd $ 4+bd $ Number of units for rent Bedrooms per unit Rent range (low and high) 1 Studios $ 1,000 -1 ,500 1 bd $ 2 bd $ 3 bd $ 4+ bd $ OWNER(S): Jayson & Candice Robinson DEVELOPER(S): Same (Last, First. Middle Initial or Firm Name) (Last, First. Middle initial or Firm Name) ADDRESS: 1295 Buena Vista Way ADDRESS: Dec.8,2023 CITY, STATE, ZIP: Carlsbad, CA 92008 CITY, STATE, ZIP: TELEPHONE: SIGNATURE: 949-254-1694 ~ TELEPHONE: DATE: P-20 Page 1 of 1 Revised 3/22 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. 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 The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. 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.: BP No.: Property Address/APN: 1295 Buena Vista Way, Carlsbad, CA 92008 Applicant Name/Co.: Jayson Robinson ApplicantAddress: 1295 Buena Vista Way, Carlsbad, CA 92008 Contact Phone: 9492541694 Contact Email: jrobinson@wng.com Contact information of person completing this checklist (if different than above): Name: Jack Robinson Company name/address: B-50 Contact Phone: 6788581977 Contact Email: Jayson Robinson Page 1 of 7 Date: Revised 12122 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. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown __________ _ Construction Type 1 Complete Section(•) II] Residential □ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU □ Additions and alterations: □ BPV < $60,000 N/A All residential additions and alterations ii BPV ?: $60,000 1A,4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are □ BPV?: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 2B* *Multi-family dwellings only where ?:$1,000,000 BPV AND BPV?: $1,000,000 affecting ?:75% existing floor area D Nonresidential and hotels/motels □ New construction 1 B, 2B, 3B, 4B and 5 □ Alterations: □ BPV?: $200,000 or additions?: 1B, 5 1,000 square feet □ BPV?: $1,000,000 1B, 2B, 5 Building alterations of?: 75% existing gross floor area ?: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV ?: $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. I The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The * indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV?: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PVand Transportation Demand Management (TOM)*) 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. 3 Checklist Item Check the appropriate boxes, explain al ra applicable aid exception items, aid provide supporting calwallons aid doarnentalion as necessay. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. [i Residential addition or alteration~ $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. ~ N/A JADU D Exception: Home energy score H (attach certification) Year Built 1980-1990 Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Duct sealinQ D Attic insulation □Coolroof D Attic insulation ~ 1978 and later Select one option: D Lighting package D Water heating package D Between1978-1991 Select one option: D Duct sealinQ D Attic insulation D Cool roof D 1992 and later Select one option: D Lighting package D Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations ~ $200,000 building permit valuation. See Section 18.21.050 of the CMC and CAL Green Appendix A5. At least one measure from each applicable building component required. 0 N/A _______ _ AS.2O3.1.1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery AS.2O3.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoor lighting AND mechanicaQ A5.211.1 ** D On-site renewable energy: A5.211.3** D Green power: (If offered by local utility provider, 50% minimum renewable sources) A5.212.1 D Elevators and escalators:(Project with more than one elevator or tv.o escalators) AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) * High-rise residential buildings are 4 or more stories. 0 N/A ---------- 0 N/A _______ _ 0 NIA ________ _ 0 N/A 0 N/A □ N/A ________ _ ** For alterations<?: $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 28 below) instead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID {use addrtional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) □ D □ □ Total System Size: kWdc 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. B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If< 1 0,000s.f. Enter: 5 kWdc D If 2! 1 0,000s.f. calculate: 15 kWdc x (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C. 0 Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hoteVmotel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hoteVmotel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1 (c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: D Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. 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 Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. D Solar water heating system that is either: D .20 solar savings fraction D . 15 solar savings fraction, plus drain water heat recover OR: D System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. D Exception: ______________________________________ _ 8. Nonresidential and hoteUmotel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: D Required: Water heating system derives at least 40% of its energy from one of the following: D Solar-thermal D Photovoltaics D Recovered energy D Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) D Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) D Required: Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A [j] Residential • New construction and major alterations.• This section also applies to hoteVmotel projects. Refer to Section 18.21 .030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: I!!!! One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) □ New detached ADU. (no EV space required when no additional parking facilities are added) □ New one and tv.o-family residential d~lings and townhouse with attached private garage. □ One EV Ready parking space required □ Exception:_J_A_D_U _______ _ □ New and major alterations to multi-family and hotel/motel projects: □ Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable ( 10% of total) I EV Ready (25% of Total) I EV charqers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, 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, i nteriorfinishes a re removed and significant site work and upgrades to structural and mechanical, electrical, a nd/orp lumbing systems are proposed. B. D Non-Residential -New construction □ Exception : ____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Par1<ing Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) D 0-9 1 1 □ 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 D 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE other may be "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY An 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 determine whether your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Office (all)2 Restaurant Retaib Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 (JhEdition 2 For all office uses, use SAN DAG 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 calculatjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20::: 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________ _ Name: Jayson Robinson Date: ______________ _ Phone No.: 9492541694 8 C Cityaf 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. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: □YES [j] NO Complies with CMC 18.30.060 or 18.21.050 0 Yes D N/A Existing Structure, year built: ____ _ Prepared Energy Audit? Q es D No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOL TAic SYSTEM APPLICABLE: DYES [j] NO Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 D Yes D IA Size of PV system (kWdc): Sizing PV by load calculations If by Load Calculations: Jayson Robin11 O Yes O No Total calculated electrical load: 80% of load: Exception Requested Exception Approved O Yes ~ D Yes ONo 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [i)NO 4. 5. Complies with CMC sections 18.30.020 OYes ON/A 18.20.030 and/or 18.30.050? Alternative Source: o Electric o Passive Solar Exception Requested Exception Approved OYes O Yes ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: DYES Complies with CMC section 18.21.030? 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 D Yes ON/A D Yes ONo Required Provided -Oes □Yes TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TOM Report on file with city?