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2279 CAMEO RD; ; CBR2017-1083; Permit
CL,City of Carlsbad Print Date: 02/06/2020 . . . Permit No: CBR2017-1083 Job Address: 2279 Cameo Rd Permit Type: BLDG-Residential Work Class: Second Dwelling Unit. Status: Closed - Expired Parcel No: 1670801800 Lot #: Applied: 05/22/2017 Valuation: $ 82,304.43 Reference #: Issued: 09/28/2017 Occupancy Group: Construction Type Permit Finaled: # Dwelling Units: . 1 .. Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check #: Final Plan Check #: . . Inspection: Project Title: Description: WILKINSON: 476 SF 2DU (ATTACHED OVER GARAGE) 23 SF DECK// 58 SF STAIRS Owner: TRUST WILKINSON ROBERT E TRUST 01-09-06 2277 Cameo Rd CARLSBAD, CA 92008 760-434-2152 FEE . AMOUNT BUILDING PERMIT FEE ($2000+) $552.19 BUILDING PLAN CHECK FEE (BLDG) $386.53 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $43.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $166.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $52.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $80.00 PUBLIC FACILITIES FEES - outside CFD $2,880.66 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-RESIDENTIAL . $10.70 SWPPP INSPECTION FEE TIER 1 - Medium BLDG . - $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM . $55.00 Total Fees: $ 4,462.08 Total Payments To Date: $ 4,462.08 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. EXPIRED PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 1064.4 AS AMENDED BY C.M.C.18.04.030 DATE -1 . SIGNATURE.J2J4IaJ_. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 fl www.carlsbadca.gov I 1E FOLLYING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [--]PLANNING I ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH HAZMATIAPCD r"BitCity of Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 email: buildingcarlsbadca.gov www.carlsbadca.gov Plan Check No. C. k2.Oi1- 10?3 Est. Value '304 — Plan Ck. Deposit Date JOB ADDRESS On ywucl Rs. SUITE#/SPACE#/UNIT# APN - C90 - _03 T/PROJECT # LOT # PHASE # # OF UNITS INBEDROOMS I # BAThROOMS 1(1 I TENANT BUSINESS NAME I CONSTR. TYPE I I 0CC. GROUP DESCRIPTION OF WORK: include Square Feet of Affected Area(s) Ottc cre4 fjc (AIDO) EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE k D. NOEl AIR CONDITIONING YEO IFIRESPRINKLERS YESENOJ APPLICANT NAME Primary Contact ,3EZvI PROPERTY OWNEpc4 11 /217'()7 71r ADDRESS ADDRESS CITY STATE CITY STATE ZIP PH~ FAX PHONE FAX EMAIL:EMAIL DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE LIC. # STATE LIC.# CLASS diV BUS. LIC.# (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 ie is licensed pursuant to the provisions of the Contractor's License Law fChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he 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 1$500)). WORKERS' COMPENSATION Workers' Compensation Declaration:! hereby affirm under penalty of perjury one of the following declarations: [J I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. F-11 have and will maintain workers' 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 Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the-Workers' Compensation Laws of California WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and Civil fines up to one hundred thousand dollars (&100,000), in addition to the coat of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE [—]AGENT DATE I hereby affirm that lam exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for le. 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). 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). [] I am exempt under Section _____________Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. ]Yes [—]No 2.1 (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 wo t I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone contractors' license number): I will provide some of the work, but I ave contracted (hired) the following persons to provide the work indicated (include name! address! phone !type of work): ,.PROPERTY OWNER SIGNATURE DAGENT DATE JO-1,z v l )7J COMPLETE THIS 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? 11 Yes 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? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? C3 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. L ONSTRUCTION LENDING AGENCY I- 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). Lenders Name Lenders Address APPLICANT CERTIFICATION I certifythatl have read the application and state thattheabove information isconwctandthatthe information on the plans isaccurate. I agmetocomplywith all Cityordinancesand State Iaws,elatirigto 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 50' deep and demolition or construction of structures over stories in height EXPIRATION: Every permit issued by the a aiing Officialunder hie of this Code shall expire by [imitation and become null and void if the building or work authorized by such permit is not commenced within l8O days fiomthe date ofsuch permit or autho ch itis suspended orabandoned at any time atterthe work is commenced for a period of l8o days (Section 106.4.4 Uniform Building Code). Z'APPLICANT'S SIGNATURE ,'J /' \ DATE V STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Projects Only) Fax (760) 602-8560, Email buiIding(CarIsbadCa.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS O PICKUP: ci CONTACT (Listed above) a OCCUPANT (Listed above) CONTRACTOR (On P. 1) ASSOCIATED CB# O MAIL TO: ci CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE / NO CONSTRUCTION O MAIL/ FAX TOOTHER: CHANGE OF USE / NO CONSTRUCTION ,.APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Residential Application Date: 05/22/2017 Owner: TRUST WILKINSON ROBERT E TRUST 01 -09-06 Work Class: Second Dwelling Unit Issue Date: 09/28/2017 Subdivision: CHESTNUT HEIGHTS Status: Closed - Expired Expiration Date: 12/31/2018 Address: 2279 Cameo Rd Carlsbad, CA 92008 IVR Number: 3868 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0611212018 06/1212018 BLDG-16 Insulation 060734-2018 Failed Paul Burnette Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/22!2018 06122I2018 BLDG-16 Insulation 061903-2018 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/02/2018 07/02/2018 13LDG-82 Drywall, 062882-2018 Passed Chris Renfro Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior Lath-Drywall Yes BLDG-IS Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs Yes February 06, 2020 Page 3 of 3 Permit Type: BLDG-Residential . Application Date: 05/22/2017 Owner: TRUST WILKINSON ROBERT E TRUST 01-09-06 Work Class: Second Dwelling Unit Issue Date: 09/28/2017 Subdivision: CHESTNUT HEIGHTS Status: Closed - Expired Expiration Date: 12/31/2018 Address: 2279 Cameo Rd Carlsbad, CA 92008 IVR Number: 3868 Scheduled Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date 03/29/2018 03/29/2018 BLDG-24 053213-2018 Partial Pass Paul Burnette Reinspection Incomplete Rough/Topout Checklist Item COMMENTS . Passed BLDG-Building Deficiency No 04/26/2018 04/2612018 BLDG-13 Shear 056190-2018 Failed Paul Burnette Reinspection Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency . . No BLDG-34 Rough 056191-2018 Failed Paul Burnette Reinspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/27/2018 04/27/2018 BLDG-13 Shear 056322-2018 Passed Tim Frazee Complete Panels/HD (ok to wrap) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes 05/11/2018 05/11/2018 BLDG-34 Rough 057783-2018 Passed Tim Frazee Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05130/2018 05130/2018 BLDG-91 059456-2018 Passed Paul Burnette Complete Complaints Inspection Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency PB completed on Friday 13 Oct Yes 06/05/2018 06/05/2018 BLDG-16 Insulation 060042-2018 Cancelled Paul Burnette Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-IS Exterior 060043-2018 Failed Paul Burnette Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency . No February 06, 2020 Page 2 of 3 Permit Type: BLDG-Residential Application Date: 05/22/2017 Owner: TRUST WILKINSON ROBERT E TRUST 01-09-06 Work Class: Second Dwelling Unit Issue Date: 09/28/2017 Subdivision: CHESTNUT HEIGHTS Status: Closed - Expired Expiration Date: 12/31/2018 Address: 2279 Cameo Rd Carlsbad, CA 92008 lVR Number: 3868 Scheduled Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date 03129/2018 BLDG-27 Shower 053373-2018 Passed Paul-Burnette Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/16/2017 10/16/2017 BLDG-91 037534-2017 Partial Pass Michael Collins Reinspection Incomplete Complaints Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency PB completed on Friday 13 Oct Yes 11/02/2017 11/02/2017 BLDG-22 039353-2017 Passed Paul Burnette Complete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-23 039354-2017 Passed Paul Burnette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/22/2017 11/22/2017 BLDG-11 041321-2017 Failed Michael Collins Reinspection Complete Foundation/FtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No approved plans or contractor on site. No 11/28/2017 11/2812017 BLDG-111 041513-2017 Passed Michael Collins Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for additional notes. Yes BLDG-Building Deficiency No approved plans or contractor on site. No 03/06/2018 03/06/2018 BLDG-13 Shear 050804-2018 Failed Paul Burnette Reinspection Complete Panels/1-11113 (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-15 050803-2018 Passed Paul Burnette Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes February 06, 2020 Page 1 of 3 Eagle Special Inspections, Inc ACI - ICC P0 Box 2276, Vista, CA 92085 (760)716-0244 Email: mdutemp1egmail.com DAILY OBSERVATION REPORT Job Address 2277 Cameo Rd, Carlsbad Permit No. Job Name Wilkinson Residence Plan File No. Issued by CB Architect Engineer Mike Suprenant Contractor Subcontractor Material Description Shear nailing Samples "x " Qty DESCRIPTION OF WORK OBSERVED DATE: 4/26/2018 Observation of shear nailing for 2 shear walls at garage. Nailing in place per S2 schedule. Nails driven flush, staggered and with proper spacing. HDU2 Hold downs in place per S2 schedule. Conforms to approved plans I hereby certify, that at the time of this report, I have observed all of the above reported work, unless otherwise noted. To the best of my knowledge and belief,! have found this work to comply with the approved plans, specifications and applicable sections of the building code as it applies to the jurisdiction where the project is located. This report cannot be construed to be a recommendation of work, of any nature, to be performed. The Owner, or a successor in interest, shall hold harmless Eagle Special Inspections, Inc from any and all legal proceedings, of any nature whatsoever, that are related to the observation services provided. TIME IN I TIME OUT I MIN FEE IDAILY FEEl OT HRS I DT HRS Michael DuTem Inspector Signatur_.,,ji Nailing fCC 8206178 Specialty License No. Approved By: EsGil Corporation In cPartnersliip with government for ftifdsing Safety DATE: 8/11/2017 U APPLICANT URIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: CBR2017-1083 SET: II PROJECT ADDRESS: 2279 CAMEO ROAD PROJECT NAME: SFD NEW UNIT FOR WILKINSON 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 codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation 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: ROBERT WILKINSON EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did, advise the applicant that the plan check has been completed. Person contacted: ROBERT Telephone #: 760 434 2152 Date contacted: - (by: -) Email: BOBWDESIGNGROUP.NET Mail Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: EsGil Corporation El GA El EJ El MB El PC 8/4/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners/lip wrtli government for (Building Safety DATE: 6/2/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1083 SET: I PROJECT ADDRESS: 2279 CAMEO ROAD PROJECT NAME: SFD NEW UNIT FOR WILKINSON U APPLICANT ,iu RIS. U PLAN REVIEWER U FILE 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 Corporation 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: ROBERT WILKINSON EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ROBERT Telephone #: 760 434 2152 Date contacted: (by: ) Email: BOB@WDESIGNGROUP@NET Mail Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: EsGil Corporation 0 GA El EJ 0 MB 0 PC 5/25/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBR20 17-1083 6/212017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: CBR2017-1083 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2279 CAMEO ROAD FLOOR AREA: STORIES: 2 HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/2/2017 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/25/2017 PLAN REVIEWER: Bert Domingo 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. CARLSBAD CBR2017-1083 6/2/2017 . PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. 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). 4. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2016 California Residential Code, which adopts the 2015 IRC, 2015 UMC, 2015 UPC and the 2014 NEC. Section R106.1. 5. 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." CARLSBAD CBR20 17-1083 6/2/2017 . GENERAL RESIDENTIAL REQUIREMENTS 6. The proposed addition is creating a duplex. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Please show an ICC approval #. Exceptions: A fire-resistance rating of 1A-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than Y2 -inch gypsum board or equivalent. 7. Floor assemblies separating units in a duplex 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. Please show an ICC approval # 8. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. 9. 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." EXITS, STAIRWAYS, AND RAILINGS 10. 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 11. Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. 12. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. CBC Section 2304.12.2.5, as amended by emergency building standards. CARLSBAD CBR2017-1083 6/2/2017 13. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 14. Specify roof material and application. Chapter 9. a) In California, roofing shall be a fire-retardant roof covering that is at least Class C. Section R902.1.3. 15. Specify on the plans the following information for the roof materials, per Section R106.I.1: Manufacturer's name and product name/number. ICC approval number, or equal. 16. Specify on the plans the following information for the skylights, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 17. 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. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2. I. 18. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to %" maximum openings. Section R806.1. . GARAGE AND CARPORTS 19. 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 20. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. CARLSBAD CBR2017-1083 6/2/2017 21. 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. MECHANICAL 22. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 23. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. 24. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 304.1. 25. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CIVIC Section 904.1): Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or Specify that the appliances are of the direct vent style. PLUMBING 26. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 27. 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 5B407. CARLSBAD CBR2017-1083 6/2/2017 28. RESIDENTIAL GREEN BUILDING STANDARDS 29. Recycling. Please replace the 50% to a minimum of 65% of construction waste to be recycled. CGC Section 4.408.1. . ENERGY CONSERVATION 30. 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'. 31. 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 32. Title 24 recommended RI 9 for the wall insulation. Please revise what is shown on the plans. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 33. 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. 34. 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" MISCELLANEOUS 35. Please submit complete vertical and lateral analysis of the addition. 36. The referenced details 5a, 5c, etc were referenced to A4 but seems not identified on sheet 4. 37. Useable space under the stairs shall be fireprotected. CARLSBAD CBR2017-1083 6/212017 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 Corporation 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 Bert Domingo at EsGil Corporation. Thank you. CARLSBAD CBR20 17-1083 6/2/2017 (DO NOTPA Y— THIS IS NOTAN INVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1083 PREPARED BY: Bert Domingo DATE: 6/2/2017 BUILDING ADDRESS: 2279 CAMEO ROAD BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) CITY ESTIMATE 82,304 Air Conditioning Fire Sprinklers TOTAL VALUE 82,304 Jurisdiction Code ICB I0y0n11nanc. I BId PermitfePby Ordinance V Plan Chec1.Fée byOrdinance kx.1 Type of Review:• E Complete RevIew 0 Structural Only Repetitive Fee 0 Other Hourly EsGH Fe. I $547291 7 $73575,7741 I $306.48 I Comments In addition to the above fee, an additional fee of is due (.5 hour $86/hr) for the CalGreeq review Sheet I of I macvalue.doc + CITY OF CAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.20v DATE: 08/09/2017 PROJECT NAME: ACCESSORY DWELLING UNIT PROJECT ID: PLAN CHECK NO: CBR20I7-1083 SET#: 3 ADDRESS: 2279 CAMEO RD APN: This plan check review is complete and has been APPROVED by the. PLANNING Division. By: Chris Sexton A Final Inspection by the PLANNING Division is required Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. Li This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: BOB@WDESIGNGROUP.NET For questions or clarifications on the attached checklist please contact the following reviewer as marked: 7601-602460 J~NN OEENN RI El tl 6. '! 