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Home My WebLink About1781 SKIMMER CT; ; CBR2021-1547; PermitPERMIT REPORT Residential Permit Print Date: 07/25/2022 Job Address: 1781 SKIMMER CT, CARLSBAD, CA 92011-3609 Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: BLDG-Residential 2150505700 $12,758.80 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: HILAL: DETACHED TRELLIS (485 SF)/ !RETAINING WALL Applicant: Property Owner: Patio ANTONIO E MONTI JR ANTONIO MONTI JR 525 W BOBIER DR VISTA, CA 92083-1811 (951) 448-3302 CO-OWNERS HILAL BASIM AND POOLJANINE 1781 SKIMMER CT CARLSBAD, CA 92011 FEE SB1473 -GREEN BUILDING STATE STANDARDS FEE SWPPP PLAN REVIEW FEE TIER 1 -Medium SWPPP INSPECTION FEE TIER 1 -Medium BLDG STRONG MOTION -RESIDENTIAL (SMIP) PATIO -FRAME WITH COVER DETACHED ACCESSORY & UTILITY USES Total Fees: $958.86 Total Payments To Date: $958.86 (city of Carlsbad Permit No: CBR2021-1547 Status: Closed -Finaled Applied: 05/27/2021 Issued: 12/01/2021 Fina led Close Out: 07/12/2022 Inspector: Final Inspection: TKers 07/12/2022 Contractor: JOEY TAM BORELLI 3326 WILD OAK LN ESCONDIDO, CA 92027-6508 {760) 802-7040 Balance Due: AMOUNT $1.00 $64.00 $271.00 $1.66 $100.00 $521.20 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Ccityof Carlsbad Job Address 1781 SKIMMER CT RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check C{2;/l,2ft?I-Jstf7 Est. Value PC Deposit ----.------=---- Date ---=-5l~P-k'----=-l-12-----'-I_ Suite: APN: 215-050-57-00 ----- CT/Project#: _________________ Lot#: ___ _ Fire Sprinklers: 0 YES 0 NO BRIEF DESCRIPTION OF WORK: Air Conditioning: 0 YES 0 NO Electrical Panel Upgrade: 0 YES 0 NO PROPOSE DETACHED WOOD/ ALUMINUM TRELLIS COVE~ 10'-6" HIGH 55 FT OF 5 FT HIGH RET WALL ~~o ~ Addition/New: _____ Living SF, ___ Deck SF, 485 Patio SF, ___ Garage SF Is this to create an Accessory Dwelling Unit? 0 Y 0 N New Fireplace? 0 Y 0 N, if yes how many? __ D Remodel: ____ SF of affected area Is the area a conversion or change of use ? 0 Y ON 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? STUB GAS TO BBQ, HEATERS □solar: ___ KW, __ Modules, Mounted:0Roof QGround, Tilt:O YO N, RMA: 0 YON, Battery:OY ON, Panel Upgrade: OY ON D Reroof: __________________________________ _ 0 Plumbing/Mechanical/Electrical Only: 2 CIRCUITS FOR LIGHTS, FANS, outlets D Other:---------------------------------- APPLICANT (PRIMARY CONTACT) Name: ANTONIO MONTI Address: 525 W BOBIER DR City: VISTA State:._C_A_...;Zip: 92083 Phone: 442-33-8173 Email: DRAW4U2@GMAIL.COM DESIGN PROFESSIONAL Name: SERVIN ENGINEERING INC Address: 2647 GATEWAY RD City: CARLSBAD Phone: 760-931-1792 State:_C_A_...;Zip: 92009 Email: NICKSERVIN@GMAIL.COM PROPERTY OWNER Name: BASIM & JENINE HILAL Address: 1781 SKIMMER CT City: CARLSBAD Phone: 858-284-9415 State: CA Zip: _9_20_1_1 __ _ Email: ___________________ _ CONTRACTOR BUSINESS Name: TAMBORELLI CONST co. Address: 3326 WILD OAK LN City: ESCONDIDO State:_C_A_zlp: 92027 Phone: 760-802-7040 Email: PHILIP@TEAMG7.COM Architect State License: _3_3_53_8__________ State License:_34_51_9_0 ___ Bus. License: ______ _ (Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or ~a\~si~eii~~s I issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 8-1 Page 1 of2 Rev. 06/18 ( OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 01 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: INSURANCE COMPANY OF THE WEST Polley No. WSD5040771 Expiration Date: _04_1_1312_0_2_2 ______ _ 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 in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOR SIGNATURE: _Jo_E_Y_TAM_e_oR➔Ci7----'L'-"" .... =---11/-/\. ..... " .... -'-::i_,_Q...,..