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HomeMy WebLinkAbout2627 DAVIS AVE; ; CBR2018-0167; PermitBuilding Permit Finaled Residential Permit (bty of C arlsbad Print Date: 08/05/2020 Job Address: 2627 DAVIS AVE, Permit Type: BLDG-Residential Parcel #: 1552720400 Valuation: $108,160.55 Occupancy Group: #of Dwelling Units: 1 Bedrooms: 1 Bathrooms: 1.0 CARLSBAD, CA 92008-1454 Work Class: Second Dwelling Unit Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Permit No: CBR2018-0167 Status: Closed - Finaled Applied: 01/22/2018 Issued: 03/12/2018 Finaled Close Out: Inspector: CRenf Final Inspection: 08/05/2020 Project Title: Description: HAMILTON: 590 SF ADU OVER EXISTING GARAGE W/ 80 SF DECK & OUTDOOR FIREPLACE BELOW Applicant: Property Owner: TIDA HAMILTON M AND M TRUST 12-19-14 2625 DAVIS AVE 2625 DAVIS ST CARLSBAD, CA 92008-1454 CARLSBAD, CA 92008 - (858) 864-7335 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $657.95 BUILDING PLAN CHECK FEE (BLDG) . $450.62 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMQDEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.90 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 PUBLIC FACILITIES FEES - outside CFD $3,785.62 SB1473 GREEN BUILDING STATE STANDARDS FEE $5.00 STRONG MOTION-RESIDENTIAL $14.06 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $238.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $56.00 Total Fees: $5,717.25 Total Payments To Date: $5,717.25 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 yourright 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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Plan Chnk Nn-0 P42 7 fTh - n I 1 ( city of bullaing permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760.602-2719 Fax: 760-602-8558 Cdisbad email: buildlng@carlsbadca.gov www.carlsbadca.gov - - - Est. Value 10 4 Plan Ck. Deposit Date i-2.2.-1'b JOP PDRS SUITE#/SPACE#/UNIT# - 04 - oo .T/PROJECT C 1 LOT C PHASE # U OF UNITS U BEDROOMS C BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: 'Include Square Feet of Affected Area(s) c - 5t 0 q4r t U oxa €0 t Der EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE I YES D #_ NO tV AIR CONDITIONING YES a NO " I FIRE SPRINKLERS YES a NO a APP NAME (PrI rnçcfl\ S TY OWNER NAME PR2 L vLt\ov\ AD(3SS -62-S AtJQ ADDRESS 3 CITY STATF ZIP cc\ hc C CITY 0-4 STATE ZIP ôn d t-4 PNf.. - —335 I FAX I ig22.S PHONE I FAX EM \ \ EMAIL DESJPROFESSIONAL NAME. - hO1SOY- CONTRACTOR BUS. NAME ADDRESS (0 062f6 CAk-,no r1 Ai-o.p ADDRESS CITY STATE U ZIP c7oc CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL Vi STATE LIC. U STATE LIC.# - CLASS CITY 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 he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a cIvIl penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: 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. 13 I 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. 0 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 (11,100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DAGENT DATE I hereby affirm that! am exempt from Contractor's License Law for the following reason: al, 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 fo\sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). ID I, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section _____________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes '0 No I (have! have not) signed an application for a building permit for the proposed work. S I have contracted with the following person (firm) to provide the proposed construction (include name address/phone/contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone contractors' license number): the llhave irede following persons to provide the work indicated (include name/ address! phone/ type of work): - ..'PROPERTY OWNER SIGNATURE - DAGENT DATE - 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? 0 Yes Cl No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. waxm øøm I hereby affimi that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lender's Address - I certify that l have read the application and statethatthe above Information is coned and thatthe information on the plans isaccurate. I agreeto comply withall City ordinances and State laws relatingto buildingconsUuction. 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 3 stones in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become nut and volt if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is susqended or abandoned at any time after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE _j-- DATE Permit Type: BLDG-Residential Application Date: 01/22/2018 Owner: TRUST M AND M TRUST 12-19-14 Work Class: Second Dwelling Unit Issue Date: 03/12/2018 Subdivision: KNOWLES PK Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2627 DAVIS AVE IVR Number: 9024 CARLSBAD, CA 92008-1454 Scheduled Actual inspection Type Inspection No. Inspection Primary Inspector Reinspection inspection Date Start Date Status 0310612019 03/0612019 BLDG-Final nspection 085392.2019 Partial Pass Chris Renfro Reins pectionlncompte Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Final inspection pending completion of stair . Yes way handrail and deck guard rail. Need stoop lighting and exterior building watertight and completed. Need rain gutters,. BLDG-Electrical Final Yes 02I05!2020 02/05/2020 BLDG-Final Inspection 118588.2020 Partial Pass - Chris Renfro . Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final . Yes BLDG-Mechanical Final Yes BLDG-Structural Final Final inspection pending completion of stair No way handrail BLDG-Electrical Final IYes 08/05/2020 - 08/05/2020 BLDG-Final Inspection 134782.2020 Passed Chris Renfro Complete J Checklist item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final . Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, August 5, 2020 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 01/22/2018 Owner: TRUST M AND M TRUST 12-19-14 Work Class: Second Dwelling Unit Issue Date: 03/12/2018 Subdivision: KNOWLES Pk Status: Closed - Finalèd Expiration Date: 03/11/2019 Address: 2627 DAVIS AVE IVR Number: 9024 CARLSBAD, CA 92008-1454 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Need to spray foam any through No penetrations in top plate and bottom plates, add nail plates to plumbing and electrical, need to install exhaust fan in bathroom, add caulking to tears and holes in paper, need to run electrical for space heaters, arc fault circuit interruptors to Living room, bedroom, dining room electrical outlets and lighting. Finish wrapping the exterior and lathing.CaIl for reinspection when complete BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 09/06/2018 09/06I2018 BLDG-18 Exterior 069285-2018 Partial Pass Chris Renfro Reinspection Incomplete Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 069284-2018 Passed Chris Renfro - - Complete Combo(14,24,34,44) - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 • Yes Rough-Ducts-Dampers 0910712018 09/0712018 BLDG-16 Insulation 069399-2018 - Passed Chris Renfro - - - Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09110/2018 09/10/2018 BLDG-17 Interior 069483-2018 Passed Paul Burnette Complete Lath/Drywall -. •- - - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-27 Shower 069482-2018 Cancelled Paul Burnette Reinspection Incomplete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency No Wednesday, August 5, 2020 Page 2 of 3 Building Permit Inspection History Finaled (7city of Carlsbad Permit Type: BLDG-Residential Application Date: 0112212018 Owner: TRUST M AND M TRUST 12-19-14 Work Class: Second Dwelling Unit Issue Date: 03/12/2018 Subdivision: KNOWLES PK Status: Closed - Finaled Expiration Date: 03/11/2019 Address: 2627 DAVIS AVE IVR Number: 9024 CARLSBAD, CA 92008-1454 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03114I2018 03I1412018 BLDG-SW-Pre-Con 051621-2018 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/0412018 0510412018 BLDG-11 057012-2018 Passed Chris Renfro Complete FoundationlFtg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Special inspection report received for Yes epoxy hold downs BLDG-21 057013-2018 Passed Chris .Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/2512018 06/2512018 BLDG-83 Roof Sheating, 062128-2018 Passed Chris Renfro Complete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (Ok Yes to wrap) BLDG-1 5 Roof Yes Sheath ing-Reroof 09/0512018 09/05/2018 BLDG-18 Exterior 069056-2018 Failed Chris Renfro Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-84 Rough 069057.2018 Failed Chris Renfro Reinspection Incomplete Combo(14,24,34,44) Wednesday, August 5, 2020 Page 1 of 3 George Postulka Inspection Services P0 Box 503 Poway, CA 92074 (858) . 354-9918 SPECIAL INSPECTION REPORT Project: ,, /,c ( Address: 2 (2.c Jw City: A hd PermitNumber. C i) O1 -t'/ ? Plan File Number TYPE OF OBSERVATIONS: Reinforcing SteelReinforced ConcreteStructural MasonryField Welding___ Epoxy X Prestressed ConcreteShop Welding Bolting Fireproofing ___ Number of Samples: Type: MaterialslDesignMixlPsi: A - 3 to 7 6a T" Xi P c,Q 2c1)R- EU9. I- ao Date: c_/1cè Li* i'1i €i-Jni,i7/ ?c -1" A c /,1/,'r ,17')'e)(,'c14A c /1 14/ ,q 'c 4/ N ii 1-i/d )'A - //AIrl. III i' 2 ç ii /f1?4 ,L h. Z6? $ / /Y1 //, -(,.. I, /# ..f, frI A. <. / A 44 r. '--4-;14=a00',,., #/ .--/ 1, ,,.1' 4c , <14".'l .o WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN: O 7(7O TIME OUT: ______ Iispector(Prnt) Certification # ,9 '*0' W//- nspector's Signature General Contractor: i',, 13,, /c/"' Address: City: - Qt~___ - Phone: Pa ;I c ~ . 2. o' Authed Job Site Contact Signature il EsGil A SAFEbuiltCon'pany DATE: February 28, 2018 JURISDICTION: O APPLICANT El JURIS. PLAN CHECK #.: CBR2018-0167 PROJECT ADDRESS: 2625 Davis Ave SET: II PROJECT NAME: Auxiliary Dwelling Unit over Garage for Hamilton The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the aylicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by:8)Email: Mail Telephone Fax In Person REMARKS: Non-structural plans must be signed by the person respon b for their preparation. By: Abe Doliente Enclosures: EsGil 2/21/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 $ EsGil A SAFEbui1tCompany DATE: February 1, 2018 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2018-0167 SET:I PROJECT ADDRESS: 2627 Davis Ave ;d'O'J LICANT URIS. PROJECT NAME: Auxiliary Dwelling Unit over Garage for Hamilton 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Thorson