6"- 0212750 ENXI Chris Sexton 760-602-4624 ChrisSexton@carlsbadca.gov Christooher.Glassen@carlsbadca.gov Chris Glassen 760-602-2784 Greg Ryan 760-602-4663 Greorv.Rvpn@carlsbadca.ov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov ValRay Marshall 760-602-2741 ValRay.MarshaIl@carlsbadca.gov El Cindy Wong . 760-602-4662 Cvnthia.Wonp@carlsbadca.gov Veronica Morones 760-602-4619 veronica.morones@carIsbadca.gov . Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carIsbadca.gov Remarks: Plan Check No. CBR20I7-1083 Address 2279 CAMEO RD Date 08/09/2017 Review #3 Planner Chris Sexton Phone (760) 602- 4624 APN: 167-080-18-00 Type of Project & Use: ADU Net Project Density:1 .0 DU/AC Zoning: R-1 -10000 General Plan: &4 Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Leciend: N Item Complete fl Item Incomplete - Needs your action 19 0 0 Environmental Review Required: YES 0 NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 0 Discretionary Action Required: YES 0 NO Z TYPE APPROVAL/RESO. NO. DATE___ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Z 0 El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YESO NO CA Coastal Commission Authority? YESJJ NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): i!L4 Ell 0 Habitat Management Plan Data Entry Completed? YES 0 NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov Z 0 El Inclusionary Housing Fee required: YES 0 NO 0 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO 0 For construction of inclusionary units, email notification provided to HNS?: YES 0 NO 0 (Email Susan Steinkemp in HNS with project number and contact info) El 0 ED Housing Tracking Form (form P-20) completed: PLEASE PROVIDE A COMPLETED P- 20 FORM TO THE PLANNING DIVISION. YES NOD N/AD P-28 Page 2 of 4 07/11 fl fl 2. Accessory structure setbacks: Front: Required Shown - Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown El Z U 3. Lot Coverage: PLEASE PROVIDE A LOT COVERGAE BREAKDOWN, SHOWING PER STRUCTURE SQUARE FOOTAGE OF STRUCTURAL FOOTPRINT. IN ADDITION PLEASE PROVIDE THE LOT COVERAGE PERCENTAGE ON TITLE SHEET. CURRENT COVERAGES PROVIDED SHOWS A LUMP SUM, AND IS NOT PROVIDED AS A BREAKDOWN OR PERCENTAGE. Required NTE 40% Shown 18.8% El 0 El 4. Height: PLEASE SHOW CUMULATIVE BUILDING HEIGHT, FROM EXISTING GRADE TO PITCH. CURRENT HEIGHT LABELED ON ELEVATIONS IS NOT REFLECTIVE OF THE FULL HEIGHT. Required Q Shown 21. O 0 0 5. Parking: PLEASE SHOW A DIMENSIONED PARKING SPACE FOR THE ACCESSORY DWELLING UNIT, MEETING AT LEAST MINIMUM REQUIREMENTS OF 170 SQ FT AND 8.5' IN WIDTH. Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown El Additional Comments A) PLEASE MODIFY ALL LABELING OF PLANS TO REFLECT THE TERM "ACCESSORY DWELLING L1L -1 ,1 - RAU 1111 UU 11*! !1P1I1k ! TO ' I MORON iJ .7yr'P,. uiT ITHE .21; SSj d P'Lfl SA I k4LV'4J 1 fl1 LJ -.4pnrpp SOONER LEGAL Afl DESGRIPTION IS - YM;.wt ; CAN BE DRAFT-ED AND SENT TO PROPERTY NF=R. PLANNING WILL REQUIRP- RETURNIED AND NOTARA17 TO _11161E SOONER A NOTICE OF RESTRICT-1014 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 8/9/17 P-28 Page 4 of 4 07/11 Site Plan: I 0 0 Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines 0 0 1. Applicability: YES 0 NO 0 El 2. Project complies: YES 0 NOD Zoning: IEl 0 F1 I #V F=Y SB, 14MIGH 1440111D PUT 4J W!WJiøP P fMIiI ELI -show- 1'I!I-I*1 Front: Required 20 Shown 14' TO SFR Interior Side: Required 10% OF LOT WIDTH AS MEASURED AT FY SB Shown 10'/7'-REQUESTING SIDE YARD SWAP Rear: Required 20% OF LOT WIDTH Shown j.' P-28 Page 3 of 4 07111 Response to EsGilI City of Carlsbad comments dated June 2, 2017 Plan Check no. CBR20I7-1 083 Plans 3 set of plans submitted, 2 to EsGil, I to City All plans signed Structural signed by engineer Note added to cover sheet No deferred information is intended General Residential Requirements a. Please see detail 41A4 & 13/ SD-2 b. notes added on gypsum board RECEIVED AUG 07 2017 CITY OF CARLSBAr: BUILDING DIVISION 7&8. One hour fire rating - no sprinklers construction per SectionR302.3.1 Note #3 addet to Sheet S-2 Note #2 added on fire protections per CRC Section R302.4 on sheet S-2 Exits, stairways and railings 10.a. Guards; see details #2 & #4 sheet A3; #5 sheet A4 11. Details noted on response #1 0a & statement by structural in calc package. 12&13. Moisture barrier on external floors - see detail #6 sheet A4 14&15. Roof material Class C is Owens Corning Asphalt shingles ICC 700-2008 see note #3 sheet A-8 Skylights - information listed on Doors & Window Schedule Sheet A-2 Attic ventilation at 1/150 453 sf = 3.15 Sf venting, note #2 added to sheet A8 Note #2 added to sheet A8 Garage and Carports Note on self latching door "G" added to Door & Window Schedule sheet A-2 Structural Truss package included with this resubmittal Structural has reviewed truss package, included * Mechanical 22. Wall mounted space heater shown on sheet E-1. 23. Heating - Please see the information under "Space Heater Capacity" from manufacturer showing to heat space takes only 8640 Btu/hr. on Sheet E-1 24. No furnace proposed in attic. 25. No heating device in bathroom & no bedroom. a/b. heater is wall install with direct venting through wall Plumbing 26. Isometric layout with loads shown on sheet E-1 27. Added as note #2 sheet E-1 Cert of compliance 28. Green building standards 29. Recycling 50% updated to 65% Energy 30. Gas water heater for new unit see gas diagram water heater installed in Garage per manufacture we are proposing horizontal venting through exterior wall. See sheet E-1 120 volt receptacle within 3ft. 31. Note added to sheet El 32. Note on insulation updated to R19 see callout note #34 Ventilation 33. Kitchen range has vent with min I 00cfm noted on sheet A-2 & E-1 34. Bathroom has vent noted on sheet E-1 Misc. 35. Structural has vert I lateral analysis noted in written report submitted with this package. 36. See new detail numbering 37. No useable space proposed under stairs. Changes to plan: - balcony deck has slightly different size/shape with access door in new location. EsGil Corporation In tPartnerAip witfi çovernment for (Building safety DATE: 6/2/2017 0 APPLICANT o JURIS. JURISDICTION: CARLSBAD 0 PLAN REVIEWER O FILE PLAN CHECK NO.: CBR2017-1083 SET:I PROJECT ADDRESS: 2279 CAMEO ROAD PROJECT NAME: SFD NEW UNIT FOR WILKINSON EJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. EJ 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. El 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 Corporation until corrected plans are submitted for recheck. Eli 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: ROBERT WILKINSON El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ROBERT Date contacted: (by: ) Mail Telephone Fax In Person Telephone #: 760 434 2152 Email: BOB(WDESIGNGROUP.NET By: Bert Domingo Enclosures: EsGil Corporation LIGA DEJDMB DPC 5/25/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBR20 17-1083 6/2/2017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: CBR2017-1083 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2279 CAMEO ROAD FLOOR AREA: STORIES: 2 HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/2/2017 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/25/2017 PLAN REVIEWER: Bert Domingo 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 MR the recheck process. Please note on this list (or a copy) where each correction item has been addressed. i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBR20 17-1083 6/2/2017 . 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation 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). Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2016 California Residential Code, which adopts the 2015 IRC, 2015 UMC, 2015 UPC and the 2014 NEC. Section R106.1. 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." CARLSBAD CBR20 17-1083 6/2/2017 GENERAL RESIDENTIAL REQUIREMENTS 6. The proposed addition is creating a duplex. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. Please show an ICC approval #. Exceptions: A fire-resistance rating of 1A-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than %-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than % -inch gypsum board or equivalent. 7. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction (%-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. Please show an ICC approval # 8. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3. 1. 9. 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." EXITS, STAIRWAYS, AND RAILINGS 10. 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. ROOFSIDECKSIBALCONIES 11. Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. 12. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. CBC Section 2304.12.2.5, as amended by emergency building standards. CARLSBAD CBR201I- 1083 6/2/201'? 13. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 14. Specify roof material and application. Chapter 9. a) In California, roofing shall be a fire-retardant roof covering that is at least Class C. Section R902.1.3. 15. 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. 16. Specify on the plans the following information for the skylights, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 17. 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. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. 18. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1/41 maximum openings. Section R806.1. GARAGE AND CARPORTS 19. 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 20. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. CARLSBAD CBR20 17-1083 6/2/2017 21. 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. . MECHANICAL 22. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 23. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. 24. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CMC Section 304.1. 25. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CIVIC Section 904.1): Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or Specify that the appliances are of the direct vent style. . PLUMBING 26. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 27. 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 S6407. CARLSBAD CBR2017- 1083 6/2/2017 28. RESIDENTIAL GREEN BUILDING STANDARDS 29. Recycling. Please replace the 50% to a minimum of 65% of construction waste to be recycled. CGC Section 4.408.1. . ENERGY CONSERVATION 30. 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. C) 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.) d) A 120 volt receptacle accessible to the heater installed within 3'. 31. 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 32. Title 24 recommended R19 for the wall insulation. Please revise what is shown on the plans. Residential ventilation requirements: ES I 50.0(o)/ASHRAE 62.2 33. 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. 34. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, s/iowei or spa or some similar source of moisture ' MISCELLANEOUS 35. Please submit complete vertical and lateral analysis of the addition. 36. The referenced details 5a, 5c, etc were referenced to A4 but seems not identified on sheet 4. 37. Useable space under the stairs shall be fireprotected. CARLSBAD CBR20 17-1083 6/2/2017 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 L3 The jurisdiction has contracted with Esgil Corporation 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 Bert Domingo at EsGil Corporation. Thank you. [a 3r 5 MIKE SURPRENANT & ASSOCIATES Consulting structural Engineers RECEIVED AUG 0 7 2017 CITY OF CARLSBAD BUILDING DIVISION STRUCTURAL CALCULATIONS Project: Wilkinson Casita 2277 Cameo Road Carlsbad, California 92008 Prepared for; Robert. Wilkinson. Wilkinson Design. Group 291 State Street; Suite I Carlsbad, California :92008 Project No. 17012 Date: February 10,2017 9975 Buslnesspark Avenue Suite A. San Diego caflornla 92131 W. (858) 693.0757 • Fait. (85M 693075$ CA411V4 tD\ 1101F3 JOB _IiIci&IC,OJ (Ac,ITr, 11 MIKE SURPRENANT SHEET NO._______________ OF___qd __________ & ASSOCIATES CALCULATED BY DATE _2 Consulting Structural Engineers 1/ CHECKED BY________________________ SCALE TABLE OF CONTENTS PAGE I PROJECT SCOPE 2_ 2. DESIGN CRITERIA SUMMARY:.................................. ..... ....................... 3 DESIGN LOADS 4.: VERTICAL ANALYSIS A. 80RIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.)............ B VERTICAL MEMBER DESIGN (COLUMNS STUDS, ETC) 5 LATERAL ANALYSIS A SEISMIC I WIND COEFFICIENTS B W , (DEAD LOAD1.S) C LATERAL LOAD DISTRIBUTION 3 D LATERAL LOAD-RESISTING DESIGN I SHEAR DESIGN 32. II CANTILEVERED STEEL COLUMN ELEMENTS III STEEL MOMENT FRAMES 6 FOUNDATION DESIGN A CONTh4UOUS FOOTINGS 3c7 B SPREAD FOOTINGS C 1ETAIN1NG WALLS D SPECIAL SYSTEMS I. GRADEBEAMS ............ . ... ............... ...... ...... . ...................... ........ .. H DEEPENED PIERS 7 SCHEDULES '40 A SHEAR WALL SCHEDULE LII B HOLD DOWN SCHEDULE 2 C SPREAD FOOTING SCHEDULE LI 3 - rs DunnhI,rsn, I- MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers lOB - '1 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE DESIGN CRITERIA SUMMARY GOVERNING CODE: 2016 C.B.C. CONCRETE: £c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, fm,= 1500 PSI, SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C270, ?c = 1900 PSI, TYPE S GROUT: ASTM C1019, f'c = 2000 PSI REINFORCING STEEL: ASTM A615, F = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, F = 50 KS! (ALL 'W' SHAPES, ONLY) ASTM A36, F =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KS! (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy =35 KS! (STRUCTURAL PIPES) WELDING: E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER THE NDS. I-JOISTS: BOISE CASCADE - ICC ESR-I 336 - (BCI JOIST) MICROLLAMS/ BOISE CASCADE - ICC ESR-1040 - (VERSA-LAM) PARALLAMS/ TIMBERSTRAND GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 SOIL CLASSIFICATION - __________ SOILS REPORT BY: DATED: ALLOWABLE BEARING PRESSURE = I OOQ PSF ACTIVE SOIL PRESSURE (CANTILEVER) = PCF ACTIVE SOIL PRESSURE (RESTRAINED) = PCF PASSIVE SOIL PRESSURE = PCF COEFFICIENT OF FRICTION Mike Surprenant & Associates Consulting Structural Engineers Job Sheet No. _____of Calculated by Date. Checked by Date Scale PROJECT SCOPE a Provide vertical & lateral load calculations for a proposed second-floor over the Garage of an existing two-story single family residence located at 2277 Cameo Road, in Carlsbad, California. Residence to be constructed utilizing primarily wood- frame construction. New Roof framing to consist of pre-fabricated wood trusses to be designed by other, and the foundation system to consist of a concrete slab-on- grade with deepened perimeter footings. A soils report was not provided for this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code - 2016 California Building Code. Mike Surprenant & Associates makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of Wilkinson design Group and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. -I;- MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB I SHEET NO. ________________________ OF i/1 CALCULATED BY________________________ DATE CHECKED BY DATE SCALE DESIGN LOADS CASE 1 CASE II MATERIAL: I5 9 liii_i. ROOF SLOPE: 6t2. DEAD LOAD: ROOFING MATERIAL ....................................................................................... -0.0 PSF PSF SHEATHING...................................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES ............................................................................................4.0 4.0 INSULATION.....................................................................................................................1.5 1.5 DRYWALL ......................................................................................................................... 2.5 . 2.5 OTHER (ELEC., MECH., MISC.) .......................................................................................0.5 0.5 TOTAL DEAD I : .Q PSF .Q.. PSF LIVE LOAD: ao.0_PSF -0 PSF TOTAL LOAD: 3%,.0 PSF .0 PSF FLOOR DECK FLOORL . MATERIAL: 1 iiJ. C1 1 I L1. DEAD LOAD: FLOORING FINISH .......................................................................................................9.0 PSF 9.. PSF LT. WEIGHT CONCRETE (_in.) ................................................................. ............ SHEATHING ...................................................................................................................2.0 2.0 JOISTS ..............................................................................................................................3.5 3.5 DRYWALL....................................................................................................................... 2.5 2.5 OTHER (ELEC., MECH., MISC.) ...................................................................................... .3.0. 