~=\:\::_-~_:-__ D AGENT DATE: _o_S12_112_0_21 ___ _ ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's license Law for the following reason: DI, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). DI am exempt under Section _______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property Improvement. QYES Q NO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone / type of work): OWNER SIGNATURE: □AGENT DATE: ______ _ -------------------------- CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: NA Lender's Address: ____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 ofthe Presley-Tanner Hazardous Substance Account Act? Yes/ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: _P_H_Iu_P_uZAR __ RA_G_o __________________ DATE: 0512112021 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of2 Email: Building@carlsbadca.gov Rev. 06/18 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-1547) Permit Type: BLDG-Residential Application Date: 05/27/2021 Owner: CO-OWNERS HILAL BASIM AND POOL Work Class: Patio Status: Closed -Finaled JANINE Issue Date: 12/01/2021 Subdivision: Expiration Date: 08/23/2022 IVR Number: 33656 Address: 1781 SKIMMER CT CARLSBAD, CA 92011-3609 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 12/07/2021 12/21/2021 12/07/2021 BLDG-SW-Pre-Con Checklist Item 172008-2021 COMMENTS Status Passed Tim Kersch BLDG-Building Deficiency 12/21/2021 BLDG-11 173130-2021 Partial Pass Tim Kersch Foundatlon/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Requested confirmation location of footings. 02/24/2022 02/24/2022 BLDG-11 177181-2022 Passed Tim Kersch Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Requested confirmation location of footings. 07/12/2022 07/12/2022 BLDG-Final Inspection 186724-2022 Passed Tim Kersch Monday, July 25, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Complete Passed Yes Re inspection Incomplete Passed Yes Complete Passed Yes Complete Passed Yes Yes Yes Yes Yes Page 1 of 1 DATE: October 20, 2021 JURISDICTION: Carlsbad • 1W INTERWEST A SAF'Ebultt COMPANY PLAN CHECK#.: CBR2021-1547 Rev 1 PROJECT ADDRESS: 1781 Skimmer Ct SET: III □ APPLICANT □ JURIS. PROJECT NAME: Hilas Residence -Proposed Detached Wood/ Aluminum Trellis Cover and Retaining Wall ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed . Person contacted : (~A) Telephone#: Date contacted : (by:'\f) Email: Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente lnterwest 10/12/21 Enclosures: Original set of approved plans. 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • lW INTERWEST DATE: October 2, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2021-1547 Rev 1 PROJECT ADDRESS: 1781 Skimmer Ct SET: II 0 APPLICANT □ JURIS. PROJECT NAME: Hilas Residence -Proposed Detached Wood/Aluminum Trellis Cover and Retaining Wall D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Antonio Monti D lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Antonio Monti Telephone#: no info Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by: ) Email: draw4u2@gmail.com Fax In Person Enclosures: 9/24/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 8 -4-2021 JURISDICTION: Carlsbad • 1W INTERWEST A SAFEbullr COMi .!lr,l'r' PLAN CHECK#.: CBR2021-1547.RC1 PROJECT ADDRESS: 1781 Skimmer Ct SET: II □ APPLICANT □ JURIS. PROJECT NAME: Hilal Res -Proposed detached wood/aluminum trellis cover and retaining wall D The plans transmitted herewith have been corrected where necessary and substantially comply w ith the jurisdiction's codes. [2J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [2J lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: Email: Mail Te lephone Fax In n [2J REMARKS: Sheets A-2 and SD-1, must be stamped and signed by Nick Servin, P .E. C33538 before permit can be issued. All other sheets must just be signed by designer. By: Erich A. Kuchar, P.E. lnterwest Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2021-154 7 Rev 1 October 2, 2021 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad 1 PROJECT ADDRESS: 1781 Skimmer Ct DATE PLAN RECEIVED BY ESGIL: 9/24/21 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): PLAN CHECK#.: CBR2021-1547 Rev DATE REVIEW COMPLETED: October 2, 2021 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Carlsbad CBR2021-154 7 Rev 1 October 2, 2021 • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? □ Yes □ No ONLY ITEM NO. 4 IS RESOLVED AS A RESULT OF SET II SU BM ITT AL. THERE WERE NO RESPONSES FOR ITEMS 1 THRU 3. PLEASE READ THE INSTRUCTIONS BEFORE YOU RESUBMIT SET Ill TO SAVE SOME TIME. 1. Please submit a copy of the building permit application for this revision. 