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HomeMy WebLinkAbout2719 OBELISCO CT; ; CBR2019-1032; PermitC'City Of Carlsbad Residential Permit Print Date: 01/10/2020 Job Address: 2719 Obelisco Ct Permit Type: BLDG-Residential Parcel No: 2154202200 Valuation: $87,185.36 Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Work Class: Lot #: Reference #: .Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: Second Dwelling Unit Permit No: CBR2019-1032 Status: Closed - Finaled Applied: 04/30/2019 Issued: 07/18/2019 Permit Finaled: Inspector: MCoII Final Inspection: 1/10/2020 2:52:21PM Description: TWEED: 499 SF ATTACHED ADU (ABOVE GARAGE) Applicant: Owner: Contractor: CATSPAW DESIGN-BUILD INC. COOWNER TWEED IRA AND WENDY CATSPAW DESIGN-BUILD INC TONY PAWLOWSKI 2717 Obelisco Ct CARLSBAD, CA 92009 245.Beaumont Dr Vista, CA 92084-5633 760-716-0595 760-716-0595 BUILDING PERMIT FEE ($2000+) : $574.34 BUILDING PLAN CHECK FEE (BLDG) $402.04 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 PUBLIC FACILITIES FEES - outside CFD $3,051.49 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-RESIDENTIAL $11.33 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $58.00 Total Fees: $4,697.20 Total Payments To Date: $4,697.20 Balance Due: $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, Carlsbad, CA 92008-7314 1 760-60'2-2700 1 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan CheckC/53Qt 9 Est. Value 19q- 3011 PC Deposit 9 Date Job Address 211. O€LsO Cr Suite: CT/Project #: Lot #: Fire Sprinklers: yes Air Conditioning: jj?/ no BRIEF DESCRIPTION OF WORK: BUILD ADO AID4. Sflt4c (Ib. I:zrAddition/New: 499-S Living SF, Deck SF, Patio SF, Garage $F Is this to create an Accessory Dwelling Unit? &No New Fireplace? Yes if yes how many? El Remodel: SF of affected area Is the area a conversion or change of use? Yes / No El Pool/Spa: SF Additional Gas or Electrical Features? El Solar: KW, _____ Modules, Mounted: Roof Ground, Tilt: Yes! No, RMA: Yes! No, Battery: Yes/No Panel Upgrade: Yes / No 0 Reroof: El Plumbing/Mechanical/Electrical Only: o Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: b4( Name: te.p /Dy -rwem Address:Z4 tE'Ptoi.rr b Address:2fl bbStO cc City: vtsTh State:Zip: 2o2A. City: CXCLSPILAM State: Zip: Phone: _160 116 o595 Phone: 10 419 -01b Email:TJThPW @ XCL. COM Email: 10TWIPSO Q 5WI.oAL. NET DESIGN PROFESSIONAL Name: Address: City: Phone: Email: Architect State License: State: —Zip: CONTRACTOR BUSINESS Name: (T1S?.%M bEStM - uIi. i v'& c.. Address: 24 EAroirr b City: IS11i State: _ Zip: 9Q4 Phone: 160 -1L- 0595 Email: Te_hT5PXW Q 1011..ce State License:1 31R Bus. License:_j..j (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 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: Build ingccarlsbadca.gov B-I Page 1 of 2 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. 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: AI Ec.o 1 P44. t.ø Policy No. 1p,.p.iC. 3404460 Expiration Date: ft tot f22 O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WA G: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,00 ,inddition the t e cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DAGENT DATE: 'Q I (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sect 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). O 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). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 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): S. 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: DAGENT DATE:___________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: - Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 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 LIABILITIES, 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'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Offici un ns 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 fronqe date of such rmit 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 (S ion 106 niform Building Code). APPLICANT SIGNATURE: DATE: 30 LhM t9 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@CarIsbadca.gbv B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 04/30/2019 Owner: COOWNER TWEED IRA AND WENDY Work Class: Second Dwelling Unit Issue Date: 07/18/2019 Subdivision: LA COSTA MEADOWS #4 Status: Closed - Finaled Expiration Date: 07/07/2020 Address: 2719 Obelisco Ct Carlsbad, CA 92009 IVR Number: 18714 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim shear, not ready No BLDG-Building Deficiency Prelim floor sheathing. Double check Yes installation of mechanical connectors. BLDG-Building Deficiency Prelim interior shear walls at Garage, see Yes card. BLDG-17 Interior 110130-2019 Partial Pass Michael Collins Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, complete garage/dwelling wall No BLDG-Building Deficiency At ADU only Yes BLDG-27 Shower 110142-2019 Passed Michael Collins I Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/12/2019 1111212019 BLDG-Il Interior 110440-2019 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency At ADU only Yes BLDG-Building Deficiency 11/12/19, occupancy separation at garage Yes lid & wall BLDG-Building Deficiency Not ready, complete garage/dwelling wall No 01108/2020 01/08/2020 BLDG-Final 115633-2020 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 0110912020 01/09/2020 BLDG-Final 115838-2020 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for pick up. Yes BLDG-Building Deficiency Not ready . No 01/10/2020 01110/2020 BLDG-Final 115951-2020 Passed Tony Alvarado Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency See card for pick up. Yes January 10, 2020 . 'Page 4of4 Permit Type: BLDG-Residential Application Date: 04/30/2019 Owner: COOWNER TWEED IRA AND WENDY Work Class: Second Dwelling Unit Issue Date: 07/18/2019 Subdivision: LA COSTA MEADOWS #4 Status: Closed - Finaled Expiration Date: 07/07/2020 Address: 2719 Obelisco Ct Carlsbad, CA 92009 IVR Number: 18714 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS . Passed BLDG-Building Deficiency Footing and steel for hardy frame & interior . Yes shear wall at garage BLDG-Building Deficiency Stair column footings, not per plan . No BLDG-84 Rough 108454-20.19 Failed Michael Collins Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Need top out. . No BLDG-14 . Not ready No Frame-Steel-Bolting-Welding (Decks) 1012412019 1012412019 BLDG-11 108608-2019 Passed Michael Collins . Complete Foundation1FtgIPier . s(Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Stair column footings, not per plan No BLDG-Building Deficiency Footing and steel for hardy frame & interior Yes shear wall at garage BLDG-Building Deficiency Exterior stair columns . Yes BLDG-84 Rough 108607-2019 Passed Michael Collins Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Need top out. No BLDG-14 See card for missing draft stop at chase. Yes Frame-Steel-Bolting-Welding (Decks) . BLDG-14 Not ready . No Frame-Steel-Bolting-Welding (Decks) . BLDG-24 Rough-Topout . Yes BLDG-34 Rough Electrical Yes 10/29/2019 10129I2019 BLDG-16 Insulation 109001-2019 Passed Michael Collins Complete Checklist Item • COMMENTS . Passed BLDG-Building Deficiency . Yes 11/06/2019 11106I2019 BLDG-17 Interior 110050-2019 Failed Michael Collins • Reinspection Complete Lath/Drywall • Checklist Item COMMENTS • Passed BLDG-Building Deficiency Not ready, complete garage/dwelling wall No 1110712019 11/07/2019 BLDG-14 110141.2019 • Cancelled Michael Collins Reinspection Complete Frame/Steel/Bolting/ Welding (Decks) January 10, 2020 . • Page 3 of 4 Permit Type: BLDG-Residential Application Date: 04/30/2019 Owner: COOWNER TWEED IRA AND WENDY Work Class: Second Dwelling Unit issue Date: 07/18/2019 Subdivision: LA COSTA MEADOWS #4 Status: Closed - Finaled Expiration Date: 07/07/2020 Address: 2719 Obelisco Ct IVR Number: 18714 Carlsbad, CA 92009 Scheduled • Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection . Complete 0910612019 0910612019 BLDG-31 103439-2019 Partial Pass Chris Renfro Reinspection. Incomplete Undergroundlcondu - it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground conduit under front entry from Yes main panel to future sub panel for above garage addition. OK to backfill 09/20/2019 0912012019 BLDG-15 104832-2019 Passed Peter Dreibelbis Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes 09/25/2019 0912512019 BLDG-13 Shear 105408-2019 Failed Michael Collins Reinspection Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Missing CS, load path hardware. No Remove sub feed from clothes closet. 0912712019 09/2712019 BLDG-13 Shear 105687-2019 Passed Michael Collins Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim insulation at shear walls. Yes BLDG-Building Deficiency Not ready. Missing CS, load path hardware. No Remove sub feed from clothes closet. 10/01/2019 1010112019 BLDG-18 Exterior 105991-2019 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Ok to start wood siding Yes 1011012019 10/1012019 BLDG-84 Rough 107239-2019 Failed Michael Collins Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Need top out. No 1011812019 10/1812019 BLDG-11 107936-2019 Failed Peter Dreibelbis Reinspection Complete FoundationlFtglPier s(Rebar) Checklist Item COMMENTS . (. Passed BLDG-Building Deficiency Footing and steel for hardy frame & interior. Yes shear wall at garage 10123/2019 10123/2019 BLDG-11 108455-2019 Failed Michael Collins Reinspection Complete FoundationlFtglPier s (Rebar) January 10, 2020 . . Page 2of4 Permit Type: BLDG-Residential Application Date: 04/30/2019 Owner: COOWNER TWEED IRA AND WENDY Work Class: Second Dwelling Unit . Issue Date: 07/18/2019 . Subdivision: LA COSTA MEADOWS #4 Status: Closed - Finaled Expiration Date: 07/07/2020 Address: 2719 Obelisco Ct Carlsbad, CA 92009 IVR Number: 18714. Scheduled Actual . . Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08/13/2019 0811312019 BLDG-11 100612.2019 Partial Pass Michael Collins Reinspection . Incomplete FoundationlFtglPier . 1 s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Footing and steel for hardy frame & interior Yes shear wall at garage - 0811412019 0811412019 BLDG-14 100813.2019 Partial Pass Michael Collins Reinspection Incomplete ) FramelSteellBoltingl Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim floor sheathing. Double check Yes installation of mechanical connectors. 08I26I2019 08/26/2019 BLDG-14 101965.2019 . Failed Michael Collins Reinspection Complete Frame/Steel/Bolting! Welding (Decks) . . Checklist Item COMMENTS . Passed BLDG-Building Deficiency Prelim floor sheathing. Double check Yes installation of mechanical connectors. BLDG-Building Deficiency Prelim shear, not ready No 08/2812019 08128/2019 BLDG-21 102386.2019 Failed Michael Collins Reinspection Complete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS . . Passed BLDG-Building Deficiency Need test. No 08/2912019 08/29/2019 BLDG-21 102500.2019 Passed Michael Collins Complete Underground/Underf loor Plumbing . Checklist Item. COMMENTS Passed BLDG-Building Deficiency Waste for 2nd floor Bath/Kitchen only. Yes BLDG-Building Deficiency Need test. . . No 08/30/2019 08/30/2019 BLDG-12 Steel/Bond 102702.2019 Cancelled Miëhael Collins Reinspection Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code . No BLDG-14 102757-2019 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Prelim interior shear walls at Garage, see Yes card. BLDG-Building Deficiency Prelim shear, not ready No BLDG-Building Deficiency Prelim floor sheathing. Double check. . Yes installation of mechanical connectors. January lo,2020 . . . Page lof4 City of Carlsbad cbR2019-1032 June 24, 2019 £ \J CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: C34Th /O3oiect Address: Q-4 '\ O' o THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) :TZ T. TS1 j iFirt) (MI) (LaI) Mailing Address '1 L-scc' C. Email: i1QQc tObC3 Phone7) i-': ° - I am: roperty Owner UProperty Owner's Agent of Record 0Architect of Record DEngineer of Record State of California Registration Number Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of - special =i oted on the approved lans and, as required by the California Building Code. Signat Date: "s (i -) 0 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder! owner-builder. Contractor's Company Name: C. AtPi,j DESCiurI4i II'.h'C,. Please check if you are Owner-Builder 0 Name: (Please print) . P%L%Qs. (First) IM.I.l (Lau) Mailing Address: 7AG EU%tOP C. 24 Email: A1PAWt boL.CoM Phone:_1 11 State of California Contractor's License Number:.i93L Expiration Date: _..k,t4 22ø I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and on within our (the contractor's) organization to exercise such control. I certify that I will a . I will provide afl al portIle In compliance with CBC Section 1704.1.2 prior to reauestina final inspection. ta Jut- 113 —:-' B-45 . Page 1 of I Rev. 08/11 JUL 17 2019 'SIO>! EsGilV/0 A SAFEbui1tCompany DATE: July 11, 2019 APPLICANT JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: cbR2019-1032 SET: III PROJECT ADDRESS: 2719 Obelisco Ct. PROJECT NAME: Attached, Above Garage ADU Addition to SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 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: EsGil staff did not advise the applicant that the plan check has been completed. El EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: / (by: C) Email: Mail Telephone Fax In Person REMARKS: 1. Sets II & Ill submittal were partial. These were slip sheeted to make a complete set III. 2. PLEASE COMPLETE THE ATTACHED SPECIAL INSPECTION AGREEMENT. By: Abe Doliente Enclosures: EsGil 7/5/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuilt' Company DATE: June 24, 2019 JURISDICTION: City of Carlsbad PLAN CHECK #.: M-91A PROJECT ADDRESS: 2719 Obelisco Ct. PROJECT NAME: Attached, Above Garage ADU Addition to SFD U APPLICANT U JURIS. [1=1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Tony Powlowski EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tony Powlowski Telephone #: 760-716-0695 Date contacted: (by: ) Email: tcatspaw@aol.com Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente (for R.M.) Enclosures: EsGil 6/11/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad cbR2019-1032 June 24, 2019 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. PLANS 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 4.. Include trusses under the deferred submittal. GENERAL RESIDENTIAL REQUIREMENTS 8. Walls and floors separating units in a duplex or attached ADU shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (lIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. No response was received by EsGil. City of Carlsbad cbR2019-1032 June 24, 2019 9. Floor assemblies separating units in a duplex or attached ADUs shall be of one-hour fire resistive construction (Y2-hour if the building has an automatic sprinkler system). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. No response was received by EsGil. STRUCTURAL Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. This is a deferred item. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. This goes with item 20. MISCELLANEOUS All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Carlsbad has ruled that a stand-alone accessory dwelling unit, if under 500 square feet, may also qualify for this exception. Special inspection is required. The designer shall complete the city's "Special Inspection Agreement" form found at the end of this list Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJl's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. Carlsbad will permit combustible (ABS & PVC) waste piping materials in R3 (SFD, duplexes, and townhouses) occupancies. Carlsbad recognizes the City of San Diego's Policy PLMB-7-1. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. City of Carlsbad cbR2019-1032 June 24, 2019 No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy) If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form at the city. 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. 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 U 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 (for R.M.) at EsGil. Thank you. EsGil A SAFEbui1t'Company DATE: 5/9/2019 JURISDICTION: City of Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: cbR2019-1032 PROJECT ADDRESS: 2719 Obelisco Ct. SET:I PROJECT NAME: Attached, Above Garage ADU Addition to SFD III The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 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: Tony Powlowski EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tony Powlowski Date contacted: (by: ) Mail Telephone Fax In Person LI REMARKS: By: Richard Moreno EsGil 5/2/2019 Telephone #: 760-716-0695 Email: tcatspaw@aol.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad cbR2019-1032 5/9/2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: cbR2019-1032 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2719 Obelisco Ct. FLOOR AREA: STORIES: 2 ADU 499 sq-ft HEIGHT: 22-ft (Proposed ADU) DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 5/2/2019 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Richard Moreno COMPLETED: 5/9/2019 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad cbR2019-1032 5/9/2019 [DO NOT PAY — THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK#.: cbR2019-1032 PREPARED BY: Richard Moreno DATE: 5/9/2019 BUILDING ADDRESS: 2719 Obelisco Ct. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier ADU 499 city est Reg. Mod. VALUE ($) 87,185 Air Conditioning Fire Sprinklers TOTAL VALUE 87,185 Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee ["I Type of Review: Repetitive Fee Repeats 21 Complete Review El Other El Hourly EsGil Fee El Structural Only I $347.36 Comments: Sheet 1 of 1 City of Carlsbad cbR2019-1032 5/9/2019 PLANS The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Occupancy group for Single family dwelling (SFD) is R3. For SFD with Attached Garage is R-3/U. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." GENERAL RESIDENTIAL REQUIREMENTS The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. City of Carlsbad cbR2019-1032 5/9/2019 7. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 8. Walls and floors separating units in a duplex or attached ADU shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (lIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. 9. Floor assemblies separating units in a duplex or attached ADUs shall be of one-hour fire resistive construction (½-hour if the building has an automatic sprinkler system). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. 10. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in doors. Front door type was not identified on plans. 11. Guards (Section R312): a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. ROOFS/DECKS/BALCONIES 12. Specify roof slope on the plans. 13. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 14. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 15. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1h" maximum openings. Section R806. 1. City of Carlsbad cbR2019-1032 5/9/2019 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. GARAGE AND CARPORTS The garage shall be separated from the residence and its attic area by not less than 1,4" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. STRUCTURAL Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2) a) Expansion and Epoxied anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. ELECTRICAL Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. Each dwelling must be provided with an accessible Overcurrent protection device. City of Carlsbad cbR2019-1032 5/9/2019 25. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant type for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. 26. Show at least one wall switch-controlled lighting outlet to be installed at the exterior side of outdoor entrances or exits. CEC Article 210.70(A). PLUMBING 27. Show water heater size (1st hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. 28. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. 29. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407,408, 411, 412. 30. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California 513407. . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green City of Carlsbad cbR2019-1032 5/9/2019 Building Code Requirements" and include the following notes as applicable. 31. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm © 60 psi' 1 Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. City of Carlsbad cbR2019-1032 5/9/2019 . ENERGY CONSERVATION Residential Energy Lighting Requirements: ES 150.0(k) 40. All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) 41. In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 42. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). 43. Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) Residential ventilation requirements: ES I 50.0(o)/ASHRAE 62.2 44. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. 45. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture" 46. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sone" (intermittent). 47. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. 48. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 City of Carlsbad cbR2019-1032 5/9/2019 All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); %" pipe (1" insulation); 1" to 1-%" pipe (1-W' insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.0(j) MISCELLANEOUS All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Carlsbad has ruled that a stand-alone accessory dwelling unit, if under 500 square feet, may also qualify for this exception. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement" form found at the end of this list. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. Carlsbad will permit combustible (ABS & PVC) waste piping materials in R3 (SFD, duplexes, and townhouses) occupancies. Carlsbad recognizes the City of San Diego's Policy PLMB-7-1. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy) If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form at the city. City of Carlsbad cbR2019-1032 5/9/2019 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. 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 U 60. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno at EsGil. Thank you. PAGE 1 2-3 DUNN SIVOI!E INC. 0a S CLEVELAND ST. 1PUCTURAL £NiGiNEPING OCANIDE CA 92054 76096,855 PHI. 960.98,860 FX, O8FODM EMAIL SUPPLEMENTAL STRUCTURAL CALCULATIONS TWEED RESIDENCE REMODEL ITEM KEY PLAN GUARDRAIL CONNECTIONS RECEIVED JUN 07 2019 CITY OF CARLSBAD BUILDING DIVISION 27115 Obelisco Ct. Carlsbad, CA 92009 (DSI JOB NO. 19-127.00) (Client: Ira & Wendy Tweed) JUNE 79 2019 TABLE OF CONTENTS CsRzoli 1032.. 'r rrrs-t u ui N.II'41. TO (N) 2nd FLR WALL- (o 84 Wr--2xb EA EN PLANKS w E?I -'WUC41Ø' HGR TY 54 2x& DECK J Is 1 Il O.C. 'NAC413' HGR lq_P Dunn Savoie Inc. JOB_ 7. OO T)o lLiUC. Structural Engineering _______________________ 908 S. Cleveland St., Oceanside, CA 92054 SHEET NO. OF___________________ Ph: (760) 9666355 Fax: (760) 966-6360 CALCULATED BY_ DATE_CL-0(cOti E-mail: dsi@surfdsu.com CHECKED BY___________________________ DATE SCALE 0 H ?2CO £' co >2W tL 010CECIT00 AT ).rAt: -. b-i-- I 1'2oo \JASS L rsi 'Js 7-" 1IA)Pi4? ) ' ;_ 5 / I, : ) oôk'/ l, / A Lt p' 1,O(d1è iA t Ac e p k( .XicIIUC, Lcc..' Ikz. , 2c0 U . 2 -736 16 Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com JOB_-rz7.o Tep gpJr SHEET NO. OF__________________ CALCULATED BY__________________ DATE _0(.Q'-0(q-20m CHECKED BY__________________________ DATE SCALE DUNN SAVOIE INC. 90B G CLEVELAND ST, CICE&NSIDEj CA 92054 76985,655 Plt, 760,9688C FX 089-URFDELCM EMAIL STRUCTURAL CALCULATIONS FOR TWEED RESIDENCE REMODEL 2717 Obelisco Ct. Carlsbad, CA 92009 (DSI JOB NO. 18-243.00) (Client: Ira & Wendy Tweed) APRIL 16, 2019 TABLE OF CONTENTS ITEM PAGE DESIGN CRITERIA 1 DESIGN LOADS 2 KEY PLAN 3-4 Ono LATERAL ANALYSIS 5-22 () GRAVITY ANALYSIS 23-44 FOUNDATION - - - 45-60 - - CBR20I9-1032 2719 OBELISCO CT TWEED: 499 SF ATTACHED ADU (ABOVE GARAGE) 2154202200 4/30/2019 i!i032 - DUNN SAVDIE INC. JOB Tweed Res STRUCTURAL ENGINEERING SHEET NO. OF 909 9. CLEVELAND ST. CALCULATED BY CID DATE OCEANSIDE, CA. 92054 CHECKED BY DATE PH: (760) 966-6355 SCALE JOB# FAX: (760) 966-6360 3/19 19-127.00 1 2015 International Building Code (IBC) 2016 California Building Code (CBC) I MASONRY: L 0 SDS= 0.748 le = 1.00 SDI = 0.426 Fa = 1.0 R= 6.50 Fv= 1.85 Go = 3.00 T = 0.236 Cd = 4.00 sec V = 1.OE = 0.115 W (Strength Design) V = 0.7E = 0.081 IN (ASD) V WI p=1.3= 0.105 IN ASD Seismic Design Force Basic Wind Speed = 110 MPH (3-sec Gust) Exposure= B NDS 2015 CONCRETE: ACI 318-14 MSJC 2013 STEEL: AISC 14TH EDITION CLASS 5 SOILS PER CBC TABLE 1806.2 ALLOWABLE SOIL PRESSURE FOR D+L CLASS 4 SOILS PER CBC TABLE 1806.2 LATERAL BEARING PRESSURE COEFFICIENT OF FRICTION SHORT TERM INCREASE 1500 PSF 150 PSF/FT 0.25 1.33 DUNN SAVOIE INC. JOB Tweed Res SHEET NO. a I STRUCTURAL ENGINEERING OF ~ 909 S. CLEVELAND ST. CALCULATED BY CP DATE 3/19 OCEANSIDE, CA. 92054 CHECKED BY DATE J PH: (760) 966-6355 SCALE JOB# 19-127.0( - - FAX: (760) 966-6360 DESIGN LOADS 4:12 Roof Im 10.6 2.1 2.5 Floor - - Deck IGuardrail I 15 I pif DEAD LOADS (osfl Conc. Tile 10 5/8" Plywood 2.0 Trusses 24" o/c 2.4 nsul 1.0 5/8" Gyp B (Ceiling) _2 ME&P _19_ Miscellaneous _1 .0 £ Dead Load 21.0 Live Load 20.0 DEAD LOADS (psf) Carpet I 3/4" Plywood 2.5 FJ@16" o.c. 2.7 nsul 1.0 5/8" Gyp B (Ceiling) 28 ME&P 1.0 Miscellaneous 1.0 I Dead Load 12.0 Live Load 40.0 DEAD LOADS J (psf) 2x6 Planks 2.5 2x6 Joists @_16"0/c _i ME&P 1.4 Miscellaneous 1.4 I Dead Load 7.0 Live Load 60.0 WALLS Interior Exterior Wood DEAD LOADS (pst) (pst) Stucco 10.0 Wood siding 5/8" Gyp 5.6 2.8 1/2" Gyp 1/2" Plywood 1.5 2x4 @ 16"o.c. 1.1 1.1 2x6 © 16"o.c. 8"CMU Batt Insulation 0.8 Miscellaneous 1.3 0.8 £ Dead Loads 8.0 17.0 tw - %.-11%1%."l%"I -. L I 3 w WA FAM NW~ C=M= 7:: _ !ii!J 111 6: 2 61, A) \, SI BEDROOM ©' 4.E T4IL i 4FTO.C. sfl 4 c x It) LIVING O.C. (2x(o TOP —CWOR) 4xS TAIL e NO TAILS 4 FT O.C. ~s (13' NET) I I ROOF FR SKY IGT / f I V (NI ACI V Vol IlIlti 11 flE"1 \ut'u - LOO2% t?frtDitJ4 I I A lk I 5. OTC Hazards by Location Search Information Temecula wy-- - an d- r. • j. :.--'. • ..' .