3.0 TOTAL DEAD LOAD: -Q .0 . PSF 2.0 .0 PSF LIVE LOAD: . . . LQ.0PSF La.0PSF TOTAL LOAD: . 0 .0 PSF 60.0 PSF EXTERIOR WALL FINISH: (41i _ STUDS .............................................................................................................................1.0 PSF 1.0 PSF DRYWALL......................................................................................................................2.5 2.5 INSULATION...................................................................................................................1.5 1.5 EXTERIOR FINISH .................................................................................................0 .0 .0 OTHER.............................................................................................................................1.0 1.0 TOTAL LOAD: . I .0 PSF .0 PSF INTERIOR WALL STUDS..........................................................................................................................................................1.0 PSF DRYWALL....................................................................................................................................................5.0 OTHER............................................................................................................................................................1.0 TOTAL LOAD: . . .0 PSF B PRODUCT 2O7 -- MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB c 11)1 SHEET NO.______________________ OF__________________ CALCULATED BY_____________________ DATE__________________ CHECKED BY________________________ DATE SCALE HORIZONTAL MEMBER DESIGN LEVEL: OOF MEMBERS: UL0n142.c: LABEL: SPAN= FT. D UNIFORM WAD POINT LOAD (CENTERED) CUSTOM WADING (SEE DIAGRAM) w1= w2= P1 = P2 = fT RL= lbs R1= _________lbs __ VMAX= lbs E = ksi MMAX= ft-lbs IIuQ'D = ______in4 USE: GRADE: C:_______ ALT: _______GRADE:___ LABEL: SPAN= ---------YT UNIFORM LOAD 0 POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) Wi = W2= Pl= P2 = USE: ___GRADE: C:_______ ALT: GRADE: C:______ RL= lbs R= ________lbs VMAx= lbs E = ksi MMAX= • ft-lbs IREQO = in4 B PRflflhl(Tfl7 Project Title: Wilkinson Casita Engineer VR Proiect ID: 17012 Project Descr: Sheet La of 11 L Minted: 2 FEB 2017, 5:38PM Wood Beam File= F:iProject&2017W7012-Wdkinscn Casi lkinson\0-EngeeiinglCalc TwOMWAlkinsoncasitaec6 I ENERCALC, INC. 1983-2015, BuiId:6.15.10.6, Ver.6.15.4.30 IUT7.tYLTKST1I1IMI3-t Description: RH-i CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - Pril 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 3100 Fv 285.0 psi Ft 2,100.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 5.25x9.5 Span a 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.270, L = 0.30, Tributary Width = 1.0 ft. (roof) Uniform Load: D = 0.0320, Tributary Width = 1.0 ft, (wall) Point Load: 0 = 1.080, Lr = 1.20k j 5.50 ft, (k.p.) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2271 Maximum Shear Stress Ratio = 0.267: 1 Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 tb : Actual = 703.45 psi fv : Actual = 76.20 psi FB : Allowable = 3,100.00 psi Fv : Allowable = 285.00 psi Load Combination 40+L+l-I Load Combination Location of maximum on span = 3.883ft Location of maximum on span = 6.234 it Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 3865 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.059 in Ratio= 1421 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Forces & Stresses for Load Combinations -Maximum Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V fv F'v +0*1 0.00 0,00 0.00 0.00 Length =7.0ft 1 0.154 0.201 0.90 1.000 '1.00 1.00 1.00 1.00 1.00 2.83 430.49 2790.00 1.71 51.54 256.50 *0+1*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.227 0.267 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.63 703.45 3100.00 2.53 76.20 285.00 40+Lr4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.158 0.224 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.03 611.70 3875.00 2.66 79.89 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.121 0.157 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.83 430.49 3565.00 1.71 51.54 327.75 +D40.75OLr+0.750L+H 1.000 100 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Project Title: Wilkinson Casita Engineer VR Project Descr: Sheet of _4 tj Project ID: 17012 Wood Beam TempIateswllklnson Description: RH-I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C Cr Cm C t CL M lb Pb V fv Fv Length 7.0ft 1 0.195 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.97 754.88 3875.00 3.04 91.30 356.25 4040.750L40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.Oft 1 0.178 0.214 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.18 634.56 3565.00 2.33 70.04 327.75 4040.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.087 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.83 430.49 4960.00 1.71 51.54 456.00 4090.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.087 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.83 430.49 4960.00 1.71 51.54 456.00 40.0.750Lr90.750L40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.152 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.97 754.88 4960.00 3.04 91.30 456.00 4040.750L'+0.750S40.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.128 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.18 634.56 4960.00 2.33 70.04 456.00 +D#0,750L40,750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r7.oft 1 0.128 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.18 634.56 4960.00 2.33 70.04 456.00 40.60040.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.052 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.70 258.29 4960.00 1.03 30.92 456.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.052 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.70 258.29 4960.00 1.03 30.92 456.00 Overall Maximum Deflections Load Combination Span Max. -" DeS Location in Span Load Combination Max. + Dail Location in Span #040.750Lr40.750L40.450W.H 1 0.0591 3.653 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in POPS Load Combination Support 1 Support 2 Overall MAXimum 2.389 3.451 Overall MiNimum 0.257 0.943 40*1 1.339 1.956 +D+L#H 2.389 3.006 +D'Lr*H 1.596 2.899 +D+S#H 1.339 1.956 *0*0.750Lr'0,750L41 2.319 3.451 4040.750L'+0.750S4H 2.127 2.744 +090.60W#4 1.339 1.956 +D+0,70E+H 1.339 1.956 40+0.750Lr0.750L0.450WH 2.319 3.451 4040.750L40.750S40.450W+H 2.127 2.744 'i040.750L',0,750S40,5250E4H 2.127 2.744 +0,60D40.60W+0,60H 0.803 1.174 *0,600'.0.70E'.0.60H 0.803 1.174 D Only 1.339 1.956 LrOnly 0.257 0.943 L Only 1.050 1.050 S Only W Only E Only H Only MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB Q _________ SHEET NO. 0 OF____________________ CALCULATED BY DATE______________________ CHECKED BY__________________________ DATE SCALE LEVEL: WIC_.[ODi2. MEMBERS:) n LABEL: [y -_I SPAN=_L_3 _FT. -. o UNIFORM LOAD .-.. .... o POINT LOAD (CENTERED) I_W $1 CUSTOM LOADING (SEE DIAGRAM) . W1= . .: GOP 6fI.fT ..tO eLF I)L , S2 LL) Okc-....... ' W2= ,6P:F•f- 14PLF.I6fI.fT 1 RL= 2.lbs R= %lbs VMAX = 1 I0lbs E =_I t_0_0_ksi USE: (ti__,I6Q C: ". MMAx= .TL.O_ft-lbs IREQ'D ALT: GRADE: _C:______ LABEL: (. _- SPAN=_FT. la UNIFORM LOAD . . . POINT LOAD (CENTERED) CUSTOM WADING (SEE DIAGRAM) W1= 60 Pf I1/IfIT . 60 Pt (20OL,0L1) Pi = :~ RL =j lbs R= 'lbs VMAX = p lbs B =jpp _ksi MMAX= ej_ft-lbs . IREQ'D USE: ri I-_2..Y %(i2c GRADE:I _C: / ALT:'-'GRADE: _C:______ LABEL: SPAN=_ FT. 0 UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM WADING (SEE DIAGRAM) wi= 10 . . w2 = p1 = P2 = RL= lbs R5 = VMAX= lbs E Mriix= ft-lbs IREQ'D = in4 USE: . GRADE: _C:. ALT: GRADE: _C:_______ D PRODUCT207 Project Title: Wilkinson Casita Engineer: VR 01 Project Descr: Sheet _of LI Project ID: 17012 Punted: 2PEB 2017, 5:43PM I Wood Beam File F:Projectsl201117012-lMlkinson Casita-WIkinson\03-EngineenngCalc Templateatwilkinson casilaec5 ENERCAIC. INC. 1983-2015. Build:6.15.10.6. Ve:6.15.4.30 Description: DJ-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1350 psi Ebend- xx 1600 ksi Fc - Pril 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Pep Fv 625 Ps! 170 psi Wood Grade : No.1 Ft 675 psi Density 31.2pcf Beam Bradng : Beam is Fully Braced against lateral-torsion buckling Applied Loads - - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0270, L = 0.0530, Tributary Width = 1.0 It, (deck) Load for Span Number 2 Uniform Load: D = 0.0270, L = 0.0530, Tributary Width = 1.0 It, (deck) Point Load: 0 = 0.0640 k Q 1.50 ft. (parapet) 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 - 0.0531 Maximum Shear Stress Ratio = 0.058 :1 2x12 Section used for this span 2x12 72.10psi fv:Actual = 9.93 psi 1,350.00psi Fv : Allowable = 170.00 psi Load Combination +0+L+H 3.000ft Location of maximum on span = 2.078 ft Span # 1 Span # where maximum occurs = Span # I 0.000 in Ratio= 0<360 0.000 in Ratio = 0 <360 0.002 in Ratio = 22100 -0.000 in Ratio = 132154 MaximumForces & Stresses for LoadCombinations Load Combination Max Stress Ratios - Moment Values Segment Length Span # M v Cd C FN C i Cr Cm C t CL M lb Pb 4041 0.00 Length =3.oft 1 0.041 0.047 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 1215.00 Length= 1.50 ft 2 0.041 0.047 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 1215.00 *04.+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =3.0ft 1 0.053 0.058 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 72.10 1350.00 Length= 1.50 ft 2 0.053 0.058 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 72.10 1350.00 Shear Values V !v F'v 0.00 0.00 0.00 0.08 7.24 153.00 0.08 7.24 153,00 0.00 0.00 0.00 0.11 9.93 170.00 0.11 9.93 170.00 Project Title: Wilkinson Casita Engineer: VR Project Descr: Sheet 10 of 'j Project ID: 17012 Panted: 2FE82017, 5:43PM Wood Beam File= F:Pojectst2Q1717012-98Ikinson Cesita-WIkinson03-Engineedng\CalcTemptates%edkhison cas11aec6 ENERCALC. INC. 1983-2015, Build:6.15.10.6. Ver.6.15.4.30 Description: DJ-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C I Cr Cm C t CL M lb Pb V fv Fv 40+Li'4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 it 1 0.029 0.034 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 1687.50 0.08 7.24 212.50 Length =1.50ft 2 0.029 0.034 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 1687.50 0.08 7.24 212.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.032 0.037 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 1552.50 0.08 7.24 195.50 Length =1.50ft 2 0.032 0.037 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 1552.50 0,08 7.24 195.50 +D*0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.039 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 1687.50 0.10 9.26 212.50 Length =1.50ft 2 0.039 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 1687.50 0.10 9.26 212.50 4D40.750L40.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.043 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 1552.50 0.10 9.26 195.50 Length =1.50ft 2 0.043 0.047 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 1552.50 0.10 9.26 195.50 1090,60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.023 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 2160.00 0.08 7.24 272.00 Length =1.50ft 2 0.023 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 2160.00 0.08 7.24 272.00 +D+0.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.023 0,027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 2160.00 0.08 7.24 272.00 Length = 1.50 ft 2 0.023 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 49.49 2160.00 0.08 7.24 272.00 +0+0.750Lr+0,750L+0,450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.031 0.034 1.60 1.000 1.00 1.00 1.00 1,00 1.00 0.18 66.45 2160.00 0.10 9.26 272.00 Length =1.50ft 2 0.031 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 2160.00 0.10 9.26 272.00 +0+0.750L+0.7505+0.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.031 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 2160.00 0.10 9.26 272.00 Length =1.50ft 2 0.031 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 2160.00 0.10 9.26 272.00 +D40.750L40.750540.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.031 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 2160.00 0.10 9.26 272.00 Length =1.50ft 2 0.031 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 66.45 2160.00 0.10 9.26 272.00 40,60D+0,60W+0,60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.Oft 1 0.014 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 29.69 2160.00 0.05 4.35 . 272.00 Length =1.50ft 2 0.014 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 29.69 2160.00 0.05 4.35 272.00 40.60D+0.70E+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.014 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 29.69 2160.00 0.05 4.35 272.00 Length = 1.50 It 2 0.014 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 29.69 2160.00 0.05 4.35 272.00 Overall Maximum Deflections Load Combination Span Max. "- Dell Location in Span Load Combination Max. '+ Dell Location in Span 1 0.0000 0.000 0 Only -0.0003 1.911 +0+L*H 2 0.0016 1.500 0.0000 1.911 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 0.062 0.378 Overall MiNimum 0.001 0.120 +041 0.002 0.199 40+141 0.062 0.378 +D'Lr44 0.002 0.199 +0+S44 0.002 0.199 'D's0.750Lr+0.750L41 0.047 0.334 +D+0,750L*0,750541 0.047 0.334 +0+0.60W4I 0.002 0.199 .0+0.70EH 0.002 0.199 +0+0.750Lr40,750L+0,450W4( 0.047 0.334 +0+0.750L+0,750S+0,450W4$ 0.047 0.334 .D+0.750L+0.750S+0.5250E41 0.047 0.334 +0.60D+0,60W+0,601-1 0.001 0.120 40.60D40.70E40.60H 0.001 0.120 O Only 0.002 0.199 LrOnly L Only 0.060 0.179 S Only Project Title: Wilkinson Casita Engineer: VR qLi Project ID: 17012 Project Descr: Sheet I of Punted: 2FEB 2017. 5:43PM Wood Beam File F:Projects2O1717O12-WulkJnscn Casita-WiIkinsonO3-EngineeringCalc Templateswllldnson c1taec8 ENERCALC. INC. 1993-2015. Build:6.15.10.6, Ver6.15.4.30 Description: DJ-1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 E Only H Only SOolsedascade Single 14" BCI 6000-1.8 DF .Joist\FJ-1 Dry 1 1 span I No cantilevers 10/12 slope Thursday. February-02,2017 BC CALC® Design Report - 'US 12 OCS Repetitive I Member construction Build 2627 File Name: Job Name Ellinwood Residence Description: Address 6091 Severin Drive Specifier City, State, Zip La Mesa,, CA 91941 Designer V1 Customer: Chris Ashby Code ESR-1336 reports: Company: Misc: Sheet _L2,_ of BO 22-06-00 8'l Total Horizontal Product Length =22-06-00 Reaction Summary (Down /Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" .450/0 225/0 BI,2-112" 450/0 225/0 Live Dead Snow Wind Roof Live OCS Load 'Summary. Tag Description Load Type Ref Start End 100% 90% 1156A 160% 1254A I floor Unf. Area (lb/ft42) L 00-00-00 2206-00 40 20 12 P Disclosure Completeness and accuracy of'iñput must be verified by anyone who would rely on output as evidence. of suitability for parttcular application Output here based on building' code-accepted design properties 'and analysis methods. installation of BOISE engineered wood products must be in accordance with current installation Outdo and applic,ble building codes. To obtain Installation Guide or ask questions, please call (80)232-0788 before instaIiaiion.\n\nBC CALC®, BC FRAMER®, AJS.I ALLJOIST®, BC RIM BOARD, Sd®, BOISE GLU AM. SIMPLE FRAMING SYSTEM®:. VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®1 VERSA-$TRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Pos. Moment 3,699 ft-lbs 76.8% 100% 1: 11-03-00 End Reaction 615 lbs 50% 100% 1 '00-00-00 End Shear 662 lbs 344% 100% 1 00-02-08 Total Load Deft L1360 (0.741"). '66.7% n/a 1 11-03-00 Live Load Defi 1-1540 (0494) 667% n/a 2 11-0340 Max Defi. 0.741" 74.1% n/a I 11-03-00 Span I Depth 1.9. n/a n/a 01 00-00700 % Allow % Allow Bearing Supports Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-1/2" x 2-5/16 675 lbs n/a 50% Unspecified 81 Wall/Plate 2-1/2' x 24/16 675 lbs n/a 50% Unspecified Notes Design meets 'Code minimum (1-1240) Total load deflection criteria. Design meets Code minimum (LJ360) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition Deflections less than 1/8" were ignored in the results. Page 1 of' '1 Project Title: Wilkinson Casita Engineer: VR Project Descr: Sheet 13 of L41.( Project ID: 17012 Pnnted 2 FEB 2017. 5:45PM Wood Beam AIe=FlPrc201717012-WdkjnsOn Caita-MIkinsonl03-Eng Ca1cTemplates\wilklnsoncEBilaec6 I ENERCALC. INC1983-2015. Build:6.15.10.6. Vec6.15.4.30 Description: FJ-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Flo - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1600.0ksi 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 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.02) L(O.04) - -- 2x8 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.020, L = 0.040, Tributary Width = 1.0 ft, (floor) DESIGN SUMMARY lMvimiim Rpndinri Stress Ratio = 0040 .1 Marimum Shear Stress Ratio = 0.045 :1 Section used for this span 2x8 Section used for this span 2x8 tb : Actual = 64.06 psi fv : Actual = 7.72 psi FB : Allowable = 1,620.00 psi Fv: Allowable = 170.00 psi Load Combination *D+L+H Load Combination +D+l+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 It Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 (360 Max Downward Total Deflection 0.001 in Ratio = 24003 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fv Fv 4041 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.016 0.018 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.03 22.97 1458.00 0.02 2.77 153.00 *0+L'H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.040 0.045 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.07 64.06 1620.00 0.06 7.72 170.00 *0*lr*H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.011 0.013 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.03 22.97 2025.00 0.02 2.77 212.50 ,D+S4I 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.012 0.014 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.03 22.97 1863.00 0.02 2.77 195.50 *0*0.750Lr*0.750L41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.027 0.031 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.06 53.79 2025.00 0.05 6.48 212.50 +0*0.7501.