2. Submit a summary of the changes that are made from the original set of approved plans. 3. All sheets of the revised plans must be signed by the person responsible for their preparation. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil. Thank you. ... DATE: 6-14-2021 JURISDICTION: Carlsbad • 1W IN TE RW E ST A SAFEbu,ll COMPANV PLAN CHECK#.: CBR2021-1547 PROJECT ADDRESS: 1781 Skimmer Ct SET: I □ APPLICANT □ JURIS. PROJECT NAME: Hilal Res -Proposed detached wood/aluminum trellis cover and retaining wall D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. cg] The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person . D The applicant's copy of the check list has been sent to: D lnterwest staff did not advise the applicant that the plan check has been completed. cg] lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Antonio Monti Date contacted : (by: Telephone#: not provided ) Email: draw4u2@gmail.com Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. lnterwest 5-28-2021 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2021-1547 6-14-2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2021-1547 PROJECT ADDRESS: 1781 Skimmer Ct FLOOR AREA: 485 sqft patio cover 220 sqft of wall REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6-14-2021 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad STORIES: 1 HEIGHT: 10'-6" DATE PLANS RECEIVED BY ESGIL CORPORATION: 5-28-2021 PLAN REVIEWER: Erich A. Kuchar, P.E. This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2021-1547 6-14-2021 PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 2. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 3. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 4. Sheets A-2 and SD-1, and any other structural sheets that will be added·are required to be stamped and signed by Nick Servin, P.E. C33538. STRUCTURAL 5. Update plan call outs to have wood columns embedded in concrete to specify pressure-preservative treated wood. (Section R317.1). 6. Update all beam calcs and plans for correct 20 psf live load. Cales are currently using 10 psf live load which is incorrect. 7. Update plans and calcs for using correct dead load in lateral analysis to match that of gravity loading. Dead load should be 10 psf not 5 psf as used in cal cs on page L3. Wx should equal 464 sqft x 10 psf = 4,640 lbs. 8. Provide complete retaining wall analysis and structural details for max height of 5'-0" retaining wall. Keep in mind that not only does it need to resist the soil loads but also that of the dead load of the new patio slab on grade and live load Carlsbad CBR2021-1547 6-14-2021 surcharge. Wall calcs must show this 60 psf live load and 50 psf dead load (for 4" slab on grade) surcharge. 9. Update detail 1 & 2/SD-1 to show correct reinforcement spacing, size, and hook detail. Sheet A-2 calls out for #4's at 12"OC EW? How can caisson reinforcement go each way? Is this supposed to be #4 ties at 12" OC? Provide detail and update plans and calcs as rewired with new loading from comment #7. MECHANICAL 10. Please provide listing information for the outdoor cooking appliance to verify clearance to combustibles and overhead protection. If this is an unlisted appliance, it cannot be installed beneath a combustible overhead. CMC Section 921 .0. MISCELLANEOUS 11 . To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 12. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 13. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Erich A. Kuchar, P.E. at lnterwest. Thank you. Carlsbad CBR2021-1547 6-14-2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Erich A. Kuchar, P.E. BUILDING ADDRESS: 1781 Skimmer Ct BUILDING OCCUPANCY: R-3 BULDING AREA PORTION (Sq.Ft.) patio cover 485 retiaring wal 220 Air Conditioring Fire Sprinklers TOTAL VALUE Jurisdiction Code cb j 1997 UBC Building Ptrmit Ftt iJ l J"\I ~": I 1997 UBC Plan Chtck Fet I :.4\1 }it: i.l Vabltion ~ 15.41 24.65 By Ordinance Type of Review: P Complete Review r Repetitive Fee -, ~ Repeats r Other r t-tomy EIIGIFee ~ Reg. Mod. PLAN CHECK#.: CBR2021-1547 DATE: 6 -14-2021 VALUE ($) 7,474 5,423 12,897 1 , r Structural Only $91.78, Sheet 1 of 1 Structural