•.. is Address: 2717 Obelisco Ct, Carlsbad, CA 92009, • --. USA 542 ft "\Clèvéland,5' ' National forbst Coordinates: 33.1021163, -117.24416459999997 * v:Carlsbau ,n De Elevation: 542 ft Tumestamp 2019-03 18T18 4523 341Z L f J! f Hazard Type Seismic £j $s 3 I ' Reference ASCE7-16 data ©25lO iaeci Document: • Risk Category: II . Site Class: D . Basic Parameters Name Value Description Ss 0.946 MCER ground motion (penod=0.2s) Si 0.346 MCER ground motion (period=1.0s) - SMS * 1.061 - Site-modified spectral acceleration value - SMI null Site-modified spectral acceleration value S05 0.707 Numeric seismic design value at 0.2s SA SDI • null Numeric seismic design value at 1.08 SA ' * See Section 11.4.8 vAdditional Information f. Name Value Description SDC * null Seismic design category - Fa 1.122 Site amplification factor at 0.2s Fv null Site amplification factor at 1.0s CR5 0.901 Coefficient of risk (0.2s) CR1 0.913 Coefficient of risk (1.0s) PGA 0.412 MCEG peak ground acceleration SID 0.6 Factored deterministic acceleration value (lOs) PGAd 0.5 Factored deterministic acceleration value (PGA) * See Section 11.4.8 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 before proceeding with design. Disclaimer 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 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 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 site described by latitude/longitude location in the report. DUNN SAVOIE INC. JOB Tweed Res STRUCTURAL ENGINEERING SHEET NO. 7 OF SOB S. CLEVELAND ST. CALCULATED BY CP DATE 3/19 OCEANSIDE, CA. 92054 CHECKED BY DATE PH: (760) 966-6365 FAX: (760) 966-6360 SCALE JOB# 19-127.00 ISESIMIC ANALYSIS I Light-frame walls sheathed with wood structural panels rated for shear resistance Therefore, per 2015 IBC, for the entire structure, R= 6.50 )= 3.00 Cd = 4.00 IBC 2015 ASCE 7-10 Chapter 11, 12,13 Seismic Design Criteria Soil Site Class D Table 20-3-1, Default = D Input the coordinate of project Latitude 33.10212 (24° to 50°) Longitude -117.2442 (-125° to -65°) From the Ground Motion Parameter Calculator by USGS SMS= 1.061 g The seismic design parameters are SMI= 0.640 g Ss= 0.946 g Fa= 1.122 SDS= 0.748 g SI = 0.346 g Fv = 1.850 SDI= 0.426 g Use the seismic oarameters from Method 2 to suoercede those from Method 1. Design Category (SDC) Determination Risk Category of Building II Seismic Design Category for 0.1 sec D Seismic Design Category for 1.0sec D SI = 0.346 <0.75g Therefore, SDC = D Table 1.5-1 Table 11.6-1. Table 11.6-2 Section 11.6 NOT Apply! Equivalent lateral force procedure Section 12.8 To Determine Period Ct 0.02 x = 0.75 Table12.8-2 Building ht. H = 26.8 ft C= 1.4 for SDI of 0.426g Table12.8-1 Approx Fundamental period, T8 = Ct(h,JX = 0.236 TL = 8 Sec Figure 22-15 Calculated T shall not exceed :5 Cu.Ta = 0.330 Use T = 0.236 sec. Per Section 11.6 T!5 0.8Ts = 0.8 S01/S0 = 0.456 sec. OK! Is Structure Regular &:5 5 stories? Yes Section 12.8.1.3 Response Spectral Acc.( 0.2 sec) S = 1.50g 10 Fa = 1.00 @ 5% Damped Design 5DS = %(Fa.Ss) = 0.010g (11.4-3) Response Modification Coef. R = 6.5 Table-12.2-1 Over Strength Factor Q,,, = 3.0 Importance factor I = 1.00 Table 11.5-1 Seismic Base Shear V = C W C5= SDS =0.115 (12.8-2) or need not to exceed, Cs = SDI = 0.278 For T:5 TL (12.8-3) (DT or C5 = SD1TL N/A For T> T1 (12.8-4) T2(R/l) C5 shall not be less than = 0.01 (12.8-5) Min C5 = 0.5S1l/R N/A For S, 0.6g (12.8-6) Use C5= 0.115 Design Base Shear V= 0.115W x0.7(ASD)xl.3(r) = 0.105W DUNN SAVOIE INC. STRUCTURAL ENSINEERING 909 S. CLEVELAND ST. DCEANBIDE CA. 92054 PH: (760) 966-8355 FAX: 17601 966-6360 JOB I Weec Kes SHEET NO. OF CALCULATED BY CP DATE 3/19 19-127.00 R F Ext mt Loads (lb) Roof 21 Floor 12 Exterior Wall 17 Interior Wall 8 CODE: 2015 International Building Code (IBC) 2016 California Building Code (CBC) Dimensions (ft) 1ST FL 8 2ND FL 8 Total Pitch 3.5 Overhang 1.5 1-2 VSEIS = 0.105 W Total Weight = 35741 lbs Total Seismic = 3753 lbs A - B IVSEIS = 0.105 W ITotal Weight = 35741 lbs ITotal Seismic = 3753 lbs BUILDING WEIGHT (lb) 1-2 WALL GL R F - - - Ext - - mt Weight H WH F% 1 41 94 2448 0.11 Roof 1:2 672 168 1154 18195 0.79 0 2nd FL 75 0 493747 -B A Roof A: 2ndFLI AB 1 641 Riaid Structure 0.33 = 320 ft 30 ft C = 0.30 9Q, 9v = 3.4 L= 310.0 ft 0.92 lz = 0.30 G = 0.88 use C = 0.85 JOB TITLE Tweed Residence JOB NO. SHEET NO._________ CALCULATED BY CP DATE 3/19/19 CHECKED BY DATE Wind Loads: ASCE 7-10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +I-0.18 Directionality (Kd) 0.85 Kh case 1 0.701 Kh case 2 0.624 Type of roof Gable Toeoaraohic Factor (Kzt Topography 2D Ridge Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x= 0.0 ft Bldg up/down wind? upwind H/Lh= 0.00 K1 = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)A2 = 1.00 H< 60ft;exp B Kzt--11.0 V(z) Z Speed-up V(z) x(downwind) Lh W21 I MOM 2D RIDGE or 3D 1XISYMMETRICAL HILL GustEffectFactor Flexible structure if natural frequency < 1 Hz (T> 1 second). h= 20.0 ft However, If building h/B < 4 then probably rigid structure (rule of thumb). B= 21.0 ft h/B = 0.95 Rigid structure /z (0.6h) = 30.0 ft G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (q1) = 0.0 Hz Damping ratio (13) = 0 0.45 /0= 0.25 Vz= 70.9 N1 = 0.00 Rn = 0.000 Rh = 28.282 r = 0.000 RB = 28.282 r = 0.000 RL = 28.282 q = 0.000 = 0.000 R = 0.000 G= 0.000 h= 20.0 ft JOB TITLE Tweed Residence JOB NO. SHEET NO. tO CALCULATED BY CP DATE— 3/19/19 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao~! 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao ~ 1.1Aoi YES Ag 0.0 sf Ao> 4' or 0.01 Ag NO Aoi 0.0 sf Aoi / Agi ~ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao~1.lAoi Ao> smaller of 4' or 0.01 Ag Aoi I Agi :s 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. ReductionFactor for large volume partially enclosed buildings (Ri): If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor RI. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Altitude adjustment to constant 0.00256(caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 JOB TITLE Tweed Residence JOB NO. SHEET NO. CALCULATED BY CP DATE3/19/19 CHECKED BY_________________ DATE_________ Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 0.62 h = 20.0 ft GCpi +/-0.18 Base pressure (qh) = 16.4 psf ridge ht = 22.0 ft G = 0.85 Roof Angle (0) = 18.4 deg L = 55.0 ft qi = qh Roof tributary area - (h12)L: 550 sf B = 21.0 ft (h/2)*B: 210 s Ultimata Wind ciirfii Prci.rnc Inf1 Surface Wind Normal to Ridge B/I. = 0.38 h/L = 0.95 Wind Parallel to Ridge L/B = 2.62 h/L = 0.36 Cp qhGC w/+q1GC 1 W/(lh6CP1 Dist Cp qhGC wl +q1GC1, w/ -qGC pi Windward Wall (WW) 0.80 11.2 see table below 0.80 11.2 see table below Leeward Wall (LW) -0.50 -7.0 -9.9 4.0 -0.27 -3.8 -6.7 -0.8 Side Wall (SW) -0.70 -9.8 -12.7 -6.8 -0.70 -9.8 -12.7 -6.8 Leeward Roof (LR) -0.60 -8.3 -11.3 -5.4 Included in windward roof Windward Roof neg press. -0.77 -10.7 -13.6 -7.7 0 to h/2* -0.90 -12.6 -15.5 -9.6 Windward Roof pos press. -0.17 -2.3 -5.3 0.6 h/2 to h -0.90 -12.6 -15.5 -9.6 h to 2h* -0.50 -7.0 -9.9 -4.0 > 2h* -0.30 -4.2 -7.1 -1.2 rionzontau aistance Trom winawara eage NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at "z'!lpsfl WW + LW I Windward Wall 1Combined Normal Parallel I LR qGC wI+q1GC 1 WI-1hGCPI to Ridge to Ridge 0 to 15 0.57 1.00 10.3 7.3 13.2 17.3 14.0 LW h= 20.0 ft 0.62 1.00 112 8.2 14.1 18.2 14.9 S SW ridge = 22.0 It 0.64 1.00 11.5 8.5 14.4 18.5 15.2 ..- ON warn wowai. To GE WR WR /wR LW SW \1 ON MM PARALLEL TO RrnGE NOTE: See figure In ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz I Kzt Iqp(psUl 0.0 ft 0.57 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure): 11.2 psf (upward) DUNN GAVDIE INC. JOB STRUCTURAL ENGINEERING SHEET NO. 909 S. CLEVELAND ST. OCEANSIDE, CA. 92054 CALCULATEDB'v cP PH: (760) 966-6355 CHECKED BY FAX: (760) 966-6360 Tweed Res OF DATE DATE JOB# 3/19 19-127.00 Norma! Parallel Normal CODE: ASCE 7-10 to Ridge to Ridge to Ridge 0 to 15' 17.3 14.0 10.4 Exposure B 15' to 20' 18.2 14.9 10.9 Wind Speed (mph) 110 1 20' to 22' 18.5 1 15.2 1 11.1 Roof Pitch 4:12 1ST FL 8 2ND FL 8 Pitch (if) 3.5 Overhang (if) 1.5 TOTAL FORCE 1 -2 Wind Force Roof Total (lb) Length (if) Area (if) Force (Ib) Trib Height Load (PLF) 1-2 21 158 1436 7.50 68 Total (lb) 1436 1 -2 Wind Force 1st Floor Total (lb) Length (if) Area (if) Force (lb) Tnb Height Load (PLF) 1-2 21 168 141L—_L 8.00 67 Total (lb) 141 A -B Wind Force Roof Total (lb) Length (if) if) Force (Ib) Tnb Height Load (PLF) A 7 A ~53 583 7.50 83 A-B 21 158 1748 7.50 83 La VVIIIU rUI II rIUVI Total (lb) Length (if) Area (ft) Force (lb) Trib Height !!83 (PLF) A 7 56 581 8.00 A-B 21 168 1744 8.00 83 Total (lb) 8.4 8.9 9.1 DUNN SAVOIE INC. STRUCTURAL ENGINEERING 909 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 986-8355 FAX: (760) 966-6360 JOB SHEET NO. CALCULATED BY CP CHECKED BY SCALE Tweed Res OF DATE DATE JOB # 3/19 19-127.00 I rwi I - I £JIU ri. I QUU I IWU! I i£flU ruuor uornmenz 1 2 718 718 1 706 706 1424 1424 1 718 718 1 1424 1424 Total 1436 - 1411 2848 1436 - 2848 Loads to Lines (Seismic) 1-2 @ Level (Ib) Line Roof - 2nd FL Sub Roof - 2nd Floor Comment 1 2 1492 1492 385 385 1876 1876 1492 1492 1876 1876 Total 2984 - 769 3753 2984 - 3753 Loads to Lines (Wind) A-B V@Level(lb) Line Roof - 2nd FL Sub Roof - 2nd Floor Comment A B 1457 874 1453 872 2910 1746 1457 874 2910 1746 Total 2331 - 2325 4656 2331 - 4656 Loads to Lines (Seismic) A-B @ Level (Ib) Line Roof - 2nd FL Sub Roof - 2nd Floor Comment A B 1 1650 1333 418 352 2068 1685 1650 1333 2068 1685 Total 2984 - 769 3753 )QM - 7c Controling Loads Direction A -13 ROOF Seismic I 2nd FL Wind GAVOIE INC. 9rRUCTLIRAL ENGINEERING JOB SHEETNO. Tweed Res . OF NMI IL DUNN 909 9. CVELANO GT. CALCULATEDBY CID DATE 3/19 IEL OCEANSIDE. CA. 92054 PH: (780) 966355 CHECKEOBY DATE SCALE 19-127.00 FAX. (760) 966 6380 SHEAR WALL DESIGN SEISMIC ALL STRAPS! HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY" SIMPSON" LOAD LINE: A TOTAL FORCE 1650 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b8<3. 5 Moir WALL (seg.) AXIAL T Tutu HOLD TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR UnlEtered Al 6 5.5 8 1.3 OK 1650 13204 816 1008 1908 0 1908 HTT4 3610 1.0 3430 6.00 1650 vi 275 plf Vi 275p1f SDs= 0.748 IRREGULARITIES: N 25% Increase In the design force Sd NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS = 0 for connection Is reqired for Irreqularity EN BN FN vePhix1.4 6 6 12 P6 CONNECTOR= 16d NAIL Vn= 280 ptf SPACING= 6 in viii = 280 plf V-- 282 vR= 451 plf OK CONNECTION TO STEM PLATE: (1) 16d' DIAM. A.B. 6" O.C.; yR = 451 pif A for connection= 275 MINIMUM (3) A.B. WILL BE USED LOAD LINE: B TOTAL FORCE 1333 # LEVEL: ROOF M TOTAL d HEIGHT SEG. COMMENT 20<h/b<35 RATIO . . Mar WALL V(seg.) AXIAL I Tee Mum HOLD T L (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered B.1 13 12.5 8 0.6 OK 1333 10665 1768 546 257 257 LTTI9 1340 1.0 1422 13.00 1333 103 plf vi = 103p1f SDs= 0.748 IRREGULARITIES: N 25% increase In the design force 8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqired for IrreqularIty EN BN FN vvx1.4 6 6 12 P6 CONNECTOR= 16d NAIL v = 280 plf SPACING= 6 in v'u = 280 pif V-- 282 vR= 451 plf OK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 6" D.C.; yR = 451 plf A for connectlon= 103 MINIMUM (3) A.B. WILL BE USED DUNN SAVDIE INC. STSUCTURAL ENGINEERING 909 9. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: 1760) 986-6355 FAX: (760) 966-6360 JOB AEGEA SHEET NO. I j OF CALCULATED BY DATE 10/10 CHECKED BY DATE SCALE Job # 17-211.00 I Perforated Shear Wall with an Opening . I -- PER SEAOC SEISMIC DESIGN MANUAL Vol II 'I ina Line: DATA L SHEAR STRESS AT SHORT PIERS, v = 103 p11 GRADE (Oor I) = 1 ' Sheathing and Single-Floor AL PANEL THICKNESS = 318 in LATERAL SHEAR FORCE, V = 1.288 K NT:7A&7B 6.25 8 6.25 CHECK SHORT PIERS DIMENSION RATIO HIL= 0.6 Ic 2 01(1 USE( PS WALL OF 318 In. THICK TL= 0.50 k, TR= 0.50 It THE MAX STRAP FORCE: F c 0.45 k USE SIMPSON CSI6 AS HORIZONTAL STRAP 2.25 THE SHEAR WALl. DEFLECTION: = 0.36 In =HIM 3.5 L 20.5 ft. H = 8 it EQ. SHEAR STRESS at DIAPHRAGM: Vdb= 63 pIt. OVERTURNING MOMENT KT = 10300 ft.Ibs 2.25 TL= 502 lbs HDU2 TR 502 lbs T CASE SHEAR FORCE v= 112 pIt, FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS Li 12/2 1.2/2 L3 PANEL W(ft) H(ft) Vmax(plf) Fl - L2_ f _E2_f f F3 - 11 6.25 2.25 112 1 F4jI 2 jj . ji 2 4.00 2.25 112 3 4.00 225 112 4 6.25 2.25 112 FS F6 F7 trt - 5 6.25 1.75 103 F9 Fin Fli F12 6 6.25 1.75 103 F5 - 1 LI FS - 7 6.25 1.75 103 ____________ __________ [ 8 6.25 1.75 103 ___________ 10 4.00 2.25 112 9 6.25 2.25 112 11 2.25 112 I __________ _________________ Fi3 F5 F14 12 6.25 2.25 112 FS 7TL V/2 8 NO. lbs NO. lbs Fl 197 F13 251 F2 447 F14 251 -F5 FS F3 197 F15 431 F15 FiB F17 F18 F4 251 F16 180 F5 644 F17 180 FS_ F19 F20 F8 F6 447 F18 431 Fl 447 FIB 447 9 F2i F8 644 F20 447 10 i F2iT 12 F9 71 F21 251 F J FIO 180 F22 197 22 F23 F23 F24 Fil 180 F23 447 IL FREE-BODY INOIVIDUAL_ PANELS OF WALL T F12 71 F24 197 MAXIMUM SHEAR WALL DEFLECTION: - 8Vbh3 ±~-b-+O.75he,,+!-!?-.a- = = + A S5,, + ANal! slip ± AChM splice sF4, - EALn, Gt L. Where: v = 112 p1t L'= 13 It A = 16.50 in2 h a 8 It = 0.278 In a.