*0.7505*1-1 1.200 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Wilkinson Casita En9ineer: VR Project Descr: Sheet Of Project ID: 17012 Punted: 2 FEB 2017. 5:45PM Wood Beam Build:6.15.10.6.Ver.6.15.4.30 Description: FJ-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN c 1 CrCm C t CL M lb Pb V fv Pv Length 3.Oft 1 0.029 0.033 1.15 1,200 1.00 1.00 1.00 1.00 1.00 0.06 53.79 1863.00 0.05 6.48 195.50 +D+0.60W#1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.009 0.010 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.03 22.97 2592.00 0.02 2.77 272.00 4040.70E4H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.009 0.010 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.03 22.97 2592.00 0.02 2.77 272.00 'O+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.021 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.06 53.79' 2592.00 0.05 6.48 272.00 *D+0.750L+0.750S+0.450W'fl 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.021 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.06 53.79 2592.00 0.05 6.48 272.00 '.040.750L'I0.750S'.0.5250EiH 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.021 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.06 53.79 2592.00 0.05 6.48 272.00 "0.60D"0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 3.oft 1 0.005 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 13.78 2592.00 0.01 1.66 272.00 40.60D40.70E40.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 3.0ft 1 0.005 0.006 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.02 13.78 2592.00 0.01 1.66 272.00 Overall Maximum Deflections Load Combination Span Max. •- Dell Location in Span Load Combination Max. + Defi Location in Span #04141 1 0.0015 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.094 0.094 Overall MiNimum 0.020 0.020 4041 0.034 0.034 +0+141 0.094 0.094 +0+lr+H 0.034 0.034 #0#SsH 0.034 0.034 +O+0.750Lr+0.750L41 0.079 0.079 .+040.750L+0.7505+H 0.079 0.079 +040.60W+H 0.034 0.034 *0+0.70E+H 0.034 0.034 u0+0.750Lr+0.750L+0,450W+H 0.079 0.079 I'0+0.750L40.750S40.450W+H 0.079 0.079 +O+0.750L40.750S+0,5250E41 0.079 0.079 .0.60D+0.60W+0.60H 0.020 0.020 +0.60D+0.70E+0.60H 0.020 0.020 D Only 0.034 0.034 Lr Only L Only 0.060 0.060 S Only W Only E Only H Only t MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. I OF_ CALCULATED BY________________________ DATE CHECKED BY DATE SCALE LEVEL: PIOOR. MEMBERS:1- 1iM i LABEL: FP - I SPAN= -, fl P l o UNIFORM LOAD - I o POINT LOAD (CENTERED) IA) o CUSTOM LOADING (SEE DIAGRAM) ,*= i6 F u2. %'L.f iiFLL c,r5li. ;r. , cj OF W2 = 60 PF 1).0 90- ( lODL,1,0R) hoop. I . P1 = 120 fr1 (OLt:(21i0D,(200LL) I f 0 P2 = l c ç g, p .ç i) RL = I 0 lbs R =14 lbs • Vx=_•ICQ lbs E =Oô) ksi USE: • b'/i.XU/b MM GRADE: MMAx= j,tf) ft-lbs IREQ'D = __11-0 ALT: GRADE: Q- LABEL: SPAN=--L!---YT. I J 0 UNIFORM LOAD 0 POINT LOAD (CENTERED) JZ CUSTOM LOADING (SEE DIAGRAM) L W1= 6P. /fT o pi(0Oi,60L1) DC 0 Wz= 16 pc.. -1T I- L) u4L P1 = i6 p:ç,. g-r. l6/r2.fT4 .L6fI1- lc)Lb(LI6DL/ Ps . I 26Lp &=-LAX Is R=_— . lbs 1.12 /2F1 PLODL1 1. p)PoOVMAx=l2IO lbs E = IWO . ksi Ma1Ax=— it-i ô ft-lbs IREQ'D = ' USE: 'frct: (t p GRADE: 1141 C:_________ ALT: GRADE: C:______ LABEL: F SPAN=-j3-FT- p1 O UNIFORM LOAD E3 POINT LOAD (CENTERED) I U.) + U) tj CUSTOM LOADING (SEE DIAGRAM) w1= I6 (f . E1 U( (DL) U1ILL r W2 = 60 fIt.,l (0/f5J.)1-1 z 6Y.oPL.)QDL,(I6OLL)HOOL ,. = . o 2 \ ItL = iS lbs RR = I S • lbs VMAX = 1 0 Is E =_ 20040 ksi MMAX= 0 6 0_ft-lbs IREQD = in4 USE: /i.x_1110_iij'I GRADE:NOD C: . ALT: GRADE: _C ______ 0 PRODUcT207 Project Title: Wilkinson Casita Engineer: VR Project Descr: Sheet ü of Project ID: 17012 ii Printed: 2 F 2017, 6:00PM Wood Beam File F:P cIst201717012-WiIkinson Casila-Wilkinsont03-E gineeringCalcTemplateSwllkInson casitaec6 jill NERCALC, INC. 1983-2015, Build:6.15.10.6, Ver.6.15.4.30 IE!Wi'EsMsIsIIsJ.t Description: FB-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2000.0ksi Fc - Prll 3,000.0 psi Eminbend - xx 1036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 3100 Fv 285.0 psi Ft 2100.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 5.25x11.875 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0.040, L = 0.080 k/ft, Extent = 0.0 ->> 4.50 ft, Tributary Width = 1.0 ft, (floor) Uniform Load: 0 = 0.1120, Tributary Width = 1.0 ft, (wall) Point Load: D = 0.240, L = 1.20k l 4.50 ft, (stair beam) Maximum Bending Stress Ratio 0.1621 Maximum Shear Stress Ratio = 0.124: 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 lb : Actual = 502.27 psi Iv : Actual = 35.22 psi FB : Allowable = 3,100.00 psi Fv : Allowable = 285.00 psi Load Combination +D-'LH Load Combination ..4J+L+H Location of maximum on span = 4.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 4206 Max Upward Transient Deflection 0.000 in Ratio = 0 (360 Max Downward Total Deflection 0.045 in Ratio = 2389 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination - Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t CL M lb Pb V N F'v 4041 0.00 0.00 0.00 0.00 Length =9.oft 1 0.072 0.063 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.06 200.30 2790.00 0.67 16.19 256.50 40+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.162 0.124 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.16 502.27 3100.00 1.46 35.22 285.00 *04.r+H 1.000 1.00 1.00. 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.oft 1 0.052 0.045 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 200.30 3875.00 0.67 16.19 356.25 +0+541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.056 0.049 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.06 200.30 3565.00 0.67 16.19 327.75 Project Title: Wilkinson Casita En9ineer: VR Project Descr: Sheet 11 of 4i. i ProiectlD: 17012 Printed: 2 FEB 2011. 6:08PM Wood Beam Build:6.15.10.6. Ver.6.15.4.30 Description: 1`13-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t CL M fb Pb V fri Pv +0.0.750Lr"0.750L44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.110 0.086 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.39 426.77 3875.00 1.27 30.46 356.25 #040.750L.0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.120 0.093 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.39 426.77 3565.00 1.27 30.46 327.75 .040.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.040 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.06 200.30 4960.00 0.67 16.19 456.00 *D+0.70E*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.040 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.06 200.30 4960.00 0.67 16.19 456.00 .D.0.750Lr40.750L.0.450W*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.086 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.39 426.77 4960.00 1.27 30.46 456.00 4040.750L*0.750S'+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.086 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.39 426.77 4960.00 1.27 30.46 456.00 4D40.750L40.750540.5250E'*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.086 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.39 426.77 4960.00 1.27 30.46 456.00 40.60D40.60W90.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.024 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.24 120.18 4960.00 0.40 9.71 456.00 90.60D40.70E*0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.024 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.24 120.18 4960.00 0.40 9.71 456.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. "+ Defi Location in Span .0.L44 1 0.0452 4.467 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination - Support I Support 2 Overall MAXimum 1.710 1.440 Overall MiNimum 0.504 0.450 +0'I+l 0.840 0.750 404.441 1.710 1.440 4O+tS+H 0.840 0.750 .0*6441 0.840 0.750 4D40.750Lr40.750L-+41 1.493 1.268 .D'+0.750Li0.750S4H 1.493 1.268 4O40.60W4l 0.840 0.750 4D40.70E*H 0.840 0.750 .i040,750Lr40.750L40.450W41 1.493 1.268 .0.0.750L+0.750S.0,450W4H 1.493 1.268 4040.750L40.750S'+0.5250E41 1.493 1.268 .0.60D*0.60W.0.60H 0.504 0.450 *0.60D40.70E40.60H 0.504 0.450 D Only 0.840 0.750 Ir Only L Only 0.870 0.690 S Only W Only E Only H Only Project Title: Wilkinson Casita Engineer: VR Project Descr: Sheet í t1 Project ID: 17012 Wood Beam File= Description: FB-2 CODE REFERENCES 2FEB 2017. &55RI Bulld:6,15.10.6. Ver.6.15.4.30 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,850.0 psi Ebend- xx I ,800.0ksi Fc - Pril 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1120, Tributary Width = 1.0 ft. (wall) Uniform Load: D = 0.030, L = 0.060, Tributary Width = 1.0 ft, (deck) Uniform Load: D = 0.020, Lr = 0.0220, Tributary Width = 1.0 ft,. (roof) Point Load: D = 0,2160, Lr = 0.260k i 4.50 ft DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.1241 Maximum Shear Stress Ratio = 0.074: 1 Section used for this span 5.50 X 14.0 Section used for this span 5.50 X 14.0 lb : Actual = 285.95p8i fv : Actual = 19.71 psi FB : Allowable 2,312.50psi Fv : Allowable = 265.00 psi Load Combination #O#0.750Lr#0.750L*l Load Combination Location of maximum on span = 0.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 15718 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.019 in Ratio = 5720 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C1 Cr Cm C t CL M lb Pb V fv Fv #0*1 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.112 0.066 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.78 185.76 1665.00 0.81 15.81 238.50 +D*1+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.122 0.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.39 226.33 1850.00 1.01 19.71 265.00 40i4j41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.121 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.17 278.78 2312.50 1.15 22.31 331.25 ..D+S#H 1.000 T.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.501t 1 0.087 0.052 1.15 1.000 tOO 1.00 1.00 1.00 1.00 2.78 185.76 2127.50 0.81 15.81 304.75 Project Title: Wilkinson Casita Engineer VR Project ID: 17012 Project Descr: Sheet I '1 of / Printed: 2 FEB 2017, 5:55PM I Wood Beam File= F:P cts2017l7O12-WIkinson Casita-W nson\03-EngineeiingCaIcTemplates\wilkinson casitaec6 1111 ENERCALC, INC 1983-2015, BuiId:6.15.10.6, Ver:6.15.4.30 Description: Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length Span # M V C C FN C j Cr Cm C t CL M fb Pb V fv Fv *640.750Lr40.750L+H 1.000 1.00 1.00 1.00. 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.124 0.071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.28 285.95 2312.50 1.21 23.61 331.25 .D'+0.750L40.7505#H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.102 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.19 2127.50 0.96 18.74 304.75 +D40.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.063 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.78 185.76 2960.00 0.81 15.81 424.00 +0'+0.70E'+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.50ft 1 0.063 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.78 185.76 2960.00 0.81 15.81 424.00 .0.0.750Lr"0.750L'+0.450W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.097 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.28 285.95 2960.00 1.21 23.61 424.00 +0+0.750L+0.750540.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.073 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.19 2960.00 0.96 18.74 424.00 '+D90.750L+0.750S40.5250E#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.073 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.19 2960.00 0.96 18.74 424.00 +0.60D40,60W'+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.038 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.67 111.45 2960.00 0.49 9.49 424.00 40.60040.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.038 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.67 111.45 2960.00 0.49 9.49 424.00 Overall Maximum Deflections Load Combination Span Max. '- Defi - Localion in Span Load Combination Max. + Dell Location In Span .0e0.750Lr'+0.750L40.450W'+H 1 0.0189 4.500 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1,492 Overall MiNimum (>270 +D'+H 1.020 +O4L4H 1.290 '+04*l 1.379 "046*1 1.020 .+040.750Lr,0.750L4j 1.492 '+D'+0.750Lt0.750S+H t223 +D+0.60W'+H 1,020 '+0'+0.70E'+H 1.020 4D40J50Lr40.750L4450W'+H 1.492 +040.750L40.750540.450W4H 1.223 4040.750L40.750540.5250E4H t223 '+0.60D40,60W40,60H 0.612 40.60040.70E40.60H 0.612 D Only 1.020 Lr Only 0.359 L Only 0.270 S Only W Only E Only H Only Project Title: Wilkinson Casita Engineer: VR , ,. Project Descr: Sheet L4' of ' Project ID: 17012 Printed: 2 FEB 2017, 5:57PM I Wood Beam File F:tProjecIst20lTt17012-Wilkinson Ci -Wlkinson\03.EngineeringlCatclemplateS\WilkiflsOfl casita.ec6 ENRCALC. INC. 19812015, Build:6.15.10.6. Ver.6.15.4.30 Description: FB-3 CODE REFERENCES Calculations per NDS 2012 IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - Pril 3,000.0 psi Eminbend - xx 1 ,036.83ksi Wood Species : Boise Cascade Fc - Perp Fv 750.0 psi 285.0 psi Wood Grade : Versa Lam 3100 Ft 2,100.0psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(O.23L(0.46) 0(0.144) 5.25x14 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1440, Tributary Width = 1.0 ft. (wall) Uniform Load: D = 0.230, L = 0.460, Tributary Width = 1.0 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5521 Maximum Shear Stress Ratio 0.389 :1 Section used for this span 5.25x14 Section used for this span 5.25x14 fb:Actual = 1,683.19 psi fv:Actual = 110.85 psi FB : Allowable = 3,047.36p5i Fv Allowable = 285.00 psi Load Combination 40+L+H Load Combination '+O+L4I Location of maximum on span = 7.500ft Location of maximum on span = 13.850 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.220 in Ratio = 820 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.408 in Ratio = 441 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span U M V C C FN C, Cr Cm C t CL M tb Pb V Iv F'v +0*1 0.00 0.00 0.00 0.00 Length =15.oft 1 0.284 0.200 0.90 0.983 1.00 1.00 1.00 1.00 1.00 11.12 777.94 2742.62 2.51 51.23 256.50 +041*1 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 1 0.552 0.389 1.00 0.983 1;00 1.00 1.00 1.00 1.00 24.06 1,683.19 3047.36 5.43 110.85 285.00 +O-itr*l 0.983 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.204 0.144 1.25 0.983 1:00 1.00 1.00 1.00 1.00 11.12 777.94 3809.19 2,51 51.23 356.25 4O+S4H 0.983 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.222 0.156 1.15 0.983 1.00 1.00 1.00 1.00 1.00 11.12 777.94 3504.46 2.51 51.23 327.75 +D+0.750Lr+0.750L.H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.382 0.269 1.25 0.983 1.00 1.00 1.00 11.00 1.00 20.82 1,456.88 3809.19 4.70 95.94 356.25 Project Tulle: Wilkinson Casita Engineer: VR ,., Project ID: 17012 Project Descr: Sheet .-! of FEB Wood Beam File = INC. 1983-2015, Build:6.15.10.6, Ver.6.15.4.30 Description: FB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M lb Pb V Iv Pv 4640.750L40.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.416 0.293 1.15 0.983 1.00 1.00 1.00 1.00 1.00 20.82 1,456.88 3504.46 4.70 95.94 327.75 4040.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15,oft 1 0.160 0.112 1.60 0.983 1.00 1.00 1.00 1.00 1.00 11.12 777.94 4875.77 2.51 51.23 456.00 4040.70E-fH 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.Oft 1 0.160 0.112 1.60 0.983 100 1.00 1.00 1.00 1.00 11.12 777.94 4875.77 2.51 51.23 456.00 +D40.750Lr+0.750L40.450W41 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.299 0.210 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.82 1,456.88 4875.77 4.70 95.94 456.00 .040.750L90.750840.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.299 0.210 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.82 1,456.88 4875.77 4.70 95.94 456.00 4040.750L40.750S40.5250E4H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15,oft 1 0.299 0.210 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.82 1,456.88 4875.77 4.70 95,94 456.00 40.60D90.60W40.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.Oft 1 0.096 0.067 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.67 466.77 4875.77 1.51 30.74 456.00 +0.60D40.70E40.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.096 0.067 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.67 466.77 4875.77 1.51 30.74 456.00 Overall Maximum Deflections Load Combination Span Max. '- Defi Location in Span Load Combination Max. "i Dell Location In Span 1 0.4081 7.555 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 . Values in KIPS Load Combination Support I - Support 2 Overall MAXimum 6.415 6.415 Overall MiNimum 1.779 1.779 2.965 2.965 *D*L+H 6.415 6.415 2:965 2.965 4D4S4H 2:965 2.965 'D'0.750Lr40.750L#t 5.552 5.552 40+0.750L40,750S4H 5.552 5.552 4040.60W1+l 2.965 2.965 +O.0.70E4H 2.965 2.965 4D40.750Lr40.750L40.450W+H 5.552 5.552 4040.750L40.750890.450W4H 5.552 5.552 +D40.750L40.750S40.5250E4H 5552 5.552 40.60D40.60W40.60H 1.779 1.779 40.60D40.70E40.60H 1.779 1.779 D Only 2.965 2.965 LrOnly L Only 3.450 3.450 S Only W Only E Only H Only MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers SHEET NO. - OF____________________ CALCULATED BY_________________________ DATE______________________ CHECKEDBY__________________________ DATE____________________ SCALE LEVEL: FLoot MEMBERS: LABEL: _& SPAN=_2FF. , UNIFORM LOAD _____ D POINT LOAD (CENTERED) . I I CUSTOM LOADING (SEE DIAGRAM) R W1= iOjLI-T I.t2 all PLfIlQl OL, 'I? Lk ROOF 20 1 W2= 16 PW. 5 r i(t, PU- (DL) W ALL Pl =4l L.