Calculations For Project: Hilal Patio 1781 Skimmer Court Carlsbad, CA 92009 c/o G7 Landscape Phillip Lizarraga 3129 Tiger Run Court Carlsbad, CA 92010 760-305-3122 Nick Servin Servin Engineering, Inc. 2647 Gateway Road, Suite 105-500 Carlsbad, CA 92009 (760) 931-1792, FAX: (760) 931-1892 nickservin@imail.com C'-f'i JOB NUMBER: 22667 I\ \ May 15, 2021 RCE 33,538 Engineer does not take any responsibility for construction, or control of the job. Engineer's responsibility is solely limited to the design of the structural members included herein. Any changes to design, structural members or configuration shall void calculations. Supervision may be contracted for assurance of proper construction. SHEET INDEX No. DESCRIPTION SHEETS Engineering Assumptions 2 Framing Calculations Fl-F8 3 Foundation calculation Pl 4 Lateral Calculations Ll-L6 , __ ENGINEERING ASSUMPTIONS LOADS: ROOF: DEAD LOADS: TILE FRAMING DRYWALL MISC. PLYWOOD TOTAL LIVE LOADS: SLOPE <4:12 SLOPE >4:12 FLOOR: DEAD LOADS: FRAMING PLYWOOD CARPET/PAD CEILING MISCELLANEOUS WALLS: LIVE LOADS: FLOOR DECK TOTAL 12 PSF SHINGLES 3.0 PSF 2.5 PSF 1.0 PSF Ll PSF 20.0 PSF 20 PSF 16 PSF 6 PSF 3 PSF 1 PSF 3 PSF 2 PSF 15 PSF 12 PSF 40 PSF 60 PSF 2.0 PSF 3.0 2.5 1.0 1.5 PSF 10 PSF SOILS INVESTIGATION BY: None Available 1,500 PSF SOIL BEARING PRESSURE FRAMING: 2X , 4X FRAMING DFL #2 MIN U. N. 0. 6X & LARGER DFL #1 MIN U. N. 0. P ARALLAMS 2.0E WS CONCRETE: STEEL: Fv PSI 95 85 290 Fb PSI 875 1,350 2,900 2,500 AT 28 DAYS 40,000 PSI E PSI 1,600,000 1,600,000 2,000,000 BUILDING DESIGN CRITERIA The design criterion for development in the project City or County is based on the 2019 California Building Code. The design criteria are minimum standards and must be supported by structural calculations and geothechnical reports when used in the design of structures within the city. Basis is CBC Chapter 16 and ASCE 7. ADOPTED CODES 2019 California Building Code 2019 California Energy Code 2019 California Electrical Code 2019 California Plumbing Code 2019 California Mechanical Code 2019 California Fire Code Roof Live Load = Floor Live Load = Deck Live Load = SEISMIC DESIGN Seismic Importance = l 20 psf Reducible 40 psf 60 psf Seismic Design Category "D" for Occupancy Categories I, II, and III Seismic Design Coefficients and factors per ASCE Ss = 0.993 Fa = 1.2 Sds = 0.794 Sdl = null Assume site soil Class "D" WIND DESIGN Basic wind speed 96 at 3-second gust Basic wind pressure 17.05 psf Exposure "D" for most areas Sl = 0.361 Sms = 1.192 Rainfall 3 inches per hour for design of roof drains Fv = null Sml = null R = 1.50 V =0.53w Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533-6532 nickservin mail.com Project Title: Engineer: Project ID: Project Descr: Printed 14 MAY 2021 4 32PM Wood Beam Software copyright ENERc.ALC, INC. 1983-2020, Buid:12.20.8.24 1 ,1 DESCRIPTION: RB-1 TRELLIS BEAM CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fe-Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No. 1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ' D(0.05) Lr(0.05) ' f 6x10 Span= 13.0 ft 1,000.0psi 1,000.0psi 1,500.0psi 625.0psi 180.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,700.0 ksi Emlnbend -xx 620.0ksi Density 31 .210pcf ' t ~ A lied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width = 5.0 ft, (Trellis) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Span = = = = = 0.24S 1 Maximum Shear Stress Ratio 6x10 Section used for this span 306.42psi fv: Actual 1,250.00 psi Fv: Allowable +D+Lr Load Combination 6.500ft Location of maximum on span Span# 1 Span # where maximum occurs 0.048 in Ratio = 3224 >=360 0.000 in Ratio= 0<360 0.097 in Ratio= 1612>=180 0.000 in Ratio= 0<180 Max.