= 0.037 in 0.355 in E = 1.7E+08 psi 0 a 9.OE.04 psi d. 0.15 In DUNN SAVOUE INC. JOB Tweed Res I i• STRUCTURAL ENQuNEER,p4 SHEET NO. r(0- OF 909 Is. CLEVELAND Sr. CALCULATED BY CP DATE 3/19 OCEANSIDE, CA. 92054 CHECKED By DATE J el-i: (760) 966-8355 SCALE Job 8 19-127.00 FAX: (760) 966-6360 SHEAR WALL DESIGN SEISMIC ALL STRAPS! HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY SIMPSON" LOAD LINE: I TOTAL FORCE 1492 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b,<3.5 L (ft) (ft) (ft)(seg.) v MOT WALL AXIAL I Timm HOLD T (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered l.A 8 7.5 8 1.0 OK 1492 11934 1088 2016 771 0 771 LTTI9 1340 1.0 2273 8.00 1492 vi= 186 plf Vi = 186 plf SDs 0.748 IRREGULARITIES: N 25% Increase in the design force 8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS =0 for connection Is reqired for Irreqularity EN BN FN v,Vx1.4 6 6 12 P6 CONNECTOR= 16d NAIL vn = 280 plf SPACING= 6 in van 280 plf PIK V= 282 vR= 451 plf CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 6" O.C.; yR = 451 pif A for connection= 186 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 2 TOTAL FORCE 1492 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT RATIO 2 0ch/b <35 v MOT WALL (seg.) AXIAL T Tabove Tim HOLD Te . . L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 2.A 7.5 7 8 1.1 OK 1492 11934 1020 315 1351 1351 LTT20B 1500 1.0 2436 7.50 1492 Vi = 199 pif vi= 199 pif SDs 0.748 IRREGULARITIES: N 25% Increase In the design force 8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqired for lrreqularlty EN BN FN vanvnxl.4 6 6 12 P6 CONNECTOR= 16d NAIL Vn5 280 plf SPACING= 6 in v.a = 280 plf AK V-- 282 vR= 451 pif OK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. (6" O.C.; yR = 451 plf A for connection= 199 MINIMUM (3) A.B. WILL BE USED DUNN SAVOIE INC. STRUCTURAL NDINCERING JOB SHEET NO. Tweed Res 7 OF 509 9. CLEVELAND ST. CALCULATED BY CP DATE 3/19 OCEANSIDE. CA. 52054 PH: (760) 968-6355 CHECKED BY DATE SCALE Job 19-127.00 - FAX: (760) 966-8360 SHEAR WALL DESIGN SEISMIC ALL STRAPS! HOLDOWNS TO BE IMANUFACTURER SHEAR WALLS BY" SIMPSON" LOAD LINE: A TOTAL FORCE 2068 # LEVEL: FLOOR TOTAL d HEIGHT SEG. COMMENT RATIO 2.0<h/b,<3.5 V(seg.) MOT WALL AXIAL T Tabove Timm HOLD TE (ft) L (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered A.2 6 5.5 8 1.3 OK 2068 16545 816 1512 2379 1908 4287 HDU4 4565 1.0 4297 6.00 2068 A = 345 pIt vi= 345 plf SDs 0.748 IRREGULARITIES: N 25% Increase In the design force led NAILS 318 SHEATHING TYPE 1 BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqlred for Irreqularity EN BN FN vIFv,x1.4 4 4 12 CONNECTOR= 5/8 In BOLT v, = 430 pIt SPACING= 30 in I Viii = 430 plf 2 I v 372 vR= 595 pIt Q! CONNECTION TO STEM PLATE: (1)0.625" DIAM. A.B. 930" O.C.; yR = 595 plf A for connectlon= 345 MINIMUM (3) A.B. WILL BE USED LOAD LINE: B TOTAL FORCE 1685 # LEVEL: FLOOR TOTAL d HEIGHT SEG. COMMENT RATIO 2.0<h/b5<3.5 V(seg.) MOT WALL AXIAL T Maw HOLD T L (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered B.2 SW 18x8 NIA 8 NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Ivallow 2695 lbs > 1685 lbs OKI DUNN SAVOIC INC. jo, Tweed Res STRUCTURAL ENGINEERING SHEET NO. I B OF 909 9. CLEVELAND ST. CALCULATED BY CP DATE 3/19 OCEANSIDE, CA. 92054 CHECKED BY DATE PH: (780) 986-8355 sci.s Job 0 19-127.00 - - •- FAX: (780) 968-6360 SHEAR WALL DESIGN SEISMIC ALL STRAPS! HOLDOWNS TO BE IMANUFACTURER SHEAR WALLS S LOAD LINE: I TOTAL FORCE 1876 # LEVEL: FLOOR SEG. COMMENT TOTAL d HEIGHT RATIO 2.0 ch/b,<3.5 MOT WALL V(seg.) AXIAL T T8 1tti HOLD T L (ft) (ft) (ft) (ft-lbs.) (Ibé.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 1.8 8 7.5 8 1.0 OK 1876 15011 1088 1056 1435 771 2207 HDU2 3075 1.0 2859 8.00 1876 Vi = 235 pIt v1 235pIf SDs= 0.748 IRREGULARITIES: N 25% increase in the design force I8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection is reqlred for IrreqularIty I EN ON FN v,pv, x 1.4 I 6 6 12 CONNECTOR= 5/8 in BOLT I vn = 280 pIt SPACING= 48 in Van = 280 plf OK v 233 vR= 372 plf OK CONNECTION TO STEM PLATE: (1)0.625" DIAM. A.B. c48" O.C. yR = 372 plf A for connection= 235 MINIMUM (3) A.B. WILL BE USED 93 LOAD LINE: 2 TOTAL FORCE 1876 # LEVEL: FLOOR SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<hlb,c3.5 MOT WALL V(seg.) AXIAL I Iebov, Maui HOLD o IE L (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 2.B 7.5 7 8 1.1 OK 1876 15011 1020 990 1611 1351 2962 HDU2 3075 1.0 3064 7.50 1876 V1= 250 plf Vi= 250p1f SDs 0.748 IRREGULARITIES: N 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqlred for IrreqularIty I EN BN FN VaIFVnX1.4 I 6 6 12 I CONNECTOR= 5/8 in BOLT I v, = 280 plf SPACING= 48 in Vag = 280 pIt Q I v 233 vR= 372 plf OK CONNECTION TO STEM PLATE: (1)0.625" DIAM. A.B. 48" O.C. yR = 372 pIt A for connectlon= 250 MINIMUM (3) A.B. WILL BE USED DUNN SAVOIE INC. STRUCTURAL ENGINEERING JOB SHEET NO. Tweed Res OF 909 S. CLEVELAND BY. CALCULATED BY CP DATE 3/19 I OCEANSIDE, CA. 9205 PH: (760) 966-6358 CHECKED BY DATE -. - FAX (780) 966-6360 SCALE Job 19-127.00 SHEAR WALL DESIGN WIND ALL STRAPS! HOLDOWNS TO BE IMANUFACTURER SHEAR WALLS BY" SIMPSON" LOAD LINE: A TOTAL FORCE 1457 # LEVEL: ROOF SEG. COM. TOTAL d HEIGHT RATIO 2.0ch/b5< Mar WALL V(seg.) AXIAL T Ts3.5 Ti HOLD a L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR %Jnfactered A.1 6 5.5 8 1.3 OK 1457 11655 816 1008 1522 0 1522 HTT4 3610 1.0 3532 6.00 1457 vi= 243p1f vi= 243 ptf IRREGULARITIES: N 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO for connection Is reqlred for Irrequtarity I EN ON FN vvx1.4 6 6 12 CONNECTOR: 16d NAIL I Vi = 280 plf I SPACING 6 In I v.ii a 392 plf v 282 vR= 451 pIt PK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. @6" O.C.; yR = 451 plf A for connectio 243 MINIMUM (3) A.B. WILL BE USED LOAD LINE: B TOTAL FORCE 874 # LEVEL: ROOF SEG. OMMEN TOTAL d HEIGHT RATIO 2.0chib,c3.5 V(seg.) MOT WALL AXIAL T T.. Ttotai HOLD TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) DOWN TR UnfacwwB.1 (lbs.) (lbs.) 6.25 5.75 8 1.3 OK 874 6993 850 263 2678 2678 HTT4 4332 2.5 2027 6.25 874 Vi 140 plf A= 14OpIf IRREGULARITIES: N 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO for connection Is reqired for IrreqularIty EN ON FN VaiiVnX1.4 I 6 6 12 CONNECTOR: 16d NAIL I Vn = 280 ptf I SPACING= 6 in Vail = 392 off v= 282 vR= 451 plf OX CONNECTION TO STEM PLATE: (1) led" DIAM. A.B. 06" O.C.; yR = 451 plf A for connectio 140 MINIMUM (3) A.B. WILL BE USED DUNN SAVOIE INC. JOB Tweed Res STRUCTURAL ENDUNEERIND SHEET NO. !7 ö OF 905 S. CLEVELAND ST. CALCULATEOBY CP DATE 3/19 OCEANSIDE. CA. 9205. CHECKED BY DATE FH (760) 966-8355 SCALE Job 0 19-127.00 FAX: (760) 966-6360 SHEAR WALL DESIGN WIND ALL STRAPS! HOLDOWNS TO BE IMANUFACTURER SHEAR WALLS BY" SIMPSON" LOAD LINE: I TOTAL FORCE 718 # LEVEL: ROOF TOTAL d HEIGHT SEG. COM. RATIO 2.0(h/b,<3.5 MOT WALL V(seg.) AXIAL T T., Tim HOLD T L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR UnfaCtered l.A 8 7.5 8 1.0 OK 718 5746 1088 2016 -227 0 -227 NOT REQ'I 0 1.0 1277 8.00 718 A= 90pIf vi= 90p1f IRREGULARITIES: N. 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO for connection Is reqlred for Irreqularity I EN ON FN v,pvx1.4 6 6 12 :: I CONNECTOR: 16d NAIL Vn = 280 plf SPACING= 6 in I v'n = 392 plf OK I V-- 282 vR= 451 p1? kK CONNECTION TO STEM PLATE: (1) led" DIAM. A.B. 6" O.C.; yR = 451 plf A for connecUo 90 ' MINIMUM (3) A.B. WILL BE USED LOAD LINE: 2 TOTAL FORCE 718 # LEVEL: ROOF TOTAL d HEIGHT SEG. OMMEN RATIO 2.0<h1b8<3.5 Mar WALL V(seg.) AXIAL T Taxive Ttotai HOLD TE L (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 2.A 7.5 7 8 1.1 OK 718 5746 1020 315 392 392 LTT19 1340 1.0 1368 7.50 718 vi= 96p1f vl= 96pIf IRREGULARITIES: N 25% Increase In the design force 8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO for connection Is reqlred for IrrequtarIty EN BN FN v.B--vn x1.4 6 6 12 c:: I CONNECTOR: 16d NAIL Vn = 280 plf SPACING= 6 In Van 392 plf OK I 282 vR= 451 p1? OK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 6" O.C.; yR = 451 plf A for connectio 96 MINIMUM (3) A.B. WILL BE USED DUNN SAVOIE INC. STRUCTURAL ENGINEERING rp 909 S. CLEVELAND ST. OCCAPIRIDE, CA. 9205A PH: (760) 966-6355 - FAX: (760) 966-6360 SHEAR WALL DESIGN WIND SHEAR WALLS LOAD LINE: A TOTAL FORCE 2910 # LEVEL: FLOOR SEG. COM. TOTAL d HEIGHT RATIO 2.0chlb,c3.5 V(seg.) MOT L(ft) (ft) (It) (ft-lbs.: A.2 6 5.5 8 1.3 OK 2910 23281 6.00 2910 vi= 485p1f vi= 485pIf SCALE Job# 19-1ZT.UO ALL STRAPS! HOLDOWNS TO BE MANUFACTURER BY" SIMPSON" WALL AXIAL T Tabom Ttot,i HOLD T (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unlactered 816 1512 3471 1522 4993 HDU5 5175 1.0 705E IRREGULARITIES: N 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO for connection Is reqlred for IrreqularIty EN BN FN VoIVnX1.4 4 4 12 DNNECTOR: 5/8 in BOLT V, = 430 ptf 'ACING= 30 in Vag = 602 plf ox 372 595 p11 RK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 30" D.C.; yR = 595 plf for connectio 485 MINIMUM (3) A.B. WILL BE USED TOTAL d HEIGHT MOT WALL AXIAL T Tabove Maui HOLD SEG. :OMMEN L (ft) (It) (ft) RATIO 2.0<hIb,<3.5 V(seg.) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered B.2 HFX 18x8 N/A 10 NIA NIA NIA NIA N/A N/A N/A NIA NIA NIA NIA NIA NIA lVaucw = 2750 lbs > 1746 lbs 211 I DUNN GAVOSE INC. STRUCTURAL ENGINEERING! JOB SHEET NO. Tweed Res :2 OF 905 5. CLEVELAND ST. CALCULATED BY CP DATE 3/19 • 0CEANSlDE CA. 92054 PH: (760) 966-8355 CHECKED BY DATE FAX: (760) 966-6360 SCALE Job 8 19-127.00 SHEAR WALL DESIGN WIND ALL STRAPS! HOLDOWNS TO BE IMANUFACTURER SHEAR WALLS BY SIMPSON" LOAD LINE: I TOTAL FORCE 1424 # LEVEL: FLOOR SEG. COM. TOTAL d HEIGHT RATIO 2.0<hib,c3.5 V(seg.) MOT WALL AXIAL T Tabove Ttotai HOLD 0 TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR UflfaCteTed 1.8 8 7.5 8 1.0 OK 1424 11390 1088 1056 833 833 HDU2 3075 1.0 2531 8.00 1424 vi= 178p1f vi= 178p1f IRREGULARITIES: N 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO for connection Is reqlred for irreqularity EN BN FN Vo)VnX1.4 I 6 6 12 () CONNECTOR= 5/8 in BOLT I Vn = 280 plf SPACING= 48 in I Van = 392 plf OK 233 vR= 372 pIt OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 648" O.C. yR = 372 plf vi for connectio 178 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 2 TOTAL FORCE 1424 # LEVEL: FLOOR SEG. ;OMMEN TOTAL d HEIGHT TlO 2.0chib,<3.5 MOT WALL V(seg.) AXIAL T T o Ttotai HOLD TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 2.8 7.5 7 8 1.1 OK 1424 11390 1020 990 981 392 1373 HDU2 3075 1.0 2712 7.50 1424 VI = 190 plf vi= l9oplf IRREGULARITIES: N 25% increase In the design force I8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO for connection Is reqlred for IrreqularIty I EN BN FN V,VnX1.4 I 6 6 12 CE) CONNECTOR' 5/8 in BOLT I Vn = 280 pif SPACING= 48 in van = 392 plf 233 vR= 372 pIt OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 48" O.C. yR = 372 plf A for connectlo 190 MINIMUM (3) A.B. WILL BE USED = V 0.381:1 4x4 = 624.68 psi = 1,640.63psi iD+Lt+H = 1.50011 = Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.232:1 4x4 = 49.21 psi = 212.50 psi 0.000ft = Span #1 0.018 in Ratio = 1995>=360 0.000 in Ratio = 0<360 0.037 in Ratio = 965 >=240 0.000 in Ratio = 0<240 Project Title: Tweed Residence Engineer: CP - -. a. Project ID: 19-127.00 3 • . Project Descr: Remodel .,. p.-. ap 0641P =Wm0p4p as. aim" Wd. B' WT oo earn - - ..-.. . Software copynght ENERCALC INC 1983-2018 BuIld 10181212 IUir WAEIIfIflI Description: HDR1 - Grid A Slider at Bathroom _________Ck _____________________________V Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 V Material Properties V Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb 875.0 psi Ebend- xx I ,300.0ksi Fc - Prll 600.0 psi Eminbend -xx 470.0ksi Wood Species : Douglas Fir - Larch . Fc - Perp V 625.0 psi Wood Grade : No.2 V Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I D(0.168)Lr(0.16) I 9 9 V AIjj4 - • Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0210, Lr = 0.020 ksf, Tributary Width = 8.0 if, (Roof V F' DESI$N Maximum Bending Stress Ratio Section used for this span lb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 V Overall MAXimum V 0.496 0.496 V Overall MINimum 0.240 0.240 0.256 0.256 'D.14H 0.256 0.256 4O4Lr4H 0.496 0.496 .D+S41 0.256 0.256 4040.750Lr40.750L4H 0.436 0.436 V 4040.750L40.750S4f4 . 0.256 0.256 ' 4040.60W4H 0.256 0.256 4040.7501-r40.450W.H 0.436 0.436 .0.0.750S40.450W4H 0.256 0.256 40.60D40.60W90.60H 0.154 0.154 V MUM" . i p. a EM - a. 10010M.0 1. Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel a Ll Wood Beam 18.12.12 Description: HDRI - Grid A Slider at Bathroom Véltical Reàctións : 1.Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +040.70E40.60H 0.256 0.256 4040.750L40.750S40.5250E4H 0.256 0.256 40.60D40.70E.H 0.154 0.154 0 Only 0.256 0.256 Lr Only 0.240 0.240 L Only S Only W Only E Only H Only IDWI.dP4 . Imm aa.Je a naaaas a CIM -. a a,a.pda a. a . a -. ak a aa a. aa. • a a aa.aaa.oaaa Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel 215 SoftwarecopydghtENERCALC, INC. 1983-2018;BuDd:10.18.12.12. I Lic. #: KW-06002938 Licensee Ii WII!.VL.] INC. STRUCTURAL uescripuon: flLlrsi - "flu' cnuy LJUQF Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties V - Analysis Method: Allowable Stress Design Fb + '875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0 ksi Fc - PrIl 600.0 psi Eminbend -xx 470.0 ksi Wood Species : Douglas Fir - Larch Fc - Pep .625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425.0 psi Density 31.210pcf D(0.147) Lr(O.14) - 9 9 Span = 3.0 ft F. . . • V rt*-pliid'Gcra-di?1Z Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.0210, Lr = 0.020 ksf, Tributary Width = 7.0 ft. (Roof fGSUMMAV1r.T Maximum Bending Stress Ratio = 0.3341 Maximum Shear Stress Ratio = 0.203 :1 Section used for this span . 4x4 Section used for this span 4x4 V lb : Actual = 547.22 psi fv: Actual = 43.11 psi FB : Allowable = 1,640.63psi Fv: Allowable = 212.50 psi Load Combination .OHr4H Load Combination 40-4tr4H Location of maximum on span = 1.500ft Location of maximum on span 0.000ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection V Max Downward Transient Deflection 0.016 in Ratio = 2280 >=360 V Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.033 in Ratio = 1102 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 rVeitial Support notation: Far left is #1 Values in KIPS - Load Combination Support I Support 2 V Overall MAXimum . . 0.434 0.434 Overall MiNimum V 0.210 0.210 40.11 0.224 0.224 4D4L4H . 0.224 0.224 .0.Lr4H 0.434 0.434 404411 0.224 0.224 .0.0.750Lr.0.750L41 V 0.382 0.382 .D.0.750L.0.750S44 0.224 0.224 V 4040.60W4H 0.224 0.224 • , V .D.0.750Lr40.450W.H 0.382 V 0.382 .D-.0.7505.0.450W.H 0.224 0.224 4060D4060W90.60H 0.135 0.135 V MUM. MUMPA =~=@ • P412 - øVSJ MINMI E Pd - --- .- - - ,u.•aa .C..aan B. • an.. Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel Woo d B * earn - - - Software copyr!gbt ENERCALC, INC. 1902018, liulld:10.18.12.12. Description: HDR2 - Grid 2 Entry Door ... Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4040.70E40.60H 0.224 0.224 4040.750L40.750S40.5250E4H 0.224 0.224 40.60D40.70E+H 0.135 0.135 D Only 0.224 0.224 Lr Only 0.210 0.210 L Only S Only W Only E Only H Only =%J mm 0 • I ,4 - - • DPI QS. =A, WISIMM-0 .7_ø.___.__ _,... - Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel :27 riAu AB' 1F4: .9OVl . SoftàrecopyvtghtENERCALCINC. 