( co o c. '1oLt) (i..'-) RL 'IY! _lbs R= IO6 lbs P2 = . . Vx = t< i-O _lbs E =--!'&O -O ksi Mx=_1% 160_ft-lbs IREQ'D = in4 USE: v 1,ip GRADE: 2Jt/t C: To ALT: GRADE: C:_______ LABEL: & - ¶) SPAN=—!!---YT. o UNIFORM LOAD o POINT LOAD (CENTERED) 15 CUSTOM LOADING (SEE DIAGRAM) fR 1' W1 = 60 P• 11 11 60 PU- 9.00L ,(1OLt) tL0OIL I W2 = 12.0 (F 1/7. Ft Di, 60OUSI I -a" 2 = . RL =f' lbs RR =30 lbs VMAX = .2.0 6 % ' lbs E =—L% 00 ksi MviX= 2 t L1 ft-lbs IREQ'D = ..- 0 USE: - l . 141 GRADE: (000 I:.q. C: ALT: GRADE: . C:______ LABEL: SPAN=_ Fr. UNIFORM LOAD O POINT LOAD (CENTERED) D CUSTOM LOADING (SEE DIAGRAM) Wi = W2 = P1 = P2 = lbs Ra= _________lbs VMAX= lbs E = _ksi Maiu= ft-lbs IREQ'D USE: ..GRADE: .C:. ALT: GRADE: _C:_______ 0 PRODUCT 207 Project Title: Wilkinson Casita Engineer: VR - Project Descr: Sheet .) of ProlectiD: 17012 Wood Beam FiIe= INC. Description: FB4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Pril 1,650.0 psi Eminbend - xx 930.0ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Annliarl Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 2.960, L = 3.450 k A 3.0 ft, (FB-3) Uniform Load: 0=0.1010, Lr = 0.1120 k/ft, Extent= 0.0->> 3.0% Tributary Width= 1.0 ft, (roof) Uniform Load: 0 =0.1440 klft, Extent= 0.0 ->> 3.0 ft, Tributary. Width= 1.0 if, (wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5221 Maximum Shear Stress Ratio Section used for this span 5.50 X 14.0 Section used for this span fb:Actual = 1,213.23p5i fv:Actual FB : Allowable = 2,325.41 psi Fv : Allowable Load Combination *O+L*l Load Combination Location of maximum on span = 3.022ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.263 in Ratio= 1047 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.563 in Ratio= 489 Max Upward Total Deflection 0.000 in Ratio= 0 <240 = 0.453:1 5.50 X 14.0 = 120.14 psi = 265.00 psi 40+LIH = 0.000 ft = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination - Max Stress Ratios Segment Length Span # M V Cd C IN 4O4 Length = 23.0 ft 1 0.293 0.259 0.90 0.969 *0+L*H 0.969 Length = 23.0 ft 1 0.522 0.453 1.00 0.969 0.969 Length =23.oft 1 0.221 0.198 1.25 0.969 0.969 Length =23.Oft 1 0.229 0.202 1.15 0.969 40+0.750Lr40.750L+H 0.969 Ci Cr Cm C t C1 Moment Values M lb Pb V Shear Values lv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.17 612.77 2092,87 3.17 61.70 238.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 18.16 1,213.23 2325.41 6.17 120.14 265.00 tOO 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1:00 1.00 1.00 1.00 1.00 9.61 642.01 2906.76 3.36 65.44 331.25 tOO 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1:00 1.00 1.00 1.00 1.00 9.17 612.77 2674.22 3.17 61.70 304.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Wilkinson Casita Engineer: VR n 1 Project ID: 17012 Project Descr: Sheet of _ Wood Beam File = F:P ctsl2O1717O12-WiIkinson Casila-WilltinsonNOEngineeringlCelcTemplateslwilkinson casilaec6 PJ('AI C. IJC ieanic RiiiIiI' it; in R VAr ic .tqii Description : FB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C t CL M lb F'b V Iv F'v Length =23.oft 1 0.373 0.327 1.25 0.969 1.00 1.00 1.00 1.00 1.00 16.25 1,085.04 2906.76 5.56 108.33 331.25 4040.750L40.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.398 0.346 1.15 0.969 1.00 1.00 1.00 1.00 1.00 15.92 1,063.11 2674.22 5.42 105.53 304.75 4040.60W+H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.165 0.146 1.60 0.969 1.00 1.00 1.00 1.00 1.00 9.17 612.77 3720.65 3.17 61.70 424.00 4090.70E4H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.165 0.146 1.60 0.989 1.00 1.00 1.00 1.00 1.00 9.17 612.77 3720.65 3.17 61.70 424.00 *O*0.750Lr'i0.750L40.450W.H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.292 0.256 1.60 0.969 1.00 1.00 1.00 1.00 1.00 16.25 1,085.04 3720.65 5.56 108.33 424.00 ,040.750L.0,750S40.450W#I 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.286 0.249 1.60 0.969 1.00 1.00 1.00 1.00 1.00 15.92 1,063.11 3720.65 5.42 105.53 424.00 .D90.750L40.750S40,5250E41 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.aft 1 0.286 0.249 1.60 0.969 1.00 1.00 1.00 1.00 1.00 15.92 1,063.11 3720.65 5.42 105.53 424.00 90.60D40.60W40,60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.oft 1 0.099 0.087 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.50 367.66 3720.65 1.90 37.02 424,00 40.60D40.70E40.60H 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.0ft 1 0.099 0.087 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.50 367.66 3720.65 1.90 37.02 424.00 Overall Maximum Deflections Load Combination Span Max. -" Def I Location in Span Load Combination Max. +" Defi Location in Span 1 0.5634 9.989 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.453 1.076 Overall MiNimum 0.314 0.022 #0*1 3.453 0.626 6.453 1.076 +D'4j41 3.767 0.648 +D#S#H 3.453 0.626 +D.0,750Lr40.750L*1 5.938 0.980 #040.750L40.750S4H 5.703 0.963 #0#0.60W#H 3.453 0.626 *D+0.70E#H 3.453 0.626 +0#0.750Lr#0.750L40,450W#H 5.938 0.980 +090.750L40.750540.450W#1 5.703 0.963 #040.750L'0.750S#0,5250E4I 5.703 0.963 40.60040.60W40.60H 2.072 0.376 40.60D40.70E40.60H 2.072 0.376 O Only 3.453 0.626 LrOnly 0.314 0.022 L Only 3.000 0.450 S Only W Only E Only H Only ®Boise Cascade Double 14" BCI® 6000-1.8 DF JoistYiFB-5 Dry 12 spans I No cantilevers 1 0/12 slope Thursday, February 02, 2017 BC CALC® Design Report - US 12 OCS I Repetitive I Member construction Build 2627 File Name: Job Name: Ellinwood Residence Description: Address: 6091 Severin Drive Specifier: City, State, Zip: La Mesa, CA 91941 Designer: VR Customer: Chris Ashby Company: 1 Code reports: ESR-1336 Misc: Sheet ) of ' 22-06-00 - 04-00-00 BO BI B2 Total Horizontal Product Length = 26-06-00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 374/7 186/0 B1, 5-1/2" 2,268/0 771/0 B2 1,275/451 54/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 floor Unf. Area (Ib/ftA2) L 00-00-00 26-06-00 40 20 12 2 Unf. Lin. (lb/ft) L 22-06-00 26-06-00 600 120 n/a Disclosure Controls Summary Value % Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 2,534 ft-lbs 26.3% 100% 2 09-04-04 be verified by anyone who would rely on Neg. Moment -2,814 ft-lbs 29.2% 100% 1 22-06-00 output as evidence of suitability for End Reaction 1,329 lbs 52.6% 100% 3 26-06-00 particular application. Output here based on building code-accepted design Int. Reaction 3,038 lbs 51.9% 100% 1 22-0600 properties and analysis methods. End Shear 1,199 lbs 31.1% 100% 3 26-04-00 Installation of BOISE engineered wood Cont. Shear 2,063 lbs 53.6% 100% 1 22-08-12 products must be in accordance with Uplift -397 lbs n/a 100% 2 26-06-00 current Installation Guide and applicable building codes. To obtain Installation Guide Total Load Defi. 111,073 (0.25") 22.4% n/a 2 100502 or ask questions, please call Live Load Defi. 111,598 (0.168") 22.5% n/a 5 10-05-11 (800)232-0788 before installation.&üiBC Total Neg. Defi. 11999 (-0.001") n/a n/a 2 23-07-03 CALC®, BC FRAMER®, AJSTM, Max Defi. 0.25" 25% n/a .2 10-05-02 ALLJOIST®, BC RIM BOARD, BCI®, BOISE GLULAMTm, SIMPLE FRAMING Span / Depth 19.2 n/a n/a 0 00-00-00 SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS® ,VERSA-RIM®, % Allow % Allow VERSASTRAND®, VERSA-STUDS are Bearing Supports Dim. (Lx W) Value Support Member Material trademarks of Boise Cascade Wood BO Wall/Plate 2-1/2" x 4-5/8" 560 lbs n/a 20.7% Unspecified Products L.L.C. BI Wall/Plate 5-1/2" x 4-5/8" 3,038 lbs n/a 51.9% Unspecified B2 Hanger 2" x4-5/8" 1,329 lbs n/a 52.6% Hanger B2 Hanger Uplift 2" x 4-5/8" 1,329 lbs n/a n/a Hanger Cautions Uplift of -397 lbs found at span 2 - Right. Notes Design meets Code minimum (11240) Total load deflection criteria. Design meets Code minimum (11360) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 0• MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. .fr OF____________________ CALCULATED BY_ DATE CHECKED BY_______________________ DATE__________________ SCALE LEVEL: FLOOR MEMBERS: LABEL: FB - I SPAN=--j -FT. . 09 UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) w;= pc .t.i./i-t PU- D,V6Lp) ado !... . W2 = 16 ff . f.. Itit, PL.F (l)t'. .iiI1.L- P1 = I P2. = . RL _lbs RR CO lbs VMAX = ( in lbs E =IIDD ksi I. . Mx= 2._6(_0 _ft-lbs IREQ'D USE b' 114 L,LP WA: ALT: ALT: GRADE: __C:______ n. RL= lbs RR= __________lbs VrviAx= _lbs E =ksi MMAX= _ft-lbs IREQ'D = in4 LABEL: SPAN=____ UNIFORM LOAD...... POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) Wi = w2 = Pl= P2 = USE: GRADE: _:C:_______ ALT: GRADE: . C:______ LABEL: ________ SPAN= FT. UNIFORM LOAD POINT LOAD (CENTERED) O CUSTOM WADING (SEE DIAGRAM) w1= W2 = P1 = P2 = USE: -GRADE: C: ALT: GRADE: _C:_______ lbs RR= _________lbs Vx= IN E=_ksi MMLx ft-lbs IREQ'D 0 PRODUCT O7 Project Title: Wilkinson Casita Engineer: VR Project Descr: Sheet _of Project ID: 17012 Printed: 2 FEB 2017, 6:03PM Wood Beam File F:lprojectsl2011\17012-Wilkinson Casita-Wilkinson03-Engineenng1CalcTemplateswilkinson casila.ec6 ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver.6.15.4.30 I Description: FH-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0ksi Fc - Pril 3,000.0 psi Eminbend - xx I ,036.83ks1 Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 3100 Fv 285.0 psi Ft 2,100.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.302) L00.336) 0(0.144) 5.5x12 Span = 16.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0. 1440, Tributary Width = 1.0 ft. (wall) Uniform Load: 0 = 0.3020, Lr = 0.3360, Tributary Width = 1.0 ft. (root) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.601: 1 Section used for this span 5.5x12 fb Actual = 2,330.58psi FB : Allowable = 3,875.00psi Load Combination +04.r+H Location of maximum on span = 8.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.358: 1 Section used for this span 5,5x12 fv : Actual = 127.59 psi Fv : Allowable = 356.25 psi Load Combination +04.r+H Location of maximum on span = 15.007 ft Span # where maximum occurs = Span #1 610 0 <360 255 0 <240 Max Downward Transient Deflection 0.315 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.750 in Ratio = Max Upward Total Deflection 0.000 in Ratio Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fv F'v 0.00 0.00 0.00 0.00 Length =16.oft 1 0.485 0.289 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 2790.00 3.26 74.08 256.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.436 0.260 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 3100.00 3.26 74.08 285.00 .D*lr4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.601 0.358 1.25 1.000 1.00 1.00 1.00 1.00 1.00 25.64 2,330.58 3875.00 5.61 127.59 356.25 40+541 . 1.000 1.0 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 it 1 0.380 0.226 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 3565.00 3,26 74.08 327.75 'O+0.750Lr40.750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.538 0.321 1.25 1.000 1.00 1.00 1.00 1.00 1.00 22.95 2,086.21 3875.00 5.03 114.21 356.25 Project Title: Wilkinson Casita Engineer: VR Project Descr: Sheet 24 Project ID: 17012 Punted: 2 FEB 2017, 6,,03PM I Wood Beam File F:ProjecIsl2O1717012-WlIkinsoe Casita-Wlkins 03-EngineengCalc Templatestw0kinson casitaec6 ENERCALC. INC. 1983-2015, Build:6.15.1O.6, Ver.6.15.4.30 Description : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb Pb V Iv F'v 100.750L40.750S*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.380 0.226 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 3565.00 3.26 74.08 327.75 4040.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.273 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 AN 1,353.12 4960.00 3.26 74.08 456.00 4040.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.273 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 4960.00 3.26 74.08 456.00 4090.750Lr40.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 16.0ft 1 0.421 0.250 1.60 1,000 1.00 1.00 1.00 1.00 1.00 22.95 2,086.21 4960.00 5.03 114.21 456.00 #0+0.750L40,750S90,450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.273 0.162 1.60 1,000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 4960.00 3.26 74.08 456.00 +040.750L40.750S40.5250E'H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.273 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.88 1,353.12 4960.00 3.26 74.08 456.00 40.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.164 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.93 811.87 4960.00 1.96 44.45 456.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.164 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.93 811.87 4960.00 1.96 44.45 456.00 Overall Maximum Deflections ___________ Load Combination Span Max. - Defi Location in Span Load Combination Max. "+ Defi Location in Span +D+Lr+H 1 0.7501 8.058 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS - Load Combination Support I Support 2 Overall MAXimum 6.409 6.409 Overall MiNimum 2.233 2.233 '041 3.721 3.721 404141 3321 3.721 4041rfH 6.409 6.409 3.721 3.721 4040.750Lr+O.750L#H 5.737 5.737 *040.750L40.750S'+l 3.721 3.721 iD40.60W4H 3.721 3.721 +040.70E+H 3.721 3.721 40+0.750Lr40.750L90.450W41 5.737 5.737 .040.750L40.750S40.450W41 3.721 3.721 +040.750L#0.750S40.5250E+H 3.721 3.721 +0.600.0.60W40.6011 2.233 2.233 40.60D40.70E40.60H 2.233 2.233 D Only 3721 3.721 Lr Only 2.688 2.688 L Only S Only WOnly E Only II Only Mike Surprenant & Associates Consulting Structural Engineers Job Sheet No. of____________ Calculated by __________ Date Checked by Date WIND DESIGN Main Wind Force Resisting System: Method Used = Analytical Procedure Maximum Building Height (z) = 30 feet Design Wind Speed =_110_ mph (110 mph for California) I (i= 0.85 1= 1.00 Exposure Category =1_BI (per ASCE-7, 6.5.6.3) K= 0.70 K,= 1.00 G= 0.85 Gc1 = .0.18 Cp = 0.80 and -0.5 (windward and leeward walls) 1B.45 pat P = _12.741p5f (Note: Reduced by factor of 1.6 for AS Design) CHOSEN EXPOSURE = Exposure a I £g a BA O B c I E AJ B 7.0 1200 0.14 0.84 0.25 0.45 0.30 320 0.33 3óI C 9.5 900 0.11 1.00 0.15 0.65 0.20 1 500 1 0.20 15 D 11.5 700 0.09 1.07 0.11 0.80 0.15 1 650 1 0.13 1 7 SEISMIC DESIGN Method used _= Equivalent Lateral Force Procedure Occupancy Category = 2 R=I6.5_I 1=1.0 Site Class = D S8=1.111 _9 Si = 0.427 _g Seismic Design Category (SOS) D Seismic Design Category (SDI) = D T0.26 sec Cs = 0.12 = 0.27 Csatn = 0.01 CIO.12O_I (1,2,3,4) (Residential = 2) (6.5 for wood shear walls) (Residential = 1.0) (A,B,C,D,E) (0.2 sec) Fa = 1.058 SDS = 0.782 g (1 sec) F = 1.573 SDI = 0.448 9 (Use the worst case seismic design category) P =1_1.3] C==> V =__0.112IWx (Cct*p)1NxI1.4 JOB MIKE SURPRENANT .3 OF IL I & ASSOCIATES SHEET NO. Consulting Structural Engineers CALCULATED BY_____________________ DATE CHECKED BY_________________________ DATE SCALE 74 455751 23455 15 I 3 a 45544724.754:5 34.51' W (DEAD LOADS) (SEISMIC) ROOF WEIGHT Diaphragni=: ____ Exterior Wall Weigh 16 P C)f to t FT_____ T t = , 4 Vb LBS Interior Wall Weight = I 6. Fri3/2..__FT 7.1 /0 LBS Total Weight (Tributary to Dmphragm) = 6 ................. __LBS FLOOR WEIGHT Diaphragm= 0 _pr.r _- ,.96Q LBS 2 2 EltenorWatl WeighP I ____t6f2.____+____1_______ af. ' LBS Intenor Wall Weight _ ____________ LBS Total Weight (Tributary to Diaphragm) 43_i4s% ____LBS FLOOR WEIGHT Diaphragm =___________ Extenor Wall Weight = LBS Interior Wall Weight = LBS Total Weight (Tributary to Diaphragm) = LBS TOTALDEADLOAD,Wt BASE SHEAR,V= 0_1(2_____+410%Ad6n'IFOS) Wt _ LBS UNIT SHEAR, v = V I Area (Applies to single level structures only) =... PSF 0 PRODUCT207 a- i — JOB MIKE SURPRENANT OF & ASSOCIATES SHEET NO. '-'i _L Consulting Structural Engineers CALCULATED BY___________________ DATE_________________ CHECKED BY_________________________ DATE___________________ SCALE 2315578 lS:1a54; 5 2345475173 7J:334"4 C 73.12C • S 13.1 LATERAL LOAD )ISTRIBUTION DIAPHRAGM Wx h wh W.__ F= ____ wi. A v=(F/A) LEVEL (k) (ft) (k-It) Wi!:hj (ibs) (psi) ROOF 24 1% L:2i.2 0-6-S4(50 6.014 FLOOR I.S 25.2. . 42 .... z 6 2 100 . I t3'6t: . IDS SHEARWALL DESIGN LATERAL LOADSI wThl) LOAD = . PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vi) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM A.= _1-30 (ft2) N-S: :WIND:. P 12 ,11, (psi) x 10 (ft) = I (pit) :SEISMIC: v G.0(i (pst)x 29 (It) = 17-5 (pit) CI5MIC GOVERNS WIND: . P I :t(1 (ps.t)x 10 (It) = lif 611) SEISMIC: v :p (psf)x 29 (It) = tTh (ph) Ii4fl( GOVERNS 11 LEVEL DIAPHRAGM: A= N-S: WIND: P 11 ,v, (psi) x 9 t (ft) = 0 1 (pit) SEISMIC: v 4.!i (pst)x 9 1 (It) = li;/ (pit) bul iuri GOVERNS c(j)uLE1W/l E-W: WIND: P t2 .4 (pst) x 9 11 (It) = SEISMIC: v 1.2l (psf)x .(ft) = Oi (pit) . _W 1,115____ GOVERNS kIflL. (UHU(ATI\4..Ly LEVEL DIAPHRAGM: A = (It2) N-S: WIND: P _______(pst) x • (ft). = ______(pit) SEISMIC: v (psi) x (It) = ______(pit) ____________ GOVERNS E-W: WIND: P (pst) x • (ft) = . (p11) SEISMIC: v (psi) x _______(ft) = _______(pit) ____________ GOVERNS n. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. 