•-· Deft Location in Span Load Combination 0.0968 6.547 Support notation : Far left is #1 Support 1 0.650 0.325 0.325 0.650 0.569 0.195 0.325 Support 2 0.650 0.325 0.325 0.650 0.569 0.195 0.325 Desi n OK = 0.073: 1 6x10 16.48 psi = 225.00 psi +D+Lr = 12.241 ft Span# 1 Max. '+' Deft Location In Span 0.0000 0.000 Values in KIPS Fl Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533-6532 nickservin mail.com Project Title: Engineer: Project ID: Project Descr: Pnnled 14 MAY 2021 4 37PM FIie: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Bu 1 ,1 DESCRIPTION: RB-2 TRELLIS BEAM CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb+ Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ♦ ♦ D(O 05) Lr(0.05) I l • 6x10 Span= 15.50 ft 1,000.0psi 1,000.0psi 1,500.0psi 625.0psi 180.0psi 675.0psi E: Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width= 5.0 ft, (Trellis) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum overall MINimum DOnly +D+Lr +D-+-0.750Lr -+-0.600 Lr Only Span = = = = = 0.348 1 Maximum Shear Stress Ratio 6x10 Section used for this span 435.61 psi fv: Actual 1,250.00psi Fv: Allowable +D+Lr Load Combination 7.750ft Location of maximum on span Span# 1 Span # where maximum occurs 0.098 in Ratio= 1902>=360 0.000 in Ratio= 0<360 0.196 in Ratio= 951 >=180 0.000 in Ratio= 0<180 Max.'." Defl Location in Span Load Combination 0.1955 7.807 Support notation : Far left Is # 1 Support 1 0.775 0.388 0.388 0.775 0.678 0.233 0.388 Support2 0.775 0.388 0.388 0.775 0.678 0.233 0.388 Desi n OK = 0.090 : 1 6x10 = 20.14 psi = 225.00 psi +D+Lr = 14.765ft = Span# 1 Max.•+• Defl Location in Span 0.0000 0.000 Values in KIPS Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533-6532 nickservin mail.com Project Title: Engineer: Project ID: Project Descr: Prrnted 14 MAY 2021 4 36PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,:. DESCRIPTION: RB-3 TRELLIS BEAM CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Fb+ Fb- Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ' 0(0.08) Lr(0.08) 6x10 Span= 13.0 ft 1,000.0psi 1,000.0psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31 .210pcf ♦ A lied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 0.010, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (Trellis) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+lr +D..0.750Lr ..0.60D Lr Only Span = = = = = 0.392 1 Maximum Shear Stress Ratio 6x10 Section used for this span 490.27psi fv: Actual 1,250.00psi Fv: Allowable +D+Lr Load Combination 6.500ft Location of maximum on span Span# 1 Span # where maximum occurs 0.077 in Ratio= 2015>=360 0.000 in Ratio= 0<360 0.155 in Ratio= 1007>=180 0.000 in Ratio= 0<180 Max.·-· Oefl Location in Span Load CombinaUon 0.1548 6.547 Support notation : Far left is # 1 Support 1 1.040 0.520 0.520 1.040 0.910 0.312 0.520 Support 2 1.040 0.520 0.520 1.040 0.910 0.312 0.520 Design OK = 0.117 : 1 6x10 = 26.37 psi = 225.00 psi +D+Lr = 12.241 ft = Span# 1 Max. • +' Defl Location in Span 0.0000 0.000 Values in KIPS Servin Engineering, Inc. Project Title: Engineer: 2647 Gateway Road # 105-500 Carlsbad, CA 92009 Nick Servin, PE Project ID: Project Descr: 760-533-6532 nickservin mail.com Wood Beam ,., DESCRIPTION: RB-4 TRELLIS BEAM CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb+ Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9 0(0 08) Lr(0.08) 6x10 Span= 15.50 It Software 1,000.0psi 1,000.0psi 1,500.0psi 625.0psi 180.0psi 675.0psi Printed 14 MAY 2021, 4.37PM File: as1m Patio. ht ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 • .. ! E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31.210pcf Ap lied Loads Service loads entered Load Factors will be applied for calculations. Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width= 8.0 ft, (Trellis) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total DeOectlon Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXlmum Overall MINimum DOnly +D+Lr +D+0.750lr +0.60D Lr Only Span = = = = o.ssa 1 Maximum Shear Stress Ratio 6x10 Section used for this span 696.97psi fv: Actual 1,250.00 psi Fv: Allowable +D+Lr Load Combination 7.750ft Location of maximum on span Span# 1 Span # where maximum occurs 0.156 in Ratio= 1189 >=360 0.000 in Ratio= 0<360 0.313 in Ratio= 594>=180 0.000 in Ratio= 0<180 Max. • -• Defl Location in Span Load Combination 0.3129 7.807 Support nolation : Far left is #1 Support 1 1.240 0.620 0.620 1.240 1.085 0.372 0.620 Support 2 1.240 0.620 0.620 1.240 1.085 0.372 0.620 = = = = Design OK 0.143:1 6x10 32.22 psi 225.00psi +D+Lt 14.765ft Span# 1 Max. • +' Defl Location in Span 0.0000 0.000 Values in