1983.2018,Build:1O.18.12.12c Description: HDR3 - Grid 1 Window at Bedroom Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Deéign Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - . 875.0 psi Ebend- xx 1,300.0ksi Fc - Pill 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.147tLr(O.14) Span =2.20ft iAjpIiid Lbidi : Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0210, Lr = 0.020 ksf, Tributary Width = 7.0 ft, (Roof DESiGNSUMMARYf' 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 = 0.1721 Maximum Shear Stress Ratio = 0.135 :1 4x4 Section used for this span 4x4 = 294.28p5i fv : Actual = 28.76 psi 1,640.63psi Fv:Ailowable = 212.50 psi 4Oitr4H Load Combination 4041J4H = 1.100ft Location of maximum on span = V 0.000ft = .. Span # I Span # where maximum occurs V Span # 1 0.005 in Ratio = 5782 >=360 0.000 in Ratio = 0(360 V 0.009 in Ratio = 2794 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.319 0.319 V Overall MiNimum . 0.154 V 0.154 4041 0.165 0.165 - V 40414H V 0.165 0.165 4D4Lr4l 0.319 0.319 40484H V V 0.165 0.165 4040.750Lr40.750L41 0.280 0.280 -• 40'0.750L40.750S4H V 0.165 0.165 t ' V V 4040.60W41 . 0.165- 0.165 • . . - 4040.750Lr40.450W4H V 0.280 V 0.280 V 40'0.750S40.450W41 0.165 0.165 40.60040.60W40.60H 0.099 V 0.099 . Project Title: Tweed Residence i. - Engineer CP Mr. Project ID: 19-127.00 Project Descr: Remodel wvOOueam.s - 91 j SoftwreoopylIghtENERCALCINC1983-2O18BuIId1o181212 IT.V'E'IIuI'N.M. Licensee DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: HDR3 - Grid 1 Window at Bedroom Vir____Ica actions,. Support notation: Far left is #1 Values in KIPS _ Load Combination Support 1 Support 2 4040.70E40.60H 0.165 0.165 4D40.750L40.750S40.5250E4H .. 0.165 0.165 40.60D40.70E4H 0.099 0.099 0 Only 0.165 0.165 LrOnly 0.154 0.154 LOnly - S Only WOnly EOnly HOnly Project Title: Tweed Residence "" imftwMew "• Engineer: CP - _. cam mv. Project ID. 19-127.00 D e I% 1 -rojec L#escr.. emoue 9. '- T.09-' Tweed ResTNGI 9-127.00 -Tweed ReLecli!Ni L oo earn h - So wiicooht FNRCALC INC iqai-nip In IA Description: HDR4 - Windows along Grid B pqQit Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 •- Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticily Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0ksj Fc - PrIl 600.0 psi Eminbend - xx 470.0 ksi Wood Specieê :Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 FV 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425.0 psi Density 31.210pc1 D(0.042Lr(O.04) Span =4.Oft I-Ajlid Lóid Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0210, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof Maximum Bending Stress Ratio = 0.1731 Maximum Shear Stress Ratio = . 0.084:1 Section used for this span 4x4 Section used for this span 44 fb: Actual = 284.32 psi fv : Actual = 17.86 psi FB:Allowable = 1,640.63p5i Fv:Allowable = 212.50 psi Load Combination iOitriH Load Combination Location of maximum on span = 2.000ft Location of maximum on span = 3.723 ft Span # where maximum occurs = Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio = 3367 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.030 in Ratio = 1590 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.169 0.169 Overall MiNimum 0.080 0.080 eD4f 0.089 0.089 4041.411 0.089 0.089 4D4Lr4H . 0.169 0.169 0.089. 0.089 4040.750Lr9O.750L41 0.149 0.149 4040.750L40.75054H , 0.089 . 0.089 4040.60W4H 0.089 0.089 - .D90.750Lr40.450W4H 0.149 . 0.149 'D40.750S40.450W411 0.089 0.089 40.60D40.60W90.60H 0.054 0.054 Project Title: Tweed Residence •• '°• Engineer: CP I - - •M.W. Project . 19-127.00 Project Descr: Remodel Q oø•___._ -• - Wood Beam - RIe= U:tcody PurcSharedt19127.00.Tweed ResEN19127.00-TweRés.ec6. - Software copyright ENERCALC INC. 1983-2018, Bulld:1018.12.12. Description: HDR4 - Windows along Grid B Vertical Reactions • Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4010.70E40.60H 0.089 0.089 4041.7501.40.750S40.5250E41-1 0.089 0.089 40.60D40.70E#1 0.054 0.054 D Only 0.089 0.089 Lr Only 0.080 0.080 L Only S Only W Only E Only H Only Project Title: Tweed Residence Engineer: CP - - • Project ID: 19-127.00 3 \ Project Descr:Remodel r. vvqquLIam ':2 r, £4.. .. • .' "' Desciiption: HDR5 - Windows along Grid 2 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0ksj Fc - Prll 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 ., Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling . -. D(O.147 ,Lr(O.14)' : •:-- , 'r rf •: -'-. ... - .. 1+ . • 14 r .E'. •,,(J •, . t, ? • t'.i:' , _4'q .- ... 4x4 Span = 2.40 It fAFp lid Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load: D = 0.0210, Lr = 0.020 ksf, Tributary Width = 7.0 ft. (Roo( bES1GUMM4R•-... . _______ Maximum Bending Stress Ratio = 0.213 1 'Maximum Shear Stress Ratio = 0.152:1 Section used for this span 4x4 Section used for this span 4x4 lb : Actual = 350.22 psi fv: Actual = 32.31 psi FB : Allowable = 1,640.63psi Fv : Allowable 212.50 psi Load Combination 4Ostr4H Load Combination 4OLr4H Location of maximum on span = 1.200ft . Location of maximum on span = 2.111 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 4453 >=36() . Max Upward Transient Deflection . 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.013 in Ratio = 2152 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Support notation Far left is #1 Values in KIPS Load Combination ' Support 1 Support 2 Overall MAXimum - . 0.348 0.348 Overall MiNimum 0.168 0.168 404H 0.180 0.180 0.180 0.180 .D9Lr*l 0.348 0.348 40+S4H 0.180 0.180 4040.750Lr4O.750L41 0.306 0.306 4040.7501.40.750541-1 0.180 0.180 . 4040.60W+H ' 0.180 0.180 4040.750Lr4O.450W4f . 0.306 0.306 4D40.750S.0.450W4H 0.180 0.180 40.60D90.60W40.60H 0.108 0.108 l.I P4 P4 M^WCMBMI P40 - ece • a..aw...a..e .. D cee C C ,.a.*.•.a.0 . C.s.JpsC _I • Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel 32 ' Be am earn SoflwaexpyihtENERCAjC. INC. 192O18.Bui:1o1g12j2. Description: HDR5 - Windows along Grid 2 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4.0.70E40.60H 0.180 0.180 .D.0.750L40.750S40.5250E4H 0.180 0.180 40.60D40.70E*I 0.108 0.108 DOnly 0.180 0.180 Lr0nly 0.168 0.168 L Only S Only W Only E Only H Only p.i p.i4~~Cafgc S a $CPU. =^ a aDa.. Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel 33 slENI309127.00:Ted Resc6 lNc:1983-2o18,auI:1o.18.12.12 kA 'File .. -: .SoftvareoopyrlahtENI Description: HDR6 Header at Garage Man Door - 4x4 Mm Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend- xx 1,600.0ks1 Fc - Pill 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp . 625.0 psi Wood Grade : NO . Fv 170.0 psi , Ft 675.0 psi . Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling O(O.12?Lr(O.2) 0 1)(0.121 Q0.4) i .:-'j -.....- '-: tL 'r; - • .1 Z? .,_ .4 •i......,_4 - ••• AF p..' •, .II 1. • r ., •..•_v ' V•.z.r ;; •: .;r:t,,r 4x4 4 Span = 3.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (Floor: Uniform Load: D = 0.0120, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Roof Uniform Load: 0 = 0.0170 ksf, Tributary Width = 10.0 ft, (Wall,' Maximum Bending Stress Ratio Section used for this span fb:Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.758 1 Maximum Shear Stress Ratio - = 0.711 : I 4x4 Section used for this span 4x4 1,535.28psi fv : Actual = 120.94 psi 2,025.00psi Fv : Allowable 170.00 psi 40+14H Load Combination . 1.500ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.037 in Ratio = 982 >=360 0.000 in Ratio = 0<360. 0.079 In Ratio = 455 >=240 0.000 in Ratio = 0<240 Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.294 1.294 Overall MiNimum 0.600 0.600 0.619 0.619 404141 1.219 1.219 40.1r41 0.919 0.919 404841 0.619 0.619 • • • 9040.750Lr40.7501-41-1 1.294 • 1.294 .040.750L40.750S4H 1.069 1.069 4D40.60W4H 0.619 0.619 oD40.750Lr40.450W.H 0.844 0.844 a rir.4 s 1"M - 1.aLIa.,.L1a a o a 0a,a.da . 0* oa 7aaa a a a 0.*•.oaao p. .a • Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Oescr: Remodel Wood, Beam .. - software CopyrighiENERCALC, INC1983-2018, Build 10.18.12.12 lIT iW'fII*I*1t. Licensee : DUNN SAVO-11E —INC. STRUCTURAL ENGINEERS Description: HDR6 - Header at Garage Man Door - 4x4 Mm Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4D40.750S40.450W4H 0.619 0.619 40.60D40.60W40.60H 0.371 0.371 4040.70E40.60H 0.619 0.619 4040.750L40.750540.5250E411 1.069 1.069 40.60D40.70E#I 0.371 0.371 D Only 0.619 0.619 Lr Only 0.300 0.300 I Only 0.600 0.600 S Only W Only E Only H Only ~ed I FORTE MEMBER REPORT PASSED Floor, F)1 1 piece(s) 117/8" TM® 360 @ 16 oc 3 5 Oval Length: 20'9" + + 0 0 20' 2" All locations are measured from the outside lace of left support (or left cantilever end). All dimensions are horizontal. DIgn Results Adual 0 Location Allowed Rowsit LDF Load: Combiruition (Patterns) Member Reaction (Its) 712 @ 2 1/2" 1202 (2.25") Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Its) 699 @3 1/2" 1705 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Its) 3583 @ 104 1/2" 6180 Passed (58%) 1.00 1.0 D + 1.01 (All Spans) Live Load Dell. (in) 0.462 @ 10,4 1/2" 0.678 Passed (11528) - 1.0 D + 1.01 (All Spans) Total Load Dell. (In) 0.601 @ 10'4 1/2" 1 1.017 1 Passed (11406) I - 1.0 D + 1.0 L (All Spans) ti-Pro'" Rating 1 34 1 Any I Passed - - - ,uaanI MIflIO 14. tlaw, gnu ii. Top Edge Bradng (Lu): Top compression edge must be braced at 4' 11.0/c unless detailed otherwise. Bottom Edge Biwang (Lu): Bottom compression edge coat be braced at 20' To/c unless detailed otherwise. A structural analysis of the deck has not been per for, . Deflection analysis is based on composite action with a single byor of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the Ti-Pro'" Rating include None. • Supports Bearing Length Lamb to Supports (lb.) Tl Ava9le Raqidied Biend Root I.I. Total 1 -Stud wall - SPF 3.50" 2.25" 175" 166 553 719 11/4' Rim Board 2-Stud wall- SPF 3.50" 2.25" 1.75" 166 553 719 11/4" RIm Board - FUll, U111w lu Wil7 CII alOUD ojsp.tw unuwy cOUnt u, u71119 uut mtu1 ng u.ynon. Loads cetion (Ode) Sp.dng Dead (090) RocirLbre (59Q) 1-Uniform (PSF) Otolo' 9" 16" 12.0 40.0 Default Load 4embe' Notes Ioor )olde at Second Story Addition System: Floor Member Type: Joist Building Use: Residential BetIding Code: IBC 2015 Design Methodology: ASD Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties1 related to the software. Use of this software is not intended 10 cirwmvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is reeponsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlities are third-party certified to sustainable foresby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1 153 and ESR-1387 and/or tested In accordance with applicable ASPI standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to ww.weyerlsaeuser.coodproducts/docsnnent-hbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator A () SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes Cody Purcell OS! Engineering (760) 484-1937 CPurcel@surfdsi.com 3/28/2019 10:09:21 PM UTC ForteWEB v2.0, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Tweed Residence Page 1 / 1 IJ .4 1.4 =^%rca lm I - - • n.,.. DPII. . • Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr Remodel 3( Description: FBI - Existing Garage Header CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 170.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.01596) L(0.0532) ø(O.O4271rO.o4) 9 9 9 9 4x16 Span= 16.0 It Is 'I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0210, Li = 0.020 ksf, Tributary Width = 2.0 ft. (Roof Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor Maximum Bending Stress Ratio Section used for this span lb : Actual FIB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.2571 Maximum Shear Stress Ratio 4x16 Section used for this span 347.39psi fv : Actual 1,350.00 psi Fv : Allowable 40+L Load Combination 8.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.048 in Ratio = 0.000 in Ratio = 4027 >=360 0.125 in Ratio = 0<360 0.000 in Ratio = 1536 >=240 0<240 0.137 :1 4x16 = 23.36 psi = 170.00 psi 9041. = 14.774ft = Span #1 Vertical Reactions - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.115 1.115 Overall MiNimum 0.426 0.426 D Only 0.556 0.556 404j. 0.982 0.982 4D4Lr 0.876 0.876 '090.7501i40.750L 1.115 1.115 4040.750L 0.875 0.875 4040.750Lr 0.796 0.796 .0.60D 0.334 0.334 Lr Only 0.320 0.320 L Only 0.426 0.426 0.4021 2x6 534.66psi 1,308.13psi 40'14H 2.750ft Span # 1 Project Title: Tweed Residence - '• Engineer: CP - -. -. Project ID: 19-127.00 Project Descr. Remodel 37 12 J: So thpiight ENERcALlNCl983.2O18,BthJd1O.18.l2.12 -1111 -ic. Description: Deck Joists - 26 @ 16 o/c Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx •1,300.0ksj Fc - Prll 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 - Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.00931 L(O.0798 2x6 Span = 5.50 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0070, L = 0.060 ksf, Tributary Width = 1.330 It, (Deck: aximum Bending Stress Ratio = Section used for this span tb: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 Maximum Shear Stress Ratio = Section used for this span fv : Actual Fv:Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = 0.061 in Ratio = 1079>=360 0.000 in Ratio = 0<360 0.068 in Ratio = 966 >=240 0.000 in Ratio = 0<240 0.220:1 2x6 37.40 psi 170.00 psi 404L9H 5.058ft Span I Pv&iil Riãiiónj S Support notation: Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Overall MAXimum 0245 0.245 Ove,all MINimum . 0.219 0.219 404H . 0.026 0.026 404L-+H 0.245 0.245 .D4Lr4H 0.026 0.026 40484H 0.026 0.026 4D40.750Lr40.750L4H 0.190 0.190 4040.750L40.75054H 0.190 0.190 4040.60014H 0.026 0.026 4D40.7501140.450W4H 0.026 0.026 4040.750S40.450W4H 0.026 0.026 40.60D40.60W40.60H 0.015 0.015 .O'0.70E40.60H 0.026 0.026 tJ P4 P4 W~CM IM I P4 w_ - • _.r. . 