121 —OF_t CALCULATED BY________________________ DATE_____________________ CHECKED BY_________________________ DATE___________________ SCALE SHEARWALL DESIGN ''° Story Shearwalls lJf Direction . Unit Lateral Load,v = 6.O1 psf Gridline A Tributary A±ea (This Level ): . G 2.6 (9.b/1). ' sq.ft. Lateral Load (This Level): . 0I :1 22.16 . Lbs Lateral Load (Level Above:.................. Lbs Total Load (All Levels), F= 22t(, Lbs Shearwall(s) Length, L 9 .ç ft. Unit Wall Shear, v = F/L = . 1 Of Sheárwall Type: 60 LI- .QX- Overturning: L = ft. _./Okay.by Inspection Uplift = . Lbs Holdown Anchor Type: Gridlie Tributary Atea (This Level): 2 ., ( 2 9 -I)L2 12,2, sq. ft. Lateral Load (This Level): ( Ui' Vi 2 I .QO p Lbs Lateral Load (Level Above): . : . •.- Lbs Total Load (All Levels), F = :2005 . Lbs Shearwall(s) Length, L = + ( I ft. Unit Wall Shear, v = FJL = i ( pif . Shearwall Type: ([) I I G TZ 260 PLI- j. Overturning: L = ft. . Okay by Inspection Uplift= Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): S. ft. Lateral Load (This Level):. . .. . . .. Lbs Lateral Load (Level Above): 1 Lbs Total Load (All Levels), P = __________________Lbs Shearwall(s) Length, L ft. Unit Wall Shear, V = FJL = plf - Shearwall Type:. () . Overturning: L = ft. Okay by Inspection Uplift = . . Lbs Holdown Anchor Type: D PRflflhitTfl7 II- JOB -- MIKE SURPRENANT . Di & ASSOCIATES SHEET NO._______________ OF________________ Consulting Structural Engineers CALCULATED BY_____________________ DATE__________________ CHECKED BY________________________ DATE SCALE Gridline Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FAIL = pif Shearwall Type: () Overturning: L = ft. Uplift =________________ Holdown Anchor Type: El - Total Load (All Levels), F = ft. Okay by Inspection Lbs sq. ft. Lbs Lbs Lbs 0 PPOOIICT 207 JOB MIKE SURPRENANT ________ OF LILt & ASSOCIATES SHEET NO.___________ Consulting Structural Engineers CALCULATED BY_____________________ DATE CHECKED BY_______________________ DATE__________________ SCALE 1_ Stéry Shearwalls tJ Direction Unit Lateral Load,v = 4 .2 I psf Gridline Fk . Tributary Area (This Level):.2.21fr+if_I_290 sq.ft. Lateral Load (This Level): 1,2I2_90 ____.___...112.1_Lbs Lateral Load (Level Above): : .. C_Lbs ___. _ 2.2 Total Load(All Leè1s), F= 3 t 9 _Lbs ......................................................... ieiithL .....................••• ft....... . . . Unit Wall Shear, v = FJL = 2I plf Shearwall Type: ()I _ 2.60.PLf Overturning: .. L = ft - Qkay:by Inspection Uplift = Lbs Holdown Anchor Type: . Gridline . Tributary Area (This Level): .22.S _4i?-. _._... _ 2Q sq.ft. Lateral Load (This Level): _.21 __:_. ill _1_Lbs Lateral Load (Level Above): voo5 Lbs Total Load (All Levels),F= 1t1 2 Lbs Shearwall(s) Length, L = 4.S+ 6 __10.5 ft. Unit Wall Shear, v = F/L = 2 ) 9 p11 Shearwall Type: (J 199_ 0Pi11_2 Overturning: L = L ft ...._.Okayby Inspection Uplift = 29,9- . . . 23) 2. Lbs Holdown Anchor Type: [] 1flU222 0i Ole Gridline__________ Tributary Area (This Level): - Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = - Unit Wall Shear, v = F/L = - Shearwall Type: () Overturning: L - Uplift Holdown Anchor Type: Total Load (All Levels), F = ft. pif sq. ft. Lbs Lbs Lbs ft. - Okay by Inspection Lbs 0 PRflflUCT2fl7 JOB MIKE SURPRENANT 2 p 1 & ASSOCIATES SHEET NO. .) OF_________________ Consulting Structural Engineers CALCULATED BY___________________ DATE_________________ CHECKED BY__________________________ DATE_____________________ SCALE NO .2 Stáry Shearwalls _. Direction •. Unit Lateral Load, v = 4_1 Of Gridline : Tributary Area (This Level): I 2'i'!/2: _. _2k sq.ft. Lateral Load (This Level): _&.I i -. . .113 1. Lbs Lateral Load (Level Above): : 24 Lbs Total Load{AII Lenis),.F= _Lbs hèaIà1i(i)e g Lnti,t................. Unit Wall Shear, V = F/L = 0 _: plf Shearwall Type: (J) IO 2.69 P_fr Overturning: . L Okay by Inspection Uplift = . Lbs Holdown Anchor Type: Gridline. . . Tributary.Ania. (This Level): U_2.2../2 . _.. ......_.•._.._._. ________ sq.ft. Lateral Load (This Level): . (' Lbs Lateral Load (Level Above): . . . .2. 42. . Lbs Total Load (All Levels), F = 4?_9_Lbs Shearwall(s) Length, L _. ft. Unit Wall Shear, v = F1/L = -t 0 plf Shearwall Type: () ).40<6O PL1_i- Overturning: L __________ ft. Okay by Inspection = __________ - Uplift= 2,0 % - ii. Lbs Holdown Anchor Type: [!l I9i)C Gridline Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Total Load (All Levels), F. ft. Okay by Inspection Lbs sq. ft. Lbs Lbs Lbs Shearwall(s) Length, L = Unit Wall Shear, v=F/L = — Shearwall Type: () Overturning: L = - Uplift = ___ Holdown Anchor Type: plf D PROrIIICTPA7 JOB ..:.. MIKE SURPRENANT &ASSOCIATES SHEETNO.______________ OF___________ .5 Consulting Structural Engineers CWUL&TEDBV_________________ DATE CHECKED BY . DATE_____________________ SCALE I 5 5 1 R 4 45 0 1 1 BFILLdON T. GLY-Lv 4' .4 2O : IifL H u.iI L - - V CU() F. (4G00 i 2 LJA H . tL1wr \fA44LdWfl - -' rx 26. LB3 : T. R5'10 / L tWMJh L juin ta : = O S-51 — ' * L - .._ =. ]9cE .5,. . •,..s, .4 5, :ssá. 4. c,,5s4.' 5*.. '45 * c.11.. .1.. 5V,5: 44*: 45'.. 4';..55 44455,:s 4* *454 M. PR0DUCT27 I- JOB MIKE SURPRENANT & ASSOCIATES SHEET NO._________ OF_______________ Consulting Structural Engineers CALCULATED BY___________________ DATE_________________ CHECKED BY_______________________ DATE__________________ SCALE FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = a 0 psf (Per Design criteria) CONTINUOUS FOOTINGS . h I, MARK: j : Ftg. Width (b) = 1 ft. Depth of Ftg. (h) Wow ASBP (b) i000 .1 I,QOO pif IUSE: 12. "WIDE 12 "DEEP. WITH _- #_ MARK: CF- 2 WLtu Ftg 'Width (b)= .I).5) ft. Depth of Ftg. (h) WALj.OW = ASBP (b) =1000 I .2 I USE: 5 "WIDE x I' "DEEP. WITH # 4 TOP & BOTTOM I WmAx @ Gridline = pif USE: CF-____ WMAX @ Gridline = pif USE: CF-____ WmAx @ Gridline = _.p11 USE: CF- Wp @ Gridline if USE: CF-____ n cnfln,Irr n7 I- JOB______________________________________________________ MIKE SURPRENANT 2 Q' ic4 ii & ASSOCIATES SHEET NO. - J V OF_1 - Consulting Structural Engineers CALCULATED BY______________________ DATE___________________ CHECKED BY_________________________ DATE___________________ SCALE . CONTINUOUS FOOTINGS - MAX POST LOADS 2h (ft.) . MARK: CF-i lHC = ASBPbX2h= I,000 OOO L—M. MARK: CF-2 PmAx I -. I 1 i..n = ASBP(b)(2h). = U • • .. ) / I d V . LBS. n pRnniirrni JOB__________________________________________ MIKE SURPRENANT SHEET NO. OF_______ & ASSOCIATES _________________ Consulting Structural Engines CALCULATED BY____________________ DATE_______ CHECKEDBY_______________________ DATE__________________ SCALE SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS .PMAX h(ft.) H MARK. P-i ....... .. Prvitx = ASBP (b)2 = i.0OO C) .2 ( 00 . LBS. USE: 24" SQUARE x cii, "DEEP WiTH (2) #4 EACH WAY @ BOTTOM . I MARK: P-2 . .. P = ASBP (b)2 = 1000 2.9 6,20 LBS USE: 30".SQUAREx "DEEP WITH(3)#4 EACH WAY @BOTTOM MARK: P-3 PMAX = ASBP (b)2 = )O001 LBs. USE: 36" SQUARE xi% "DEEP W1TH(4)#4 EACH WAY @BOTTOM MARK: P-4 PMAX = ASBP (b)2 9 00 ')j . {2 2,O IBS. USE: 42" SQUARE x "DEEP WiTH (5) #4 EACH WAY @ BOTTOM. . I MARK: P-5 . PMAX = ASBP (b)2 = (000 6,000 LBS. fl PRflflflfTfl7 r JOB MIKE SURPRENANT 1r LI L II & ASSOCIATES SHEET No. fr V OF_________________ Consulting Structural Engineers CALCULATED BY...... DATE___________________ CHECKED BY_______________________ DATE SCALE 0 PRflflhIrrn7 A PPflflhIrT,fl7 -- MIKE SURPR.ENANT - & ASSOCIATES _____ Consulting Structural Engineers JOB SHEETNO.____________________ IF CALCULATED BY_ DATE CHECKED BY SCALE 3 5 I P. I i 3.1 55? 5 I 2'.150 I .1 HOLD-DOWN SCHEDULE I fl PflflhIl!Tfl7 MIKE SURPRENANT SHEET NO. 4 zf OF L ( & ASSOCIATES CALCULATED BY_____________ DATE Consulting Structural Engineers CHECKED BY__________________________ DATE SCALE 0 PRODUCT 207 9 jOB IT011 MIKE SURPEENANT _____________ I & ASSOCIATES SHEET NO L OF___________ Consulting Structural Engineers CALCULATED BY_I DATE_________________ CHECKED BY . - DATE.-. - SCALE -, .. 0 PROD1JT2O7 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers July 27;4.17 AUG 0 72017 CITY0 BJ!LoINRLSB, DIVISION 4o Bert Domingo: EsGil Corpotation 9320 chesapeake Drive, Suite 208 San Diego, California 92123 ::Ptuject 7.7 meooad Carlsb1.ad, California. 92008. In actordan.evih yøi .:.ecwe. have compaied the rooUtaniingpian, prepared by our:..office,.and The.: roof truss manufacturer's roof truss layout, prepared by Mission Ti:uss, for the above teferenced project Specifically, we were asked to venfr that the roof truss manufacturer's ttuss layout is in general conformance to the truss layout sho'en on m4-approved structural drawings trop yout (attached) generally conforms to the rooThammg plan on the approved structural drawings prepared by our office,. We realize hat.the±e.:rnay be soineitems f scussed. in. this ieiit. Therefoie, we encourage you to call with any additional questIons you may have Respectfully submitted, Jorge Z.csati Structural Designer. 9975: Be spark Avenue, Sn'. te A :S*flDI ,. Hf...i3ci. Wil. ..Fa 858} 69W5.: CAR2O (1- I(3 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 06854-17 Wilkinson ax 916/676-1909 ilkinson Casita The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission, Truss Company. Pages or sheets covered by this seal: R50243030 thru .R50243036 My license renewal date for the state of California is December 31, 2018. ,o?ESSJoN (ØONIO)4'\\ C76428 EXP. 12.'31!2018 Ox Cj Qt- 1' April 11,2017 Hernandez, Marcos 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 ANSIITPI-1, Chapter 2. Job Truss Truss Type Qly nsonCasita Ply7 21job R50243030 06854-17 101 CAL HIP 1 Reference (ootionall Mission truss, lakeside, C8 7640$ Apr 192016 MtT'ek Industries, Inc. Tue Apr 11 08:14:45 2017 Page 1 ID:my?vjRTLrtZ96uRNYCxhSHzTQ0G-lsM2Gl1eF?bzxlnlUYXM_cdvaumwkaNQa0jlnSbzRpwO -2-6-0 38-1 7-6-13 7-11-11 12-5-0 _L16-10-5 17r3.13 21-1-15 24-10-0 2740 2-6-0 3-8-1 3-10-Il 0-4-14 4-5-5 4-5-5 0.t-14 3-10-11 3-8-1 2-6-0 Scale= 1:51.1 5x8 = 558 = 4s8 - 1.5x4 II 5x8 = 3x8 3x4 1.5x4 II 4x8 = 3-8-1 7-6-13 12j-0 17-3-3 21-1-15 24-10-0 3-8-1 3-10-11 4-10-3 4-10-3 3-10-11 3-8-1 Plate Offsets (X.Y)= t9'0-0-QQjjJ f1-40.01_____...__...._________________________ LOADING (psI) SPACING- 2-0-0I CSI. DEFL In (lc) t/defl L/d f PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.59 Vert(LL) -0.09 12 >999 240 I MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.30 12-13 >993 180 BCLL 0.0 * Rep Stress lncr NO WB 0.08 Horz(TL) 0.11 8 n/a n/a BCDL 10.0_— Code 1BC201211P12007 _t !:L._ Weight: 258 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-10-70c pu,lins, except SOT CHORD 2x4 DF No.2 G 2-0-0 oc putlins (5-5-11 max.): 4-6. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2667/0-3-8,8=2667/0-3-8 Max Horz 2=-59(LC 9) FORCES. (lb) -Max. CompiMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-4516/0, 3-21=4436/8, 3-22=4598/126,4-22=-4559/149. 4-23=-4785/167. 5-23---4785/167. 5-24=4785/167.6-24=4785/167. 6-25=-4557/155, 7-25=4596/132, 7-26=444017, 8-26=-4520/0 SOT CHORD 2-14=0/4004,13-14=0/4004. 113-27-102/4224,112-27=102/4224, 12-28o73/4197, 11-28=-7314197, 10-11=013962.8-10=0/3962 WEBS 3-13-1681300, 4130/346, 4_12=61/936. 5-12=-915/202, 612=63/931 6-11=0/346, 7-11=-i 75/293 NOTES- 2-ply truss to be connected together with lOd (0.131x3*) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph: TCDL=8.4ps1: BCDL=8.opsf; tw25ft; Cat. II; Exp B: enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=i 25 plate grip DOLI.25 Provide adequate drainage to prevent water ponding. e,) .ONIO This truss has been designed for a 10.0 psI 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 will fit between the bottom chord and any other members. £ o C 76428 . A plate rating reduction of 20% has been applied for the green lumber members. ,Ce (5 This truss has been designed for a moving concentrated load of 250.01b live located at oll mid panels and at all panel points along the 3 EXP. 12/3112018 Top Chord, nonconcurrent with any other live loads. Girder carries hip end with 8-0-0 end setback. ii) 'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysts and design of this truss. ,> ClVlt_ Graphical purlin representation does not depict the size or the orientation of the punlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 727 lb down and 154 lb up at - 17-1-7, and 727 lb down and 154 lb up at 7-8-9 on top chord. The design/selection of such connection device(s) is the responsibility April 11,2017 A WARNING- Verify desIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41(11-7473 rev. 1010312015 BEFORE USE. * Design valid for use only with MiTekth connectors. This design is based only upon parameters shown, and is for a' lndwidual building component, not a truss system. Before use. the building designer must verity the applicability of design psiamehrrs and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling onindividuul truss web and/or chord members only. Additional temporary and permanent bracing MIT 91C is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbi'Pll Quality Criteria, 058-89 and BCSt Building component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22'.14. ISuite100 Truss Ply lwlklnsonCastle TOI CAL HIP I I Job Reference (ootionafl USa. lakeside, Ca 7.640s Apr 192016 MiTch Industries, Inc. Tue Apr 1108:14:45 2017 PC! ID:my?vjRTLrtZ96uRNYCxhSHzTQOG-lsM2GHeF?bzxlnlU'v)(McdvaUmwkaNQaOjln LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1.4w68, 4-6-185, 6-9-68, 151849(F29) Concentrated Loads (lb) Vert: 4=589 6u589 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE 9111-7473 rev. 10/03/2015 BEFORE USE. I — Design valid for use Only with MiTekth connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the Overall building design. Bracing indicated is to prevent buckling of individual fuss web and/or chord members only. Additional temporary and permanent bracing IlIiT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Ivan systems, see ANSIITPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lose safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Sails 108 Job Tess 1 Truss Type Wilkinson Casts - Qty 1~~Job R50243031 06854-17 TO1A CAL HIP . 1 Reference (ootionall Mission truss, lakeside, ca 7.8405 Apr 19 2018 MiTek Industries, Inc. Tue April 08:14:48 2017 Page 1 ID:my?vjRTLrtZ96uRNYCxhSHzTQOG-m2vQTdftmu5owxKh6FtD9qSim9IDJozjcNmK_1zRpwN -2-6-0 4-8-1 9-6-13 9-11 11 14-10-5 l5-33 20-1-15 24-10-0 27-4-0 2-6-0 4-8-1 4-10-11 0-4-14 4-10-10 0-414 4-10-11 4-8-1 2-6-0 Scale= 1:51.1 5x8 = 404 = 1.5x4 ii 5x8 == 3x8 = 1.5x4 II 3,c8 = 4-8-1 4-8-1 4-10-11 _ 5-8-7 4-10-11 4-8-1 Plate Offsets (XV)— 12:0-0-0.0-0-51, 14:0-4-0.0-1-31. [Z]Jii4-.PbQ1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Lid I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.08 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.22 10-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.19 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code 1BC20121TP12007 (Matrix-M) - Weight: 128 lb FTO% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.2 G 2-0-0 oc purtins (3-8-11 max.): 4-5. WEBS 20 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-ooc bracing. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-3-8.7=1267/0-3-8 Max Horz 2=-73(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1830/0,3-19=-170810, 3-20-1530/0,4-20=-1457/0,4-21=1283/0, 5-21=-1280/0, 5-22=-1427/0, r>-22=-150210.6-23=-1707/0,7-23=-1829/0 BOT CHORD 2-12=011561,11-12=0/1561, 10-11=0/1307, 9-10=0/1559, 79iv0/1559 WEBS 3-11=-388/51, 4-11=0/334,5-10=0/369, 6-10-422/47 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=8.4p; BCDL=6.opsf; h=25ft; Cat. II: Exit B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf 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 240-0 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. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OnESSiON Graphical puffin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. ONIO EXP. 12,1312018 OF C NO April 11,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MtTetc01 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 verily the applicability of design parameters and properly incorporate this design into the Overall building design. Bracing indicated is to prevent buckling orinttividual truss web and/or chord marchers Only. Additional temporary and permanent bracing IVIT k" Is atways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems, See ANStl'TPtl Quality Criteria, 08849 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. fl••_,_ Job Truss Truss Type Qty Ply Wlklnson Casita - - R50243032 06854-17 bIB CAL HIP . . 1 1 I jobMerenLopjionafl Mission truss, lakeside, ca 7.640s Apr 192018 MOck Industries, Inc. Tue April 08:14:47 2017 Page 1 2.6-0 4-8-1 4-10-11 0444 4-10-10 04-14 4-10-11 4-8-1 2-6-0 Scale = 1:51.1 5n8 \ 1.5s4 II 5s8 3s8 = 1.5s4 458 = 4-8-1 I 9-6-13 18-3-3 20-1-15 24-10-0 4-8-1 4-10-11 5-8-7 4-10-11 4-6-1 Plate Offsets ()- 0-0-00-1-11 (j0,1.1J,j13:0-4-0.0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.80 Vert(LL) -0.0613-14 >999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.24 12-13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.09 9 n/a fl/a BCDL 10.0 Code lBC2012iTPl2007 (Matrix-M) Weight: 132 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc puffins, except BOT CHORD 2x4 DF No.2 G 2-0-00c purlins (3-6-12 max.): 4-6. WEBS 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 1040-0 OC bracing. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=133210-3-8,9=1333/0-3-8 Max Horz 2=88(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=495310,3-21=4863/0, 3-22=1684/0,4-22=-1553/0,4-23=-1433/0, 23-24=-143210, 24-25=-143210, 6-25=-1431/0, 6-26=-1522/0, 8-26=-1656/0, 8-27=-1861/0. 9-27-1952/0 BOT CHORD 2-14=0/1666.13-14=0/1666,12-13=011460,11-12=0/1665, CGL11=0/1665 WEBS 3-13=-353142, 4-13=0/318, 6-12=0/356, 8_12=389/38 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASIDE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=8.4p51; BCDL=6.opsf; h=25ft; Cat. II: Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=i .25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcjrrent with any other live loads. This truss has been designed fore live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 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. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the loads. Top Chord, nonconcurrent with any other live *Semirigid including Member fixity design pitchbreaks heels* end model was used:in the analysis and of this truss. ESSIQ iVq. Q.P Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 11,2017 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED fASTEN REFERENCE PAGE WI-7473 1w. 151)312015 BEFORE USE. . Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and is for an Individual building component, not OF a truss system. Before use. the building designer mast verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling or individual tress web and/or chord members only. Additional temporary and permanent bracing II1'T k' is always required for stability and to prevent collapse wlti possible personal injury and propettydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AI.iSlITPt1 Quality Criteria, 086-89 and SCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA 22314. Suite 109 Citrus Heilduls, CA 95510 2-6-0 5-3-lb 3-7-1 2-6-0 2.6.0 3.7.1 6-3-15 2-6-0 Scale = 1:49.5 304 = SoS = 3x4 = 3x4 = 1.5x4 II 405 - MT 3x4 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. I 6-3-15 8-4-4 14-11-0 .i6-5-12 18-6-t......4 _24-10-0 6-3-15 5-0-0 1-6-12 2-0-6 6-3-15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) Ildefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.68 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.53 I Vert(TL) -0.30 10-11 >983 180 BCLL 0.0 * Rep Stress lncr YES WB 0.55 I Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 (Me tiix-M) Weight: 130 lb FT=0% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 345-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=136710-3-8,8=1367/0-3-8 Max Horz 2'-90(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-1989/0, 3221882/0, 3-23=-1669/0, 4-23=-1807/0, 424=376/16, 524=358/32, 5-25=-358/32, 6-25=-376/16. 6261607/0, 7-26=-166g/0, 727=188210, 8_27=_1989/0 BOT CHORD 2-13=0/1683.12-13=0/1683,11-12=011437, 10-11=0/1683, 8-10=0/1683 WEBS 6-11=0/473.4-12=0/473,3-12=-456/86,7-1 1 =-456/86, 46=1259/0 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87m9h; TCDL=8.4psf, BCDL=6.opsf; h=25ft; Cat. II: Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; and vertical left and right exposed; Lumber DOL=1 .25 plate grip DOLw1.25 200.01b AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 5-0-0 apart. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenL 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 Will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 'Semi-rigid pitcttbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ONJO 18 C76428 -c: April 112017 A WARNING - Ve,18, design parentetore and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MiTekB connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Id! a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling oriindlvidual buss web and/or chord members only. Additional temporary and permanent bracing 1ff k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see AN5IIWII Quality Criteria. DSB-e9 and SCSI Building Component 7777 Greenback Lane Safety lnfo,tnatlori available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alexandria, VA 22314. Suite 109 Citrus Hekthts, CA 95610 b Truss 1i'isType Qty Ply ilntlkinsonCasita T P Jo R50243034 854-17 TOlD COMMON TRUSS . 1 . Job Reference (octionall Mission truss, lakeside, on 1.640 $ Apr 192016 MiTek Industries, Inc. Tue April 08:14:50 2017 Page 1 lD:my?vjRTLrtZ96uRNYCxhSHzTQOG-ep9xJ?iNp7cDOYeSL5x9JgcRqndXEVCJX?kY7ozRpwJ 6-5-14 12-5-0 18-4-2 24-10-0 27-4-0 2-6-0 645-14 5-11-2 5-11-2 6-5-14 2-6-0 20 = Scale = 1:54.9 4x8 = 3x4 = 18 54 17 55 18 56 15 57 14 58 13 50 12 60 11 61 10 62 9 63 8 64 20 = 20 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.15 IC 0.55 Vert( LL) -0.25 2-19 >456 240 MT20 220/195 TCDL 14.0 Lumber OOL 1.15 BC 0.77 Vert(TL) -0.47 2-19 >245 180 BCLL 0.0 * Rep Stress lncr YES WB 0.62 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code lBC2012/1P12007 (Matrix) Weight: 189 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 441-3 oc putlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4DF No. 1&BLrG OTHERS 2x4 OF No. 1&81r (3 WEDGE Left: 2x4 DF No.2 -G, Right: 20 OF No.2 -6 REACTIONS. All bearings 15-3-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=-22(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 16, 15, 14, 12, Ii, 10,9, 8 except 2=-770(LC 11), 6=-722(LC 14), 13=_289(LC 14), 17=-181(LC 16), 18=262(LC 11) Max Gray All reactions 250 lb or less at joint(s) 17 except 2=1182(LC 18), 6723(LC 15), 13=1021(LC 1), 16294(LC 52), 18=299(LC 60), 15=272(LC 53), 14=277(LC 54), 12=278(LC 56), 11=276(LC 57), 10=278(LC 58), 9=273(LC 59), 8=286(LC 60) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-47=-1908/1371, 3-47=-151 1/998, 3-48=-1 102/692, 4.48678/336, 4-49=0/456, 5-49=-341/494, 5-50=-7371760, 50-51=-1075/1 108, 6-51=-i1 30/1155 BOT CHORD 2-52=_1138/1618,19-52=-472/1203.19-53=-432/578. 18-53=-3481475.18-54=-302/462, 17-54=-235/394, 17-55=-168/327, 1655=101/260, 14-57=-123/283, 1458136/342, 13-58=-263/412,13-59=-266/261,12-59=-337/33i, 12-60=-3511398,11-60w-472/465, 11-61=-536/499,10-61=-606/600,10-62=-673/667, 9-62=-740/720, 963=807l801, 863=874/868, 8-64-962/956, 6641037/1044 WEBS 413=404/288, 5-13=409/110,4-19=1041721, 319=379/123 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCOL6.Opsf; h=25f1; Cat. II; Exp B; enclosed; C-C Exterior(2) -2-6-131o0-2-12, Interior(i) 0-2-12 to 12-5-0, Exterior(2) 12-5-0 to 15-5-0; cantilever left and right exposed ; end vertical left and right exposed; 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 ANSIITPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf 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 will fit between the bottom chord and any other members, with BCDL = 10.OpsI. 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) 16, 15, 14, 12. 11. 10, 71.Ai&awmWAj" 2=770. 6=722,13=289,17=1 81. 18=262. ESSIo1 . NIOX C 7642 ce EXP. 1213112018 'f '0 1* April 11,2017 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE M&7473 m. 10/0312015 BEFORE USE. Design valid for use Only with MiTekUr connectors. This design is based only upon parameters shown, and is for an irrdiddriat building component. not Id! a truss system. Below use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MIT 91C Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN8trrplt Quality criteria. 008.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from loins Plate Institute, 218 N. Lee Street, Suite 512, Alexandria, VA 22314. Suite 109 Job Truss TTruss Type ]5t~Y vitildrisonCasita R50243034 06854-17 TOlD COMMON TRUSS 1 Job Reference (ophionsil M155100 15555. lateslan, co 7.040 s Apr is 2010 MiTeS industries, SC. iso Apr 11 09:14:51 2017 F11962 lD:my?vjRTLrtZ96uRNYCxhSHzTQ0G-6OjJw?aRk4OiDevoS0su9caAzmzySSmfU5gFzRpwl NOTES- This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2500 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-10-0 for 100.7 p11. Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not Id! 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 buckling oF individual truss web arid/or chant members only. Additional temporary and permanent bracing MTk Is always lequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANslfrPlt Quality Criteria. DSB.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helehls, CA 95610 Job Truss TTruss Type Qty Ply t0klnson Ceske i' R50243035 06654-Il 102 GABLE 1 1 Job Reference lontional) weniiio iowa, imirsion, on 1.040 $ Apr in yoro Miles industries, Inc. I ue Apr ii ue:14:$i zu1, tage 1 lD:my?vjRTLrtZ96uRNYCxhSHzT0000jJWKj?aRk40iOevoS0su9eHA6cz4USmfU5gFzRpwl -2-6-0 4-6-10 10-0-0 12-5-0 2-6-0 4-6-10 5-5-6 2-5-0 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY: HOWEVER. NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. NO PLATE NOTCHING Scale = 1:38.9 3s4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I/defl l/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.00 4 fIr 120 I MT20 220/195 TCDL 14.0 lumberoOL 1.15 BC 0.21 Vert(TL) -0.07 4-5 fIr 120 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code 1BC20121TP12007 (Matrix) Weight: 82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. except BOT CHORD 2x4 OF Noi&Btr G end verticals. WEBS 2x4 OF No.2 G Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-6:2x4 OF No.1&BtrG OTHERS 2x4OFNo.2G REACTIONS. All bearings 10-0-0. (Ib) - Max Horz 2=369(LC 5) Max Uplift Al uplift 100 lb or less at joint(s) 8 except 6=_351 (LC 14), 2=-376(1-10 11), 9=-255(LC 13) Max Gray All reactions 250 lb or less at joint(s) except 6430(LC 10), 2432(LC 26), 9376(LC 34), 7=299(LC 36), 8=272(LC 35), 10307(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-625/459,19-20=-598/440,3-20=-373/281, 3-21=-506/366,21-22=-2151250, 46401/270 BOT CHORD 2-23=-390/405,10-23=-323/319 WEBS 3-9=-353/261 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCOL=6.opsf; h=251t; Cat. II; Exp B; enclosed; C-C Corner(3) -2-6-13 to 0-5-3, Exterior(2) 0-5-3 to 12-4-3; cantilever left and light exposed; end vertical left and right exposed: Lumber 001=1.60 plate grip OOL=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 ANSIIFPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearng. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load 0120.opsf on the bottom chorcl in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ONJO fit between the bottom chord and any other members. A rating reduction 0120% has been applied for the lumber members. plate green Ii Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except 01--lb) 6=351 C76428 \ .2=376,9=255. Ce EXP. 1213112018 JI) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-0-0 for 50.0 pIt. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OFC April 11,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mu'. 1WO3fO15 BEFORE USE. • Design valid for use only with MiTekB 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 properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always requIred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANstrrPll Quality Criteria, DSe.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AlexandrIa, VA 22314. Suite 109 - Job Truss Truss Type Qty Ply Wlki050n Casks I R50243038 06854-17 T02A MONOPITCH TRUSS 1 1 I Job Reference lootionall Mission buss, lakeside, Ca 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue April 08:14:52 2017 Page 1 lD:my?vjRTLrtZ96uRNYCxhSHzTQOG-bCHikgkeLksxesorSW_d05iplaPbi(c?JDfChzRpwH 2-6-0 5-1-10 4-10-6 2-5-0 Scale= 1:38.6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 I CSI. DEFL in (lc) Well L/d Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.07 2-7 >999 240 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.09 6-7 >999 180 Rep Stress lncr YES WE 0.19 L Horz(TL) 0.01 6 n/a n/a Code 1BC2012/TPI2007 (Matrix) PLATES GRIP MT20 220/195 Weight: 55 lb F120% ________ LUMBER- BRACING- TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 DF No.1&Btr-G REACTIONS. (lb/size) 6=588/0-5-8, 2=619/058 Max Horz 2262(LC 5) Max Uplift6=131(LC 5), 2_71(LC 4) Max Grav6=614(LC 10), 2619(LC 1) FORCES. (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-521/0.3-8=-471/0,4-6=394/165 BOT CHORD 2-11 =46/410, 711=46/410, 712=46/410, 6-12=-46/410 WEBS 3-6=-475/13, 3-7=0/354 NOTES- Wind: ASCE 7-10: Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf: BCDLnr6.opsf; h=25ft; Cat. II: Exp B; enclosed; C-C Exterior(2) -2-6-13 to 0-2-12, Interior(l) 0-2-12 to 12-4-3; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL"1.60 This truss has been designed for a 10.0 psf 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) 2 except (#--lb) 6=131. This truss has been designed for a moving concentrated toad of 250.otb live located at all mid panels and at all panel points along the -f ESSIO/V Top Chord and Bottom Chord, nonconcun'ent with any other live loads. *Semingid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ON 76 28 jEXP. 31,2018 J,7 April 11,2017 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1W0312015 BEFORE USE. Design valid for use only with MtTek8i connectors. This design is based only upon parameters shown, and is for an individual building component, not OF a truss system. Before use, the building designer must verify the applicability ordesign parameters and property incorporate 11115 design into the overall building design. Bracing indicated is to prevent buckling 01 individual truss web and/or chord members only. Additional temporary and permanent bracing MT k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANslrTP11 Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Len Street, Suite 512, Alexandria. VA 22314. . its 109 Symbols PLATE LOCATION AND ORIENTATION - 14-1 Center plate on joint unless x, y offsets are indicated. L Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole For 4 x 2 orientation, locate plates 0- 'id' from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request. PLATE SIZE - The first dimension is the plate 4 v 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING cfl Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. I Min size shown is for crushing only Industry Standards: ANSI/TPl1: 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 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 01-2 C2-3 4 WEBS cl_a ce-i cs-e BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED!LEUERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, E8R-1352, ESR1 988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MAW MiTek 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, 8.9. diagonal or X-bracing, 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. 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 ANSl/TPI 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 tire retardant, preservative treated, or green lumber. Camber is a 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, it no ceiling is installed unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval or 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/TPI I Quality Criteria. 0 ir I 0 0. 0 I— EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Robert E. Wilkinson 2277 Cameo Road Carlsbad, California 92008 Subject: Limited Geotechnical Investigation Proposed Residential Additions 2277 Cameo Road City of Carlsbad, California 92008 Dear Mr. Wilkinson: June 7, 2017 Project No. 17-1106H5 RECEIVED AUG 07 2017 CITY OF CARLSBAD BUILDING DIVISION In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed residential improvement. Our investigation has found that the area of the proposed additions is underlain by moderately dense fill soils to a depth of approximately 5 to 6 feet below existing grade. Dense terrace deposits were underlying these soils to the explored depth of 7 feet. It is our opinion that the construction of the proposed additions is geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. çi.OF ESS, ou GE 2704 EXP.!!I1 * Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD/md cozewa thfl4ef(3 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106H5 TABLE OF CONTENTS INTRODUCTION.............................................................................................................................................. 