KIPS Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533-6532 nickservin mail.com Project Title: Engineer: Project ID: Project Descr: Printed 15 MAY 2021 6 31AM ile: asim atio. Wood Beam Software copyright ENERCALC, INC. 1983-2020, BuDd:12.20.8.24 1,1 DESCRIPTION: RB-5 TRELLIS BEAM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb+ Fb • Fe-Prll Fe• Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0.01) Lr(O 01} 6 D(0.52~rl0.52\ &10 Span = 16.0 ft 1,000.0psi 1,000.0psi 1,500.0psi 625.0psi 180.0psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend • xx 620.0ksi Density 31.210pcf ~ 6)(10 Span = 2.50 ft A lied Loads Service loads entered. Load Factors will be applied for calculatrons. Load for Span Number 1 Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width= 1.0 ft, (Trellis) Point Load : D = 0.520, Lr = 0.520 k@7.0 ft, (RB-3) Load for Span Number 2 Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width = 1.0 ft, (Trellis) Point Load : D = 0.520, Lr = 0.520 k@ 2.50 ft, (RB-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.412 1 Maximum Shear Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+lr Vertical Reactions Load Combination Overall MAXlmum Overall MINimum DOnly +D+lr +D+0.750Lr Span 1 2 = = = 6x10 514.63psi 1,250.00 psi Max.•.• Oefl 0.1634 0.0000 +O+Lr 6.972ft Span# 1 0.082 in Ratio= -0.009 in Ratio= 0.163 in Ratio= -0.018 in Ratio= Location In Span 7.151 7.151 Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2350 >=360 6836>=360 1175 >=180 3418>=180 Load Combination +D+lr Support notation : Far left Is #1 Support 1 0.579 0.289 0.289 0.579 0.506 Support 2 Support 3 1.871 0.936 0.936 1.871 1.637 = = = Max.'+' Defl 0.0000 -0.0176 Values In KIPS Design OK 0.137: 1 6x10 30.84 psi 225.00 psi +D+Lr 16.000ft Span# 1 Location in Span 0.000 2.500 Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533~532 nickservin mail.com Wood Beam 1,1 DESCRIPTION: RB-5 TRELLIS BEAM Vertical Reactions Load Combination Lr Only Support 1 .174 0.289 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left Is #1 Support 2 Support 3 .56 0.936 Printed 15 MAY 2021 6 31AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533-6532 nickservin mail.com Wood Beam ,., DESCRIPTION: RB-6 TRELLIS BEAM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combi(lalion ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : Select Structural Project Title: Engineer: Project ID: Project Descr: Fb+ Fb- Fc-Prtl Fe -Perp Fv Ft 1,500.0psi 1,500.0 psi 1,700.0 psi 625.0 psi 180.0psi 1,000.0psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling a. Of Lr(O. 01) 6 D(0.52~r!O. Sfl 6x10 Span = 16.0 ft E : Modulus of Elasticity Ebend-xx 1,900.0ksi Eminbend -xx 690.0ksi Density 31.210pcf D(O 01) 8H-8~l i'' '·0 '' ! i t 7 : ~ 6x10 Span = 2.50 ft A lied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.010, Lr= 0.010 ksf, Tributary Width = 1.0 ft, (Trellis) Point Load : D = 0.520, Lr= 0.520 k@ 7 .0 ft, (RB-3) Point Load : D = 0.520, Lr= 0.520 k @7.0 ft, (RB-3) Load for Span Number 2 Uniform Load : D = 0.010, Lr = 0.010 ksf, Tributary Width= 1.0 ft, (Trellis) Point Load : D = 1.040, Lr= 1.040 k@ 2.50 ft, (RB-3 X 2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.52~ 1 Maximum Shear Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly Span 1 2 = = 6x10 Section used for this span 991 .37psi fv: Actual 1,875.00 psi Fv: Allowable +O~ Load Combination 6.972ft Location of maximum on span Span# 1 Span# where maximum occurs 0.128 in Ratio= 1503>=360 -0.007 in Ratio= 8686 >=360 0.276 in Ratio= 694>=180 -0.024 in Ratio= 2522 >=180 Max.•-• Defl Location in Span Load Combination 0.2763 7.151 0.0000 7.151 +D+Lr Support notation : Far left Is #1 Support 1 1.089 0.501 0.589 Support 2 Support 3 3.650 1.764 1.886 = = = = Desi n OK 0.272: 1 6x10 61 .26 psi 225.00 psi +0-+lr 16.000ft Span# 1 Max.'+" Defl Location in Span 0.0000 0.000 -0.0238 2.500 Values in KIPS Servin Engineering, Inc. 2647 Gateway Road# 105-500 Carlsbad, CA 92009 Nick Servin, PE 760-533-6532 nickservin mail.com Wood Beam ,., DESCRIPTION: RB-6 TRELLIS BEAM Vertical Reactions Load Combination ~4.r -+0-+-0.750Lr -+-0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 1 Support 2 Support 3 1.089 0.964 3.209 0.353 1.131 0.501 1.764 Printed 15 MAY 2021. 