0* ,00*...o Wn. D011 Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Project Descr: Remodel 38 vvOOu earn -. : softwarenghtENERcic, INC. 1ges.o18sui1d:1o18.12.i2. Description: Deck Joists - 2x6 © 16 o/c [ VehRIcikis Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4040.750L40.750S40.5250E4H 0.190 0.190 40.60D40.70E4H 0.015 0.015 0 Only 0.026 0.026 LrOnly I Only 0.219 0.219 S Only W Only E Only H Only Project Title: Tweed Residence '- Engineer CP - lima. -. -. - Project ID: 19-127.00 Project escr.emoue ________________ • W ' rn , 3& File U:tCodyPwcofRSharedl19-127.00-Tweed RestENGt19.127.00.TweedRe&ec6' j -' Software copynght ENERCALC INC 1983.2018 Build 10181212 Description: DBI - 06 Minimum REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 . . Fb - 875.0 psi Ebend- xx 1,300.0ksj Fc - Prll 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling r-.----....................................__ 9 -------• D(0.O21 L(O.18) 9 Span =5.50 It AIid Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0070, L = 0.060 ksf, Tributary Width = 3.0 if, (Deck:. Uniform Load: D = 0.0150, Tributary Width = 1.0 It, (Guardrail; Maximum Bending Stress Ratio = 0.495 1 Maximum Shear Stress Ratio = 0.233:1 Section used for this span 4x6 Section used for this span 4x6 lb : Actual = 566.16psi fv : Actual = 39.60 psi FB : Allowable 1,137.50p5i Fv Allowable = 170.00 psi Load Combination . Load Combination Location of maximum on span 2.750ft Location of maximum on span = 5.0581t Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio = 1116>=360 Max Upward Transient Deflection 0.000 in Ratio = . 0<360 Max Downward Total Deflection 0.072 in Ratio = 913>=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 jVóitiëil Support notation: Far left is #1 . Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum - 0.605 0.605 Overall MINimum 0.495 0.495 404+1 . 0.110 0.110 4 0414H . 0.605 0.605 D4Lr4H 0.110 0.110 404S411 0.110 0.110 4040.750Lr40.750L4H 0.482 0.482 4040.750L40.75054H 0.482 0.482 4040.60W4H 0.110 0.110 4040.750Lr40.450W9H 0.110 0.110 4040.750S40.450W4H . 0.110 0.110 Project Title: Tweed Residence I.aPU' 1P40. Engineer: CP - -. . Project ID: 19-127.00 '1° Da.P.IU . • - = Isom Project Descr: Remodel 1. Wood Beam Bulld:10.18.12. Description: DBI - 46 Minimum Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 40.60D40.60W40.60H 0.066 0.066 4040.70E40.60H 0.110 0.110 4040.750L40.750S40.5250E4H 0.482 0.482 40.60D40.7OE4H 0.066 0.066 DOnly 0.110 0.110 Lr Only L Only 0.495 0.495 S Only W Only E Only H Only Project Title: Tweed Residence Engineer: CP Em -. Project ID: 19-127.00 .Vd Project Descr: Remodel p.a....a.a ra. Wood Beam File = U:Ccdy PwoeJtShared19-127.00- Tweed RestENGi19-127.00- Twed Res.ec6. wwOO Software copyright ENERCAIC. INC. 1983.2018, Bufld:10.18.12;12. Lic. Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: DB2 - 412 DF#1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,350.0 psi Ebend- xx 1,600.0ksl Fc - Pill 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 170.0 PSI Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.153L(O.6 Aw OypC JVL7f- .eA 5.50 ft [ Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0070, L = 0.060, Tributary Width = 1.0 ft, Point Load: D =0.1530, L 0.60 k @2.0 It, (Stringer aximum Bending Stress Ratio = Section used for this span fb:Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.134 1) Maximum Shear Stress Ratio 4x12 J Section used for this span Si fv:Actual 1,485.00 psi Fv: Allowable 40't9H Load Combination 2.007ft Location of maximum on span Span # 1 Span IN where maximum occurs 0.007 in Ratio = 9725 >=360 0.000 in Ratio = 0<360 0.009 in Ratio = 7743>--180 0.000 in Ratio = 0<180 0.138 :1 4x12 = 23.51 psi = 170.00 psi 9O44H = 0.000ft = Span #1 I 'uiiiiiRiOn . -- Support notation: Far left is 91 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.687 0.482 Overall MiNimum 0.547 0.383 .041 0.140 0.098 1041#1 0.687 0.482 0.140 0.098 104S41 0.140 0.098 .Ov0.750L1'.0.750L4H 0.550 0.386 4040.750L90.750S#1 0.550 0.386 4040.60W4H 0.140 0.098 4040.750Lr40.450W4H 0.140 0.098 4040.750540.450W4H 0.140 0.098 CNI WM"d W^%fC11W I - - -- - • . D..m I.I. o esO•I.aaro S. • Co Project Title: Tweed Residence Engineer: CP Project ID: 19-127.00 Li Project Descr: Remodel 1 Description: DB2 - 4x12 DF#1 rvtIiRiiioii 7 Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 .0.60D.0.60W40.60H 0.084 0.059 4D40.70E40.60H 4040.750L40.750S40.5250E4H 40.60D40.7OE4H 0 Only LrOnly 1 Only S Only W Only E Only H Only 0.140 0.098 0.550 0.386 0.084 0.059 0.140 0.098 0.547 0.383 Project Title: Tweed Residence 1 1*41M E ngineer: CID - _ ø _I_ 1 . Project ID: 19-127.00 D* D. Project Descr:Remodel L3 -. - I epwa 7•( [IffPO ,.L e!rL --..softare ENERCALC19832O1t1O.18.12.12 IT:ntTATEII*JS)M. Description: Stringer 402 DF#1 Calculations per NDS 2018, IBC 2018, CHIC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material' Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 925.0 psi Eminbend-xx 580.0ks1 Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-1 Fv 170.0 psi Ft 675.0 psi Density . 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - D(O.015 L(O.09) Y. - . - _ 4x12 Span =13.Oft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, L 0.060 ksf, Tributary Width = 1.50 ft, (Stairs: rrlIs] - Maximum Bending Stress Ratio = 0.263 1 , Maximum Shear Stress Ratio = 0.142 :1 Section used for this span 4x12 Section used for this span , 4x12 fb : Actual 389.84psi fv: Actual = 24.21 psi FB : Allowable = 1,485.00p5i Fv : Allowable 170.00 psi Load Combination +OiL*I Load Combination Location of maximum on span ,= 6.500ft Location of maximum on span = 12.099 ft Span # where maximum occurs = Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 1781 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.110 in Ratio = 1412 >=240 Max Upward Total Deflection ' 0.000 in Ratio = 0<240 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.738 0.738 Overall MINimum 0.585 0.585 D9H 0.153 0.153 4014H 0.738 0.738 4D4Lr4H 0.153 0.153 4D+S4H 0.153 0.153 4040.750Lr40.750L4H 0.592 0.592 4040.750L90.750S4H 0.592 0.592 4040.60W4H 0.153 0.153 4040.750Lr40.450W4H 0.153 0.153 4040.750S40.450W4H 0.153. 0.153 40.60D40.60W-.0.60H 0.092 0.092 Project Title: Tweed Residence 4P 11W. Engineer: CP Øj -. -. Project ID. 19-127.00 . a rroJecie r escr. Remodel oo earn Wood B File = U:Cody urceJ83haed%19.127.O0. Tweed ResENGi9121.00- Tweed Reec6. SoftwarepynghtENERCALC, INC 1983.2018, Builtlo.18.12.12 Lic. # : KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEERS Description: Stringer 4x12 DF#1 Support notation: For left is #1 Values in KIPS Load Combination Support I Support 2 4040.70E40.60H 0.153 0.153 4040.750L40.750S40.5250E+H 0.592 0.592 .0.60D.0.70E41-1 0.092 0.092 D Only 0.153 0.153 Lr Only I Only 0.585 0.585 S Only W Only E Only H Only L.j5 lISJI Anchor DesignerTm Software Version 2.6.6703.1 0 1.1praiect Information Customer company: Customer contact name: Customer e-mail: Comment: Grids 1&2 2. Input Data & Anchor Parameteps General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hei (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmtn (inch): 15.13 cac (Inch): 23.73 Cmiii (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP W/ 5/8"0 F1554 Gr. 36 Code Report: iCC-ES ESR-2508 Company: DSi Structural Engineering Date: 3/20/2019 Engineer: CID Page: 116 Project: Tweed Residence Address: E-mail: cpurcell@surfdsi.com Project description: 19-127.00 Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f (psi): 2500 'Yc.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110F Ignore 6d0 requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 712 ) lb q6 Anchor DesignerN Software Version 2.6.6703.1 a Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Na [lb]: 3075 V fIb]: 712 Vuw fIb]: 0 <Figure 1> Company: DSl Structural Engineering I Date: 3/20/2019 Engineer: CP I Page: 2/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com O75 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Lj7 IIèi'1U Anchor DesignerTm Software Version 2.6.6703.1 <Figure 2> Company: DSI Structural Engineering Date: 3/20/2019 Engineer: CP Page: 3/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B I Anchor DesignerTm Software Version 2.6.6703.1 0 Company: OSI Structural Engineering I Date: 3/20/2019 Engineer: CP . Page: 4/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y. Shear load combined, N. (lb) V. (lb) Vuay (lb) I(Vuax)+(Vuoy)2 (lb) 1 3075.0 712.0 0.0 712.0 Sum 3075.0 . 712.0 0.0 712.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3075 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e (inch): 0.00 Eccentricity of resultant tension forces in y-axis, eN, (inch): 0.00 Eccentricity of resultant shear forces in x-axis. &w (inch): 0.00 Eccentricity of resultant shear forces In y-axis, e\, (inch): 0.00 Steel Strength of Anchor In Tension (Sec. 17.4.1) N (lb) 0 ON. (lb) 13110 0.75 9833 Concrete Breakout Strength of Anchor In Tension (Sec. 17.4.2) Nb = kcAo4rche,1.5 (Eq. 17.4.2.2a) k0 2,, fc (psi) h0, (in) Nb (lb) 17.0 1.00 2500 8.000 19233 = #(ANC/A)cd.NN'W.NNb(Sec. 17.3.1 & Eq. 17.4.2.1a) At (in 2) Agvco (in 2) Ce.mb, (in) Ymsj Y AN KAN Nb (lb) 0 ØNci (lb) 288.00 578.00 4.75 0.819 1.00 1.000 19233 0.65 5118 Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Tka = Zkafsho,f40,mKsat mcr (psi) fshc,t.fonn Ksoi Ikc, (psi) 435 1.00 1.00 435 Ni,o = 2amzdohe:(Eq. 17.4.5.2) Its rcr (psi) d8 (in) het (in) Nt,.,, (lb) 1.00 435 0. 1 63 12.000 10249 = 0 (Ana /ANOO) Y70 N8 !&peoNbo (Sec. 17.3.1 & Eq. 17.4.5.1a) At,,, (in2) Aeoo (in2) CNO (in) Comb, (in) q'ed.No !8%p.Na Nb,, (lb) 0 ON. (lb) 133.57 150.57 6.14 4.75 0.932 1.000 10249 0.65 5510 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com Company: DSI Structural Engineering I Date: 3/20/2019 Engineer: CID Page: 5/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com Anchor DesignerTm Software Version 2.6.6703.1 S q1 Steel Strenath of Anchor in Shear (Sec. 17.5.1) V. (Ib) 4aut 0 4c,aOVsa (lb) 7865 1.0 0.65 5112 Concrete Breakout Strenath of Anchor In Shear (Sec. 17.5.2) Shear perpendicular to edge In x-direction: Vb. = m1n17(Ie/da)024dJ&Ilcca115; 92IPccai'5I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Ia (in) d8 (in) As Pc (psi) Cal (in) Vb. (lb) 5.00 0.625 1.00 2500 12.00 17434 qWcbx =0 (At/Avco) e.v91c.v5'.VVbx (Sec. 17.3.1 & Eq. 17.5.2.1a) Avc(in2) Av. (ifl2) 'ed.V PAV Vk V Vsx(lb) 0 0Vcbx(lb) 216.00 648.00 0.779 1.000 1.000 17434 0.70 3170 Shear parallel to edge In ic-direction: Vby = minI7(1e/d6)02 Ida2aIfcCa115; 92IPcca115I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) Ia (in) dx (in) AG l' (psi) Cal (in) Vby (lb) 5.00 0.625 1.00 2500 4.75 4342 ØVcbx b (2)(Av/Av1o) VV1c.V!l4p.VVby (Sec. 17.3.1,17.5.2.1(c) & Eq. 17.5.2.1a) * Avc (in2) Avco (in2) 91ed.v K V Altv Vby (lb) 0 OVthx (Ib) 101.53 101.53 1.000 1.000 1.000 4342 0.70 6078 OVcp = OminIkq,Na; kq,NthI = kq(ANc/ANco)Y'eoNPc.NV'q,.NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp AN9 (in 2) A,ao (in2) !l'ad,Ne PCANa NM (Ib) Na (Ib) 2.0 133.57 150.57 0.932 1.000 10249 8476 ANc (in2) At (in2) !l'9j.N S%N FICA N Nb (1b) Ncb (lb) 0 0Vc' (lb) 288.00 576.00 0.819 1.000 1.000 19233 7874 0.70 11023 11. Results Tension Factored Load, N a (lb) Design Strength. eN (lb) Ratio Status Steel 3075 9833 0.31 Pass Concrete breakout 3075 5118 0.60 Pass (Governs) Adhesive 3075 5510 0.56 Pass Shear Factored Load, V. (Ib) Design Strength, W. (lb) Ratio Status Steel 712 5112 0.14 Pass T Concrete breakout x+ 712 3170 0.22 Pass (Governs) II Concrete breakout y- 712 6078 0.12 Pass (Governs) Ptyout 712 11023 0.06 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong.-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 50 Anchor Designer Software Version 2.6.6703.1 S Company: DSI Structural Engineering Date: 1 3/20/2019 Engineer: CP I Page: 6/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com Interaction check NwIØNn Vue/ØVn Combined Ratio Permissible Status Sec. 17.6..1 0.60 0.00 60.1% 1.0 Pass SET-XP w/ 518"ø F1554 Gr. 36 with bet = 12.000 inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 51 II1'IU Anchor DesignerTm Software Version 2.6.6703.1 IProlect Information Company: DSI Structural Engineering Date: 3/20/2019 Engineer: CID Page: 1116 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com Customer company: Customer contact name: Customer e-mail: Comment: Grid A 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth. he (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes (inch): 15.13 Cac (Inch): 23.73 C.m (Inch): 1.75 S,, (inch): 3.00 Project description: 19-127.00 Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f (psi): 2500 'Pcv: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110F Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: SET-XP6) - SET-XP WI 5180 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 - Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Iè.'111Jil Anchor DesignerTm Software i1v ') lT!4i Version 2.6.6703.1 a Company: DSI Structural Engineering Date: 3/20/2019 Engineer: CID Page: 2/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: N [lb]: 5175 Vuax[ib]: 712 V (lbj: 0 <FIgure 1> !175 lb 0 l Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Posftas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 53 Company: DSI Structural Engineering I Date: 3/20/2019 Engineer: CP Page: 3/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com IIk'1'hl Anchor Designer Software - Version 2.6.6703.1 0 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 59 . 1lk'AIk1919I Anchor DesignerTM Software I I)1Td1IT1 Version 2.6.6703.1 S Company: I DSI Structural Engineering I Date: 3/20/2019 Engineer: CP I Page: 4/6 Project: Tweed Residence Address: Phone: E-mail: I cpurcetl@surfdsi.