3 SCOPEOF SERVICES......................................................................................................................................3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION........................................................................3 FIELD INVESTIGATION AND LABORATORY TESTING........................................................................4 GEOLOGY.........................................................................................................................................................4 GeologicSetting....................................................................................................................................4 SiteStratigraphy....................................................................................................................................4 SEISMICITY......................................................................................................................................................5 RegionalSeismicity...............................................................................................................................5 SeismicAnalysis...................................................................................................................................5 2016 CBC Seismic Design Criteria......................................................................................................5 Geologic Hazard Assessment................................................................................................................6 GEOTECHNICALEVALUATION..................................................................................................................7 CompressibleSoils................................................................................................................................7 ExpansiveSoils......................................................................................................................................7 Groundwater..........................................................................................................................................7 CONCLUSIONS AND RECOMMENDATIONS............................................................................................7 CLEARINGAND GRUBBING.........................................................................................................................8 EROSIONCONTROL.......................................................................................................................................8 FOUNDATIONSAND SLABS........................................................................................................................8 SETTLEMENT...................................................................................................................................................9 PRESATURATION OF SLAB SUBGRADE...................................................................................................9 TEMPORARYSLOPES....................................................................................................................................9 TRENCHBACKFILL........................................................................................................................................9 DRAINAGE......................................................................................................................................................10 FOUNDATIONPLAN REVIEW....................................................................................................................10 LIMITATIONS OF INVESTIGATION .........................................................................................................10 ADDITIONALSERVICES ............................................................................................................................11 PLATES Plate 1- Location of Exploratory Boreholes Plate 2- Summary Sheet (Exploratory Borehole Logs)......................................................................12 Plate 3 - USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS..............................................................................................13 REFERENCES.................................................................................................................................................14 2 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106H5 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for the proposed additions to the existing residence located at 2277 Cameo Road, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed improvement. SCOPE OF SERVICES The following services were provided during this investigation: Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area Subsurface exploration consisting of two (2) boreholes within the limits of the proposed area of improvement. The boreholes were logged by our Staff Geologist. O Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. Laboratory testing of samples representative of the types of soils encountered during the field investigation Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations O Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed improvement SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a nearly rectangular-shaped residential lot located on the east side of Cameo Road, in the City of Carlsbad, California. The property which encompasses an area of 10,162 square feet is occupied by a one and two-story, single-family residence. The building pad is relatively level with a descending slope on the east portion of the lot. Vegetation consisted of shrub and trees. The parcel is bordered by Cameo Road to the west, a vacant lot to the east and similar residential developments to the remaining directions. The preliminary plans prepared by Wilkinson Design Group of Carlsbad, California indicate that the proposed construction will include a second story addition to the existing garage. The addition will be wood-framed and founded on continuous and spread footings with a new slab-on-grade floor. Associated improvements will include a stairway with a floor slab, a deck, a concrete walkway and other appurtenances. 3 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-I106H5 FIELD INVESTIGATION AND LABORATORY TESTING On May 17, 2017, two (2) boreholes were excavated to a maximum depth of approximately 7 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geolo&c Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No. 5) indicates that the site is underlain by Pleistocene terrace deposits (Qt1). Site StratiEraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Fill (Oaf) Fill soils were encountered in the boreholes to a depth of approximately 5 and 6 feet below existing grade. These soils generally consisted of reddish brown, silty sand that was moist and medium dense in consistency. Terrace Deposits (OW Terrace deposits were underlying the fill soils. The material consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency. 4 ROBERTE. WiLKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106H5 SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 and 1.6 million years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Newport-Inglewood Fault located approximately 10 kilometers (6.2 miles) to the west. The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Hazard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within a 50-mile radius of the subject site. The site may be subjected to a Maximum Probable Earthquake of 7.5 Magnitude along the Newport-Inglewood Fault, with a corresponding Peak Ground Acceleration of 0.43g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.289. 2016 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the location of the Newport- Inglewood Fault Zone approximately 10 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential additions should be designed in accordance with seismic design requirements of the 2016 California Building 5 ROBERTE. WILKINSON 2277 CAMEO ROAD PROJECTNO. I7-1106H5 Code or the Structural Engineers Association of California using the following seismic design parameters: • _______ ______________________________ Site Class D Table 20.3-1/ ASCE 7, Chapter 20 Mapped Spectral Acceleration For Short Periods, 1. 108g Figure 1613.3.1(1) Ss Mapped Spectral Acceleration For a 1-Second 0.426g Figure 1613.3.1(2) Period, S Site Coefficient, Fa 1.057 Table 1613.3.3(1) Site Coefficient, F 1.574 Table 16 13.3.3(2) Adjusted Max. Considered Earthquake Spectral 1.171g Equation 16-37 Response Acceleration for Short Periods, Sms Adjusted Max. Considered Earthquake Spectral 0.671g Equation 16-38 Response Acceleration for 1-Second Period, SMI 5 Percent Damped Design Spectral Response 0.781g Equation 16-39 Acceleration for Short Periods, SDS I 5 Percent Damped Design Spectral Response 0.447g Equation 16-40 I Acceleration for 1-Second Period, SDI ___________________________________ Geologic Hazard Assessment Ground Rupture Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying bedrock materials, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed improvement or adjacent properties. Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to seiches (waves in confined bodies of water). ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106H5 GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the construction of the proposed additions is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. Based on the consistency of the existing fill soils, no remedial grading will be required. Footings for the proposed additions can be excavated into the moderately dense fill soils. The foundations may consist of reinforced continuous or spread footings with reinforced slabs. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the moderately dense fill soils and dense terrace deposits, which underlie the site. These subgrade soils will be adequate for the support of the proposed additions without any detrimental settlement. Expansive Soils An expansion index test was performed on a representative sample of the fill soils to determine volumetric change characteristics with change in moisture content. An expansion index of 3 was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The building pad is located at an elevation of approximately 300 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed additions provided the recommendations set forth are implemented during construction. 7 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106H5 CLEARING AND GRUBBING The area of the proposed improvement should be cleared of vegetation and deleterious materials. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to construction. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials. EROSION CONTROL Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. FOUNDATIONS AND SLABS Continuous and spread footings are suitable for use and should extend to a minimum depth of 18 inches for the proposed two-story and second story additions into the moderately dense fill soils. Continuous footings should be at least 15 inches in width and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 24 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. These recommendations are based on geotechnical considerations and are not intended to supersede the structural engineer requirements. New footings should be dowelled to existing footings in accordance with the structural engineer requirements. Interior and exterior floor slabs should be a minimum 4 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. 8 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106H5 Where moisture sensitive floor coverings are anticipated over the slabs, the lO-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the moderately dense fill soils as set forth in the 2016 California Building Code, Table 1806.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the type and minor thickness of the fill soils anticipated under the proposed footings and the light building loads, total and differential settlement should be within acceptable limits. PRESATURATION OF SLAB SUBGRADE Due to the granular characteristics of the subgrade soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following foundation excavation. TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backflhled and compacted. Utilities should be bedded and backfihled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECT NO. 17-1106H5 Adequate measures should be undertaken after the additions and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. As required in the 2016 California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In earth. areas, a minimum gradient of 5 percent away from the structure for a distance of at least 10 feet should be provided. If this requirement cannot be met due to site limitations, drainage can be done through a swale in accordance with Section 1804.4 of the 2016 California Building Code. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plan and details during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of 10 ROBERTE. WILKINSON 2277 CAMEO ROAD PROJECTNO. 17-1106H5 man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development Plates No. 1 through 3, Page L-1 and References are parts of this report. 11 + ai 3ey /lVZL EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE I. SANTEE, CA 92071 (619) 259.7901 Fax (619) 2511-7902 /2,17W,t 7b)/ /'/7V,V 2277 #4s ,Qi17J Ike 71 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. I7-I106H5 PLATE NO.2 SUMMARY SHEET BOREHOLE NO. 1 DEPTH SOIL DESCRIPTION Y M Surface FILL SOILS (Qaf) reddish brown, moist, medium dense, silty sand 2.5' 114.8 11.7 6.0' TERRACE DEPOSITS (Qt1) reddish brown, moist, medium dense, silty sand 7.0' bottom of borehole, no caving, no groundwater borehole backfihled 5/17/17 BOREHOLE NO.2 DEPTH SOIL DESCRIPTION Y M Surface FILL SOILS (Qaf) reddish brown, moist, medium dense, silty sand 1.5' 99 44 64 49 &G 116.6 11.2 3.0' " 66 69 46 46 114.5 10.2 5.0' TERRACE DEPOSITS (Qt1) reddish brown, moist, medium dense, silty sand 6.0' bottom of borehole, no caving, no groundwater borehole backfilled 5/17/17 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 12 ROBERTE. WILKINSON! 2277 CAMEO ROAD PROJECTNO. 17-1106115 PAGE L-1 LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: OPTIMUM MAXIMUM MOISTURE SOIL TYPE! DRY DENSITY CONTENT PROCEDURE DESCRIPTION (PCF) (%) LOCATION 1/A REDDISH BROWN SILTY SAND 129.0 9.0 BH-1 @ 2.0' EXPANSION INDEX TEST (ASTM D4829) INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(%) (PCF) INDEX LOCATION 9.8 19.1 113.6 3 BH-1 @ 2.0' PARTICLE SIZE ANALYSIS (ASTM D422) 1 - I 1/219 #16 100 100 81 88 #50 30 39 #100 16 20 #200 13 16 13 ROBERT E. WILKINSON! 2277 CAMEO ROAD PROJECT NO. 17-1106H5 REFERENCES "2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P. Kennedy and Siang S. Tan, 2008. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. 14 "A QUICK SUR VEY" IN FIND AND FLAG PROPERTY LINE 2163 Woodland Heights Gle, Escondido, Ca. 92026 Phone: (760) 525-0694 5706t@sbcglobal.net "Building Setback Location" Job No. 18-1332 June 12, 2018 Robert Wilkinson 2277 Cameo Road Carlsbad, Ca 92008 Phone: (760) 434-2152 bobwdesiQngrouD. net Subject: Surveying Services 2277 Cameo Road Carlsbad, Ca 92008 A.P.N. 167-080-18, Lot 11, Map Nb. 5328 Mr. Wilkinson, In response to your request I have prepared this letter to confirm the field work and results generated on June 12, 2018. Record and non-record monuments were recovered and found to be of the character described and fit the location shown plus or minus 0.2 tenth of a foot with the record bearings and distances shown on the above referenced Map No. 5328. I then as-built the existing fence and room addition under construction. Please refer to the Plat attached and made a part of this report labeled Exhibit "A" for a more detailed view. "A QUICK SURVEY" Page 1 of 2 CAI oi 06 '\% EXHIBIT "A" "BUILDING SETBACK' O 0 10 20 Scale 1,1= 10' RECORD Cop' STAIRWELL WALL SECOND FLOOR -... DECK OVERHANG -END OFWOOD FENCE SINGLE FAMILY RESIDENCE LOT 11 MAP NO. 5328 ROOM ADDITION UNDER CONSTRUCTION 22.. =22 , ~5'1 N 89°46'43' '.s' 11465' LOAD BEARING WALL 12.5' EXISTING WOOD FENCE LOT 10 MAP NO. 5328 NOTES: BEARINGS AND DISTANCES SHOWN ARE RECORD FROM MAP NO. 5328 = PROPERTY LINE (TYPICAL) ALL BUILDING TIE'S ARE TO THE SOUTH SIDE STUCCO WIRE MESH OF BUILDING UNDER CONSTRUCTION, NO ROOF OVERHANGS SHOWN NOT ALL HOUSE FEATURES ARE SHOWN FLAT PREPARED BY: "A QUICK SURVEY" 2163 WOODLAND HEIGHTS GLEN ESCONDIDO. CA. 92026 (760) 525-0694 5706t@sbcgtobat. net "BUILDING SETBACK' 2277 CAMEO ROAD CARLSBAD, CA, 92008 A.P.N. 167-080-18 LOT 11, MAP NO. 5328 CONTACT: JN 18-1332 ROBERT WILKINSON L:. 2277 CAMEO ROAD CARLSBAD, CA, 92008 PLS 5706 DATE (760) 434-2152 SHEET 2 OF 2 STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP ebik '20 t 1 — BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Tracking Non-Storm Water Waste Management and Materials Erosion Control Sed e t C tr I BMPs- Sediment n on 0 Control BMPs Management BMPs Pollution Control BMPs BMPs - -o .2 E CD 7E W ca U)0 Li Co CD Best Management Practice* c -a 2 - C) (BMP)Description—) W U_ a CL E _'~,E D L) L05 I . , 0 E2 . . E:.b .22 E IL 0 a.. >0 U) .2 . Cl) 0 Cl) 0 C!) w U) ci) cn c C!) n> cn U) (L ci) . C/) IL CASQA Designation - N U) 0' - F') W) CO N U) - .- co L() CO U) .1 C) I 0 0 0 Li Li Li Li Li Li Li I ci, c,, U) . Construction Activity Li Li Li Li (n C/)' U) V) V) Cl) Cl) C/) Gadin/SoilDiturbane Trènchig/Exàaatio - Stockpiling - DriUq/Borin.g . . . .- - - - . ' : .•. - - . Concrete/Asphalt Sawcutting - - - - - - - - - - - - Concrete Flatwork. - Paving - Conduit/Pipelns'tallation -...- ........... /Stucco/MortarWork .. Waste Disposal -.. - Staging/Lay Down Area - - - - - - - - - - - - - - - - - - - - - - - - - - - — Equipment Maintenance and Fueling. .. . . . . Hazardous Substance Us/Storage - Dewatering - — Site Access Across Dirt . . - Other (list): . - - - - - - - - I. 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 (407.). 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. 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. OWNER'S CERTh'JCATE:. 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 NTH 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. JEE=SEE (PRINT OAME(SIGNAThR . E-29 Page 1 of 1 PCtflVED MAY 22 2017 CITY OF cARLSøAD BUILDING DIVISION PROJECT INFORMATION Site Address: Assessor's Parcel Number: U6 00 Emergency Co ct: Name: 24 Hour Phone: '7. Construction Threat to Storm Water Quality (Check Box) D MEDIUM 0 LOW REV 02/16