6 37AM ile: Basim atio.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Servin Engineering, Inc. Project Name: Basim Patio 2647 Gateway Road,# 105-500 Flagpole Footing Design v\ddress: 1781 Skimmer Court Carlsbad, CA 92009 Program -Constrained ~N: 22667 760-533-6532 By: NS Email: nickservin@gmail.com Date: 5/21/2021 Criteria: dA2= 4.25*Ph/S3/b Units b Diameter of footing Feet d Footing depth Feet h Height of applied load Feet p Lateral load Lbs S3 Lateral bearing pressure PSF/ft Input: b 1.50 Feet d 2.90 Feet h 9.00 Feet Initial Guess p 282 Lbs S3 100 PSF/ft S3 adj 290.00 PSF/ft Output: d= 2.92 Feet deep, minimum ff L\TC Hazards by Location Search Information Address: Coordinates: Bevation: Times tamp: Hazard Type: Reference Document: Risk Category: Site Class: ,a Island 1781 Skimmer Ct, Carlsbad, CA92011, USA ential ~abitat... 33.10942500000001, -117 .2714465 279 ft 2021 -03-03T02:08:21.702Z Seismic ASCE7-16 II O-default Go gle Basic Parameters Name Value Description Ss 0.993 MCER ground motion (period=0.2s) S1 0.361 MCER ground motion (period=1.0s) SMs 1.192 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.794 Numeric seismic design value at 0.2s SA So1 • null Numeric seismic design value at 1.0s SA "See Section 11 .4.8 •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site ampllflcaUon factor at 1.0s CRs 0.897 Coefficient of risk (0.2s) CR1 0.908 Coefficient of risk (1.0s) PGA 0.435 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PG~ 0.521 Site modified peak ground acceleration I l CD ® Temecula 0 279 ft · Cleveland Borrego Springs 0 Ocean.w National Forest 0 scondido Anza-Bc 0 Dese State f Mt Laguna 0 San Diego O 0 ,_ Map data ~2021 Google, INEGI .I I I i L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV 1781 Skimmer Ct, Carlsbad, CA92011, USA 33.10942500000001, -117.2714465 279 ft 2021-03-03T02:07:23.254Z Wind ASCE 7-10 67 mph MRI 10-Year 72 mph MRI 25-Year 77 mph MRI 50-Year 82 mph MRI 100-Year 89 mph Risk Category I 96 mph Risk Category II 102 mph Risk Category Ill-IV 107 mph ,a Island ential labitat ... Go gle 72 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph Temecula 0 279 ft · Cleveland Borrego • ~ Spr~ngs Ocean National Forest 0 scondido Anza-Bc 0 Dese State F Mt L!guna San Diego O 0 ,. Map data @2021 Google, INEGI ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction befo,e proceeding with design. Disclaimer Hazard loads are interpolated from data prolAded in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, prolAde a wind speed that is slightly higher. NOTE: For queries near wind- borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responslbilityor liability for its accuracy. The material presented in the report should not be used or relied upon for any specific applicaUon 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 information replace the sound judgment of such com petent professionals, ha'lling experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in Interpreting and appl~ng the results of the report prolAded 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 notimplyapproval by the governing building code bodies responsible for Project Name: ddress: Basim Patio Servin Engineering, Inc. 2647 Gateway Road Carlsbad, CA 92009 SEISMIC DISTRIBUTION TABLE N: 1781 Skimmcer Court 22667 60-931-1792, 1892 Fax Email: nickservin@gmail.com Base Shear Calculation: Patio Lateral V= Sos• W where: Sos = 2/3"SMs = (R/1) S,,s = F."Ss = s. = Site Class= F, = Vmu= S01 "W where: S01 = 2/3"SM, = T"(R/1) sM, = F;s, = S,= Site Class= F. = v_ = o.01·w or v..,.. = co.5·s,1cR11J)'W 0.79 1.19 0.993 D 1.20 0.24 0.36 0.361 D 1.00 If S1 ~ 0.6g I V = 0.53"W I I v,. .. = 1.48'W I v,.,,, = o.01·w I USE: V • 0.53'W Story Force Distribution: (From USGS Mapped S8 & S1) (Defaull Class D) (From USGS Mapped Ss & S,) (From USGS Mapped S8 & S1) (Default Class D) (From USGS Mapped S5 & S,) F, D1stnbu11on -Verhcal Elemenls (Shea,walls) V = 1 239 lbs Story Unit DL (psf) w,(lbs) h, (ft) Roof 464 5 2320 9.5 22040 Wall 4 5 20 4 80 I:w,= 2340 I: w,"h, = 22120 