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, NUB (lb) V. (lb) Vuay (lb) (Vuax)2+(VuayY (lb) 1 5175.0 712.0 0.0 712.0 Sum 5175.0 712.0 0.0 712.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (ib): 5175 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, eii, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v8 (inch): 0.00 Eccentricity of resultant shear forces In y-axis, e'w (inch): 0.00 Steel Strength of Anchor in Tension (Sec. 17.4.1 N. (Ib) 0 ØN80 (lb) 13110 0.75 9833 Concrete Breakout Strength of Anchor In Tension (Sec. 17.4.2) Nb = k02 'If'choi' (Eq. 17.4.2.2a) ka A8 Pc (psi) ht (in) Nb (lb) 17.0 1.00 2500 11.167 31718 = 0(ANc/A1co)'c4N011P,NNb(Sec. 17.3.1 & Eq. 17.4.2.1a) Ark (in 2) A, (in 2) Co.,,,g, (in) !P64N q'C.N !Pcp,N Nb (Ib) 0 ONci, (lb) 384.00 1122.25 7.25 0.830 1.00 1.000 31718 0.65 5854 Adhesive Strength of Anchor In Tension (Sec. 17.4.5) ika = vcr (psi) fsho,ue,m Ksat ncr (psi) 435 1.00 1.00 435 Ni,1, = 28ro2rd8h0t(Eq. 17.4.5.2) rc (psi) d8 (in) h0, (in) N (lb) 1.00 435 0.63 12.000 10249 = 0 (Aava/Aivao) cd,Na 'cp)VaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) Ark (in2) Aa,,o (in2) cr. (in) Ca,nd,, (in) S%4NO V1CNa Ni. (lb) 0 ON (Ib) 150.57 150.57 6.14 7.25 1.000 1.000 10249 0.65 6662 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 155 Company: DSI Structural Engineering I Date: 3/20/2019 Engineer: CP Page: 5/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surfdsi.com 1IIE1'1I Anchor DesignerTm Software I1 'j'1 Version 2.6.6703.1 S Steel Strength of Anchor in Shear (Sec. 17.5.1) V. (Ib) 4cot 0 4woVsa (lb) 7865 1.0 0.65 5112 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-directlon: Vbx = minI7(Ie/d9)o24de.%a/fccoi15; 9Aelfccail51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I, (in) d0 (in) AD Pc (psi) cxi (in) Vb. (Ib) 5.00 0.625 1.00 2500 8.00 9490 0Vctx =0 (Sec. 17.3.1 & Eq. 17.5.2.1a) Ave (in2) Av.. (in2) !IIIII.V VIA v !11.v Vbx (lb) 0 0Vcbx (lb) 231.00 288.00 0.881 1.000 1.000 9490 0.70 4695 Shear parallel to edge In x4irection: Vby = mint7(1e/d6)021deA4rccai15; 9A'Jl'cCai1•5l (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I. (in) d0 (in) Ae f' (psi). Cxi (in) Viy (lb) 5.00 0.625 1.00 2500 7.25 8187 ØVc,x =0 (2) (A vc/Avco) vYvvVb, (Sec. 17.3.1, 17.52.1(c) & Eq. 17.5.2.1a) Ave (W) Av0 (in 2) S0ud.v F14 V KV Vby(lb) 0 OVcbx(lb) 174.00 236.53 1.000 1.000 1.000 8187 0.70 8432 OVcp = 0minIk,N6; kcpNcsJ = 0minIk(ANa/A, a) NViNbx; kw(AIANw) NY'cN!Pc,,.NNbI (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp A, (in2) ANaO (ifl2) VlecuWa PqNo Nba (lb) N. (lb) 2.0 150.57 150.57 1.000 1.000 10249 10249 Aft (in2) AN. (in2) r/C,J.N VIC. N SVGAN Nb (Ib) Ncb (lb) 0 OVcp (lb) 384.00 1122.25 0.830 1.000 1.000 31718 9006 0.70 12609 11. Results interaction OT lensile ana snear forces (Sec. 17.04 Tension Factored Load. Nua (lb) Design Strength, eN (lb) Ratio Status Steel 5175 9833 0.53 Pass Concrete breakout 5175 5854 0.88 Pass (Governs) Adhesive 5175 6662 0.78 Pass Sheer Factored Load, V (lb) Design Strength, eV. (lb) Ratio Status Steel 712 5112 0.14 Pass T Concrete breakout x+ 712 4695 0.15 Pass (Governs) II Concrete breakout y+ 712 8432 0.08 Pass (Governs) Pryout 712 12609 0.06 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong. Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 5(0 I Anchor Designer I Software I Version 2.6.6703.1 S Company: OSI Structural Engineering Date: 3/20/2019 Engineer: CID Page: 6/6 Project: Tweed Residence Address: Phone: E-mail: cpurcell@surtdsi.com Interaction check NUO/ØNn Vue/ØVn Combined Ratio Permissible Status Sec. 17.6..1 0.88 0.00 88.4% 1.0 Pass SET-XP w/ 518"0 F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria. 12. Warnlnas - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Project Title: Tweed Residence .a'.0 . Engineer: CP Project ID: 19-127.00 137 -.IMM.M.C. - Project Descr: Remodel * . q t' File U Cody PurceIRShwed19-127 00 Tweed ReslENG19-127 00 Tweed Res.ec6 ornuIneui-ooung . ..* ..' Software copyright ENERCALC INC.,1983.2018 Build 10181212 Lic. Licensee : DUNN SAVOIE INC. STRUCTURAL ENGINEER-14 Description: Footing at HFX 18x8 Grid B CodeReThflCeS .: Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used: ASCE 7-16 s General Information V Material Properties . Analysisloesign Settings. tc: Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy: Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec : Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on 'd) Concrete Density 145 pcI Min Allow % Temp Reinf (based on thick) 0.0018. Phi Values Flexure: 0.9 Mm. Overturning Safety Factor 1: 1 Shear: 0.75 Mm. Sliding Safety Factor [cSd Allowable Soil Bearing 1.50 ksf Soil Bearing Increase Footing base depth beW soil surface ft Increase Bearing By Footing Weight No . Inctmes based on footing Depth .... Soil Passive Sliding Resistance 150.0 Pd Allowable pressure increase per foot ksf (Uses entry for 'Footing base depth below soil surface' for force) when base of footing is below It Coefficient of Soil/Concrete Friction 0.3 :. Increases based on footing Width . Allowable pressure increase per foot when maximum length or width is greater than ksf ft Maximum Allowed Bearing Pressure . 10 ksf (A value of zero implies no limit) . Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for fooling weight and 1.50 ksf • depth 8 width increases as specified by user.) mension Distance Left of Column #1 3.250 ft Pedestal dimensions . Between Columns = 1.060111 Bars left of Cot #1 Count Size # As As Provided Req'd Distance Right of Column #2 = 3.250111 Bottom #1 C lo #2 Bottom Bars • 3 5 . 0.930 1.361 inA2 C Total Footing T 4 I 4 - Sq. Dim. = ng Leng4tHk - "i" 6.0 6.0 in Top Bars 3 5 0.930 0.0 inA2 Height = in BarsBtwnCols Footing Width = 3.50 ft Bottom Bars - 3 . 5 0.930 1.361 inA2 - FootingThickness - 18.0in . Top Bars 3 5 0.930 1.361 inA2 Rebar Center to Concrete Edge @ Top = 3 in Bars Right of Cot #2 Bottom Bars 3 5 0.930 1.361 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 3 • 5 0.930 1.361 inA2 AppliedLad ?..; . Applied @ Left Column D Lr L $ W E H Axial Load Downward = -13.10 -12.70 k Moment (iCW) = k-ft Shear (+X) = 0.8730 0.8430 k Applied © Right Column Axial Load Downward = - . 13.10 12.70 k Moment (iCW) = ' k-ft Shear (+X) = , 0.8730 0.8430 k Overburden = Project Title: Tweed Residence s. Engineer: CID - - -. -. Project ID: 19-127.00 Project Descr: Remodel M. Combined Footing I - SoltarepydghtENERCALC, INC.1983.2O18, Bufld:1O.18.12.12 Description: Footing at HFX IN Grid B DESIGN SUMMARY .raar;miaie Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.089 Overturning 35.448 k-ft 38.597 k-ft 0.60Di0.60W.0.60H FAIL 0.8777 Sliding - 5(.4)6 1.180k 1.036 k 10.60Di0.70E#I PASS 1.388 Uplift Ov) ?A(q E - 8.890 k 12.343 k 40.60090.70E#1 Utilization Ratio Item -- Applied Capacity Governing Load Cornbhation -. PASS 0.8098 Soil Bearing 1.215 ksf 1.50 ksf 40.60D.0.70E.H PASS 0.2031 1-way Shear - Col #1 16.683 psi 82.158 psi sO.90D-W+1.60H PASS 0.2031 1-way Shear - Col #2 16.683 psi 82.158 psi +0.90D+W+1.60H PASS 0.06617 2-way Punching - Cot #1 10.873 psi 164.317 psi +0.90D-W+1.60H PASS 0.06662 2-way Punching - Coll #2 10.947 psi 164.317 psi +1.20D40.50Lr4L-W+1.60H PASS 0.06603 Flexure - Left of Col #1 - Top 4.073 k-ft 61.685 k-ft +1.20Di0.50Lr4+W+1.60H PASS 0.1514 Flexure - Left of Col #1 - Bottom 9.339 k-ft 61.685 k-ft .0.90D-W+1.60H PASS 0.02108 Flexure - Between Cols - Top -1.301k-ft 61.685 k-ft +1.20D+1.60Lr-0.50W+1.60H PASS 0.09913 Flexure - Between Cots - Bottom 6.115k-ft 61.685 k-ft .0.90DW+1.60H PASS 0.06603 Flexure - Right of Col #2 - Top 4.073 k-ft 61.685 k-ft +1.20D40.50LrsL-W+1.60H PASS 0.1514 Flexure - Right of Col #2 - Bottom 9.339 k-ft 61.685 k-ft 40.90D+W+1.60H Soil Bearing Load Combination... Total Bearing Eccentricity from Ftg CL Actual Soil Bearing Stress @ Left Edge @ Right Edge Allowable Actual INtow Ratio +D-#H 5.76 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.145 404L4H 5.76 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.145 409Lr#I 5.76 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.145 4D+S#I 5.76 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.145 4040.7501140.750L4H 5.76 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.145 4040.750L40.75054H 5.76 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.145 4040.60W#I 5.76 k 1.721 It 0.00 ksf 0.53 ksf 1.50 ksf 0.354 9040.750Lr4O.450W4H 5.76 k 1.291 ft 0.00 ksf 0.44 ksf 1.50 ksf 0.293 i0.0.750S.O.450W41 5.76 k 1.291 ft 0.00 ksf 0.44 ksf 1.50 ksf 0.293 '0.60D0.60W40.60H 3.45 k 2.868 ft 0.00 ksf 0.72 ksf 1.50 ksf 0.479 '040.70E40.60H 5.76 k 1.945 ft 0.00 ksf 0.60 ksf 1.50 ksf 0.398 4040.750L40.750540.5250E#1 5.76 k 1.459 ft 0.00 ksf 0.47 ksf 1.50 ksf 0.314 i0.60D.O.70EiH 3.45 k 3.242 ft 0.00 ksf 1.21 ksf 1.50 ksf 0.810 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio 9041 0.00 0.00 999.000 0.00 0.00 999.000 40L41 0.00 0.00 999.000 0.00 0.00 999.000 40itr#I 0.00 0.00 999,000 0.00 0.00 999.000 40+S#I 0.00 0.00 999.000 0.00 0.00 999.000 4040.750Lr40.750L#1 0.00 0.00 999.000 0.00 0.00 999.000 s040.750L40.7505#1 0.00 0.00 999.000 0.00 0.00 999.000 +040.60W#I 25.55 57.20 2.239 35.45 47.30 1.334 '090.750Lr40.450W#1 19.16 48.34 2.523 26.59 40.91 1.539 4040.750S40.450W*1 19.16 48.34 2.523 26.59 40.91 1.539 40.60D40.60W40.60H 25.55 48.50 1.899 35.45 38.60 1.089 9040.70E90.60H 21.67 61.84 2.854 30.06 50.65 1.685 l.090.750L40.750S40.5250E41 16.25 51.82 3.188 22.55 43.42 1.926 '0.60D40.70E#I 21.67 53.14 2.452 30.06 41.94 1.395 Sliding Stability -. Load Combination... Sliding Force Resisting Force Sliding SafetyRatio 4041 0.00 It 1.73k 999 0.00 k 1.73 k 999 0.00 k 1.73 k 999 90+S41 0.00 k 1.73 k 999 9040.750Lr40.750L#1 0.00 k 1.73 k 999 s040.750L40.750S#1 0.00 k 1.73 k 999 Project Title: Tweed Residence J .ar.0 .va. Engineer: CP D Project ID: 19-127.00 59 . D Project Descr:Remodel .. a.D FIe= U:tCody PWceiflSbaredU9.I27.00- Tweed ResENG19-127;00 - Tweed Resec6. Combined Footing . Mare copyrightENERCALC, INC. 1983-2018,Build10.18.12.12. I Lic. # : KW-06002938 Licensee : DUNN SAVOIE INC. STRUCTURAL -EN-GINEERS Description: Footing at HFX 18x8 Grid B Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetvRatio 9040.60W4H 1.05 k 1.73k 1.648 9090.750Lr40.450W9H 0.79 k 1.73k 2.197 4090.750S40.450W4ft 0.79 k 1.73k 2.197 '0.60D40.60W40.60H 1.05 k 1.04 k 0.9888 4040.70E40.60H 1.18 k 1.73 k 1.463 9040.750L40.750S40.5250E#I 0.89 k 1.73 k 1.951 .060D0.70E#1 1.18k 1.04k . 0.8777 One Way Shear . Punching Shear Load Combination... Phi Vn vu @ Col 01 vu @ Cot #2 Phi Vn vu @ Col #1 vu @ Cot #2 .1.40D+1.60H 82.16 psi 0.01 psi 0.01 psi 164.32 psi 0.00psi 0.00 psi +1.20D40.50Lr+1.60L+1.60H 82.16 psi 0.01 psi 0.01 psi 164.32 psi 0.00psi 0.00 psi s1.20D+1.60L40.50S+1.60H 82.16 psi 0.01 psi 0.01 psi 164.32 psi 0.00psi 0.00 psi +1.20D+1.60Lr+L+1.60H 82.16 psi 0.01 psi 0.01 psi 164.32 psi 0.00psi 0.00 psi +1.20D+1.60Lr.0.50W+1.60H 82.16 psi 7.80 psi 7.80 psi 164.32 psi 5.11 psi 5.28 psi +1.20D+1.60Lr-0.50W+1.60H 82.16 psi 7.80 psi 7.80 psi 164.32 psi 5.12psi 5.29 psi +1.20D..1_+1.60S+1.60H 82.16 psi 0.01 psi 0.01 psi 164,32 psi 0.00 psi 0.00 psi +1.200+1.60S40.50W+1.60H 82.16 psi 7.80 psi 7.80 psi 164.32 psi 5.11 psi 5.28 psi +1.20D+1.60S.0.50W+1.60H 82.16 psi 7.80 psi 7.80 psi 164.32 psi 5.12psi 5.29 psi +1.20D+0.50Lr4..W+1.60H 82.16 psi 15.41 psi 15.41 psi 164.32 psi 9.85psi 10.27 psi +1.20D.+O.50Lr+L-W+1.60H 82.16 psi 15.41 psi 15.41 psi 164.32 psi 10.53psi 10.95 psi +1.20D4L40.50S+W+1.60H 82.16 psi 15.41 psi 15.41 psi 164.32 psi 9.85psi 10.27 psi +120D.tLi0.50S-W+1.60H 82.16 psi 15.41 psi 15.41 psi 164.32 psi 10.53psi 10.95 psi 40.90D+W+1.60H 82.16 psi 16.68 psi 16.68 psi 164.32 psi 9.92psi 9.92 psi .0.90D-W+1.60H 82.16 psi 16.68 psi 16.68 psi 164.32 psi 10.87psi 10.87 psi +1.20DsL+0.20S+€+1.90H 82.16 psi 14.89 psi 14.89 psi 164.32 psi 9.57psi 10.01 psi +1.20D+L40.20S-E+1.90H 82.16 psi 14.89 psi 14.89 psi 164.32 psi 10.15psi 10.58 psi 40.90D+E40.90H 82.16 psi 16.05 psi 16.05 psi 164.32 psi 9.60psi 9.60 psi 40.90D-E90.90H 82.16 psi 16.05 psi 16.05 psi 164.32 psi 10.56psi 10.56 psi Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com JOB _I01 - QQ: TwEtO REIoEAJc.2 SHEET NO. ______OF 019 CALCULATED BY__ DATE _0 ' 27-.2 CHECKED BY_________________________ DATE SCALE STONE TRUSS 507 JONES RD. OCEANSIDE, CA 92058 760 967-6171 V TWEED ADDITION 2717 OBELISCO CT. --------- - — - DUNN SAVOIE INC. CARLSBAD, CA 9200 Structural & Civil Engineers. N C OEXEPTIONSTAKE MIT EX( EPTIONS AS NOTED 4 D ITEM 1 flFOR EXCEPTIONS SEE I ENCLOSED LETTER OF TRANSMITTAL This Rriew is only for general conformance with the design concept of the project and general compliance with the information give he Contract Documents. Corrections or comments Made on the shop drawings'___ this review do not relieve contractor from compliance, with the requir e m e nts - o f the p ns and specifications. Approval of a specific Item• ha!t not Include pproval o an assembly of which the Item Is a componenL Contractor Is respons)ble for: dl enslons to be confirmed and correlated at (he Jobsite; information that ,pertains S ely to the fabrication processes or to the means, methods, techniques, s9quFnce , ind pro dures of construction; coordination of his or hor Work with that oWl oes; d for performIng all work Ina safe and satisfactory manm.ir. • - -- APPROVED BY (JK'' 'i-7 DATED 14'v'o1 C&,!6L2i t ' w0 F%) 1g o.0cc QC) - x 0) 0 A0211) rn Cl) -Il 0 > U, 0 C m 23-08-14 ID ! Roof Truss Layout CD o Tweed Addition "3 e 2717 Obelisco Ct. Carlsbad Ca 92009 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY NOTICE TO BUILDING OFFICIALS, ARCHITECHTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY Stone Truss 507 Jones RD anside, CA 92058 I STONE TRUSS J I I 760-967-6171 I 760-967-6171 I I 3toneTruss.com I I I MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 190309 Tweed Addition The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc.. Pages or sheets covered by this seal: K6016280 thru K6016281 My license renewal date for the state of California is September 30, 2020. ,,0ESSIOA C70068 CIVft. April 23,2019 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-t, Chapter 2. Job ITruss as Type Oty Ply Addition K6016280 19b3d9 AO1G GABLE 12 [weed Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, 8.240 s Dec 5 2018 MITeK industries, Inc. I ue Apr 23 l6:41:49 zuiv rage i ID:3lSM88iqYJlaGByfxc53gRzOThy.uZYM?BxWf1KPGCVm3y82OVHZPnjB32SVCX?OVZZNSPO 10.6-0 21-0-0 I 10441 104.0 Scale = 1:35.2 :34 30 25 24 23 2221 20 19 18 17 16 15 14 3x4 4x4 LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING- 2411-0 Plate Grip DCL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code 18C20151TP12014 CSI. TC 0.11 BC 0.07 WB 0.03 Matrix-S DEFL In Vert(LL) n/a Vert(CT) n/a Horz(CT) 0.00 (lc) I/dell L/d - n/a 999 - n/a 999 13 nla n/a PLATES GRIP MT20 220/195 weight 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G Except TOP CHORD Structural wood sheathing directly applied or 6-0-0oc puffins. 11-7,743:2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2X4 OF No.1&Btr G OTHERS 2X4DF Std G REACTIONS. All bearings 21-0-0. (lb) - Max Horz 1=52(LC 16) Max Uplift All uplift 100 lb or less atJoint(s) 1, 13.20,22,23,24,25, 18, 17, 16, 15, 14 Max Gray All reactions 250 lb or less at joint(s) 1, 13, 19,20,22,23, 18, 17, 16, 15 except 25356(LC 23), 14=261 (LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-25=-260/101 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, lntertor(1) 3-0-0 to 10-5-15, Extertor(2) 10-5-15 to 13-2-9, Interlor(1) 13-2-9 to 20-1-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 2x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide ESSIO will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJolnt(s) 1, 13,20,22,23, 24,25, 18, 17, 16, 15, 14. No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever Is larger. C 700 Minimum 1.5x4 tie plates required at 2.0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. Ee. 32O2O )* % April 23,2019 A WARNffJO Vesffy dan?gnparaine(omeedREADNO1ES OH 7180 ANO INCWDED N!780( REJ4CE PAGE 8(5.7473 rev. 101(1318015 BEFORE USE Design valid for use only with MilekB connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual buss web andlor chord members only. Additional temporary and permanent biasing MIT k is always required for stability and to prevent collapse with possible personal tnjury and property damage. For general guidance regarding the fabrication, storage. detvery, erection and biasing of trusses and buss systems. see ANSI!YPM Qualify CrIteria. DSB-89 and BCSI Building Component 250 Klug Circle Safblybvfonnafion available from Truss Plate Institute. 218 N. Lea Street, Suite 312. Nexandria. VA 22314. Corona, CA 92880 Job ITruss Truss Type Oty Ply weed Addition 1<6016281 1tl03119 ' A02 ROOF TRUSS 12 [Job 1 Reference (optional) - Stone Truss, Inc., Oceanside. CA - 92054, / 8.240 s Dec 6 2018 Muck Industries, Inc. Tue Apr 23 10:41:50 2019 Page 1 ID:3lSM88K7YJlaGByixc53gRzO7hy-Ml6lDXx8QzSGum4ydglHxiq2QBzwOHJrbkZRPzNSP? 7-10-4 ' 10-6-0 13-1-12 21-0-0 I 7-10-4 2-7-12 ' 2-7-12 740-4 Scale = 1:34.3 4x6 = 1-9 3*5 = 2x4 II 5*5 = 3*5 = 21.0.0 LOADING (psi) SPACING- 24)-0 CSI. DEFL in (bc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip 001 1.25 TC 0.47 Vert(LL) -0.16 7-10 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.38 6-13 >660 180 BCLL 0.0 * Rep Stress lncr YES WB 0.94 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MS Weight 89 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-9-4oc purllns. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 2X4 DF Std C REACTIONS. (lb/size) 11024/0-3-8, 5=102410-3-8 Max Horz 1-56(LC 13) Max Uplift 1-5(LC 8), 5=-5(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-221310,4-5=220310 BOT CHORD 1-7=0/2046,6-7=0/2046,5-6=012046 WEBS 46=0/284,27=0/406, 2-4=-190516 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult'110mph (3-second gust) Vasd-87mph; TCDL=6.opsft BCDL=6.opsf; h=25f1 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0, Interlor(1) 34-0 to 10-6-0, Exterlor(2) 10-6-0 to 13-6-0, Interior(l) 13-6-0 to 21-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 200.01b AC unit load placed on the bottom chord, 10-6-0 from left end, supported at two points, 340-0 apart. This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. ,.oSSIo,v4..( NG C70068 * 1* April 23.2019 A WARNING - Verity ifeslgr, perimeters and READ NO7ES Cr4 ThAND lNCIJJD MJ18C EJJCE PA GE 55-7473 rev. 10.9312015 BEFORE USE Design valid for use only with Mifek® connectors. this design is based only upon parameters shown. and is for an individual building component, not a truss system. Betrire use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ME building design. Bracing indicated is to prevent budding of individual truss web smiler abord members only. Additional temporary and permanent bracing MiTk is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSiI7PH Quality Cifteria. DSB-89 and SCSI Building Component 250 Ktug CircleSafely b,femrelion available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 6 Symbols PLATE LOCATION AND ORIENTATION 4-1 3' Center plate on joint unless x, y offsets are indicated. Lft Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O-i' For 4 x 2 orientation, locate plates 0- "i' from outside edge of truss. - This symbol indicates the - required direction of slots in connector plates. ePlate location details available In MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate - Connected Wood Trusses. Numbering System 6-48 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) 0 0 I 0 0. JOINTS ARE GENERALLY NUMBERED1LETERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 © 2012 MiTek® All Rights Reserved Bill MiTek" Milek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-braclng, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. 8. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/WI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber Is non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. 18. Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. Design assumes manufacture In accordance with ANSI/WI I Quality Criteria. Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. RECEIVED MAY 01 2019 CITY OF CARLSBAD city of Carlsbad This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: CBR2019-1032 Project Address: 2719 OBELISCO Cr Assessor's Parcel #: 2154202200 Project Applicant: COOWNER TWEED IRA AND WENDY (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 499 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 04/30/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner') certifies under penalty of peijury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. [] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 F] Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) LE1 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marceija (By Appt.only) F] Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1. has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. ç Signature of Authorized School District Official: Title: 0( i 4l411 Date: Name of School District: 3 /-'\ LkS--------- . Phone 2M3 Community & Economic Development - Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov city of Carlsbad EZI Leucadia Wastewater District 1960 La Costa Ave. Carlsbad, CA 92009 (760) 753-0155 RECEIVED MAY 022019 CITY OF CARLSBAD BUILDING DIVISION Vallecitos Water District 201 Vallecitos de Oro San Marcos, CA 92069 (760) 744-0460 The following project has been submitted for building permits: Plan Check #: Permit #: CBR2019-1032 Property Owner: COOWNER TWEED IRA AND WENDY Project Address: 2719 OBELISCO CT Assessor's Parcel #: 2154202200 Project Description: TWEED: 499 SF ATTACHED ADU (ABOVE GARAGE) City Certification: City of Carlsbad Building Division Date: April 30, 2019 Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project and all required conditions have been satisfied. Permits will not be issued until this form is completed and returned to our office. -------------------------------------------------------------- This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Approved by: Date: Title: FIELD SERVICES SPECIALIST Community & Economic Development - Building Division 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. 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. .4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: CiEg g O BP No.: Property Address/APN:21 t9 cr &FK 215 - 4zo -22. Applicant Name/Co.: / EStt- SuR.V Applicant Address: Z45 !A',t0 E 9zo4 Contact Phone: Contact-Email: Ibo_-1L1.-o9C, Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: 30 t B-50 Page 1 of 3 Revised 04/19 p.. City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ 0 Alterations: 0 exempt BPV ~ $60,000 1A 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade IA only Multi-family dwellings only where interior finishes are removed BPV a $200,000 1A and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed I Nonresidential O New construction 113 and 2 O Alterations 2 11. Electric Vehicle Charging A. Residential New construction and major alterations (or electric panel upgrade)* f1kese refer to Carlsbad Ordinance CS-349 when completing this section. One and two-family residential dwelling or townhouse with attached garage: One EVSE ready parking space required - Exception: _____________________________ O Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =.10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation > $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. [I] Nonresidential new construction (includes hotels/motels) 0 Exception:___________________________________ Total Parking Spaces Proposed I EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required •EV Spaces Number of required EVSE Installed Spaces 0-9 1 -- 1 0 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. El Transportation Demand Management (1DM) List each proposed nonresidential use and gross floor area (GFA) allocated to each use. Employee AOl/i 1000 square feet is selected from the table below. Use GFA Employee ADT for first 1,000 S.F. Employee ADT for each subsequent 1,000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee ADT, a TOM plan is required. TOM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses Use 1,000 S.f I 1000IJMA Office (@11)2 20 20 Restaurant 11 11 8 4.5 4 3.5 Retai13 industrial Manufacturing -. 4 3 Warehousing 4 1 i Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 10"'Edition 2 For all office uses, use SANDAG rate of 20 APT/I ,000 Sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses maybe subject to special consideration Sample calculations: Office: 20,450 Sf . 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf I. First l,000sf=8ADT 9,334 Sf- 1,000 sf= 8,334sf (8,334 sf/1,000 x 4.5) + 8 = 46 Employee ADT Updated 4/12/2019 / RZI 11_5II 14. aE.GI. -0•I Cn 1EN -- •.••• .. . . .•• .-a---• / — • ,;. ___________________________________________ ______________ I _ n • • • •• : • •: !f.• . I • • i.i - • i i • _.. so I: !Z "iii \ Sh46 • : S • .•.- SI.S o. ; •'. • , • •• • . . • \•• 2 • . • . • ..Ii i/8. TJI &&FLR JOT e Ido O.C. Rk• •••. ___ _ . .• . • p;. FIR.#PI a 4 IN lit c) THE, SPACING OF 714E TRJSSES (24" 0G.) * SEE D FOR TWOS LAYOUT 55 TQt11AIN EFR4ME IN KIND AS CRICKET N). 2nd FLR kA14. PLANKS WGR TYP f\7rP 2x6 DECK JST a 16" O.C. I . •I Project Name: TWEED RESIDENCE ADDITION 2717 OBELJSCO CT CARLSBAD, CA 92009 Client IRA& WENDY TWEED 2717 OBELISCO CT cARLSBAD, CA 92009 Designer/contractor. TONY PAWLOWSKI CATSPAW CONSTRUCTK)N Iic# 788378 24§ BEAUMONT DR. VISTA CA, .92083 tcatspaw.aoLccm (760) 716-0595. Job Na. date MAP..2615 date Issued: AP51 project englneç7 . drawn by: checked by. RMS scale: . AS NOTED STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C 0 C 0 C 0 - - - . CD Best Management Practice* • ffl CD (BMP)Description — - . il: a) a te - a a 0 -D 0 - C G) 0..E - a) L_ 00 a) t 0 . 2 .9 2 - - U w M Cl) Cl) Cl) 0 L& E!.S C Cl)> Cl) C/) Q Cl) C/) 0 0 0 0 > C) Cl) C/) Cl) 0 Cl) 0 CASQA Designation - 0) ur co r- Go C3 - T ? rj 9) T '7 1 LC) 9' 9) LJ LJ W Construction Activity I LJ Cl) Cl) I (rading/SoilDisturbance - - - - - - - - - - - - - - - - I Trenching/Excavation - - - Sjatkpiling - - - -.-- - - - - - - - - - - - rilIinq/Boring - - - - - - - - - - - - - - - - - - - - - - - 7 Concrete/AsphaltSawcutting - - - - - - - - - - - - - - - - - ConcreteFlatwork --- -- - - - Paving - - - - - - - - - - - - - - - - - - - - - - Conduit/PipeInstallation - - - - -- - - - - - - - - - - - - - - - Stucco/MortarWork -.--------- - WasteDisposal - - -- -- - - - - - - - - - - - - - - Staging/LayDownArea - - -- - - - - EquipmentMaintenanceandFueling - - - - - - - - - - - - - - - - - Substance Use/Storage _Hazardous - - - - - - - - - - - - - Dewatering SiteAccessAcrossDirt - Other(list): - - - --- - - - - - - - - - - - - - - - Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: 7119 6 .1-LC.0 Assessor's Parcel Number: —22 Emergency Contact: Name:_1br1 24 Hour Phone: 10 Ica S43% Construction Threat to Storm Water Quality (Check Box) EDIUM El LOW STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WiTh THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. %.Q-% OWNER(S), WN S:.NT NAME (PRINT) 13 JVL I D OWNER(S)/OWNERS AGENT NAME (SIGNATURE) DATE E-29 Page 1 of 1 REV11/17