F,, D1slnbu1,on • Honzonial Elemenis (Diaphragms) Story Unit DL (psf) w,(lbs) I:w, (lbs) Roof 464 5 2320 2320 1.000 2320 By: ns Date: 5/21/2021 Occupancy Category: II I = Importance Factor: Seismic Design Category: D Basic Buildin S stem: G. Cantilevered Column S stem 7. Timber Frames R = Response ModiflCStion Factor: 1.5 Building Period T : T = o.02o·t,,.075 = 0.11 h,. = 9.5 ft w,'h/I:wx"hx F, (lbs) V Redistribution F /sq ft (psf) 0.996 1235 1237 2.67 0.004 4 I:F, (lbs) F 0/sqft (psf) 1237 1237 2.67 L 3 Seniin Engineering, Inc. 2647 Gateway Road Carlsbad, CA 92009 SEISMIC STORY FORCE DISTRIBUTION 760-93 1-1792, 1892 Fax Email: nicksen,in@gmail.com Seismic Force Distribution @Story Level: Line Width To Left of Length Along Line ft A 14.50 1 .00 B 14.50 16.00 C 14.50 16.00 1 16.00 29.00 2 16.00 29.00 14.50 16.00 Line Width To Left of Length Along Width To Right Length Along Line ft) Line ft of Line (ft Line (fl) Shear F,lfl" = psi 0' Line Width To Left of Length Along Width To Righi Length Along Line (Ill Line lftl of Line lftl Line (fl) Trib. Area (tt2) p•F, (psi) 116 3.47 232 3.47 116 3.47 232 3.47 232 3.47 Trib. Area (112) p•F, (psi) Trib. Area (tt2) p•F, (psi) Project Name: ddress: Basim Patio 1781 Skimmer Court 226l,7 N: By: Date: Vu= F (lbs) 402 804 402 804 804 Vu= F (lbs) Vu= F (lbs) ns 5/21/2021 V = 0.7"VU (lbs, ASO 281 563 281 563 563 V = 0.7°VU (lbs, ASO) V = 0.7°VU /lbs, ASOl Controls half to ea column, v=282 lbs L4 Servin Engineering. Inc. Project Name: ddress: Basim Patio 2647 Gateway Road Ci!rlsbad, CA 92009 760-931-1792. 1892 Fax Email: nickservin@gmail.com WIND ANALYSIS -ANALYTICAL PROCEDURE N: 1781 Skimmer Cou" 22667 Design Wind Pressure: (Enclosed and Partially Enclosed Buildings • Low-Rise Building) Where: qh = 0.00256°K,,°K11°K.,"V2'1 K,, = velocity pressure exposure coefficients evaluated at mean roof height, h K,. = topographic factor evaluated at mean roof height, h K., = wind directionality factor V = Basic Wind Speed I = Importance Factor Qh'" 17.05 psf Q. = 1705 psi 8= 184 Building Surface 2 3 4 5 6 1E 2E 3E 4E Ge,. 0.51 -0.69 -0.47 -0.41 -0.45 -0.45 o.n -1.07 -0.87 -0.61 Story Force Distribution: ... Story Trib. Wall Ht. Roof 1.0 Gcpi (+) 0.16 0.16 0.18 0.18 0.16 0.18 0.18 0.18 0.18 0.18 p(psf) Gcpi (·) 5.67 -0.18 -14.83 ·0.18 ·11 .00 -0.18 -10.08 -0.18 -10.74 -0.18 -10.74 -0.18 10.14 -0.18 -21.31 -0.18 -14.47 -0.18 -13.50 -0.18 p (psf) 11.61 -8.69 -4.86 -3.94 -4.80 -4.60 16.27 -15.17 -8.33 -7.36 By: Date: Total Building Height: 9.5 Eave Height: 9.5 Mean Roof Height, h: 10 For Wind Exposure D: K,, = 0.85 K.,= K., = 0.85 V = 96 mph with 3 second gust Occupancy Category: II I= Importance Factor. Design Wind Pressure: Roof Height: 11S S/21/2021 Max Interior Zone Pressure: 14.83 psf Max End Zone Pressure: 21.31 psf Wall Height: Max Interior Zone Pressure: 11.81 psf Max End Zone Pressure: 16.27 psf 211 ,....., •UNIFO!tM WIND l'OttCE IN END ZONE ,.; ,. L "'Im: •UNIFORM WIND FO!tCE IN INTEltlOlt ZONE L 5 Servin Engineering, Inc. 2647 Gateway Road Carlsbad, CA 92009 760-93 J.I 792. 1892 Fax Email: nickservin@gmail.com Wind Force Distribution @ Story Level: Line Diaphragm Width #1 ft A 14.50 B 14.50 14.50 C 14.50 1 16.00 2 16.00 • Shear w,..,= pit WIND STORY FORCE DISTRIBUTION line Receive End 2a (ft) v .. .,.,,,(lbs) Exterior/ Intermediate Zone Shear Exterior Yes 3.20 108 Exterior Yes 3.20 215 Exterior Yes 3.20 108 Exterior Yes 3.20 119 Exterior Yes 3.20 119 a = lesser of 0.4h.,..0 or 0.1 b b = Least Horizontal Building Dimension ... , = plf Line Width To Left of Width To Right Wall Type Una Receive End 2a (ft) v,.,..,.,,(lbs) Line (ft) of Line (ftl Exterior I lnlennedlltl Zone Shear a = lesser of 0.4h,,,. •• or 0.1 b b = Least Horizontal Building Dimension Line line Receive End ~•rlor I lnterm1di111 Zone Shear _ 2a (ft) v..._ (lbs) a = lesser of 0.4hm .. n or 0.1 b b = Least Horizontal Building Dimension L ., .... Project Name: ddress: Basim Patio 1781 Skimmer Coun 22667 N: By: 11S Date: sn112021 v.,.,, ... (lbs) V(lbs) 18 126 18 233 18 126 19 137 19 137 a• 1.60 ft b = 16.0 ft V.,.,,... (lbs) V(lbs) a .. 0.00 ft b = 0.0 ft v.,__(lbs) V(lbs) a = 0.00 ft b • ft L6