Designs EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Thorson Designs Telephone #: 760-736-4565 Date contacted: t2., I (by) Email: teedtee@sbcglobal.net ,Mail TelephonelkFax In Person LII REMARKS: By: Abe Doliente Enclosures: EsGil 1/25/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 18-0167 February 1, 2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-0167 PROJECT ADDRESS: 2627 Davis Ave FLOOR AREA: ADU - 590 SF Balcony/Deck —80 SF REMARKS: JURISDICTION: Carlsbad STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: February 1, 2018 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/25/18 PLAN REVIEWER: Abe Doliente 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 CBR20 18-0167 February 1, 2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700, The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. . PLANS 1. All sheets of plans must be signed by the person responsible for their preparation. The structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures will be verified before the plans are approved. . GENERAL RESIDENTIAL REQUIREMENTS 2. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in doors. Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. The sidelight windows adjacent to door 2 must comply. . ROOFS/DECKS/BALCONIES 3. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 4. 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 CBR20 18-0167 February 1, 2018 Show the required ventilation for attics. 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. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. Section R806.3. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to V4" maximum openings. Section R806.1. . GARAGE AND CARPORTS The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. . FOUNDATION REQUIREMENTS All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Carlsbad has ruled that a stand-alone accessory dwelling unit, if under 500 square feet, may also qualify for this exception. STRUCTURAL Provide truss details J4S and J6S. These were not included in the package. Truss types HRA and HRAI were included in the package. Where do these trusses fit on the roof framing? Show the required end stud for hold down HDUI4 (6 X 6 or 4 X 8) at the ends of the shear wall along grid line 6 as called out on the hold down schedule on sheet S-3 of the plans. Show the required floor joists (2 X 10 @ 24" o.c.) as called out on sheet A4 of the structural calculations. Refer to sheet S-5 of the plans. Carlsbad CBR20 18-0167 February 1, 2018 15. Show P-5 (5-2 x 4) as called out on page C29 of the structural calculations. Refer to sheet S-5 of the plans. 16. •Show P-6 (4-2 X 4) as called out on page C30 of the structural calculations.. Refer to sheet S-5 of the plans. 17. Roof framing plan on sheet S-5 of the plans refers to detail 1A/S4. There is no detail IA on sheet S4. Please clarify. 18. Second floor framing on sheet S-5 of the plans refers to detail 7P154. There is detail 7P on sheet S4. Please clarify. . ELECTRICAL 19. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. . PLUMBING 20. 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). . RESIDENTIAL GREEN BUILDING STANDARDS Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 21. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. 22. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. 23. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Carlsbad CBR20 18-0 167 February 1, 2018 Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. . ENERGY CONSERVATION When replacing or modifying the mechanical system: If applicable. If more than 40' of new ductwork is installed in unconditioned space, HERS inspection is required for both existing and new duct sealing. Replacement of mechanical equipment (air handler, condensing unit of an air conditioner or heat pump, cooling or heating coil, or the furnace heat exchanger) requires HERS inspection. Note: The CF1 R-ALT-HVAC form may be submitted at the final inspection, it is not required at initial plan submittal. . MISCELLANEOUS 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. Carlsbad CBR2018-0167 February 1, 2018 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at EsGil. Thank you. Carlsbad CBR20 18-0167 February 1, 2018 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-0167 PREPARED BY: Abe Doliente DATE: February 1, 2018 BUILDING ADDRESS: 2627 Davis Ave BUILDING OCCUPANCY: R3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Auxiliary Dwelling Unit 590 169.50 100,005 Balcony/Deck 80 20.03 1,602 Air Conditioning 590 5.39 3,180 Fire Sprinklers TOTAL VALUE 104,788 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: P,1 Complete Review D Structural Only I $643.811 I $418.481 E Repetitive Fee Repeats E Other El Hourly Hr. @ * EsGil Fee I $366.97 Comments: . Sheet 1 of 1 DUNN SAVO IE INC. 908 G. CLEVELAND ST STRUCTURATNGINEERING OCEANSIDE, CA 92054 760.966.6355 Ph. 760.968.8360 FX. 09I1URFDS1.130M EMAIL STRUCTURAL CALCULATIONS FOR Hamilton Residence 2625 Davis Ave Carlsbad, CA 92008 (DSI JOB NO. 17-201.00) (Client: Mr. & Mrs. Hamilton) FEBRUARY 13, 2018 TABLE OF CONTENTS ITEM DESIGN CRITERIA DESIGN LOADS KEY PLAN LATERAL ANALYSIS LATERAL DESIGN PAGE Al A2 A3-A4 B1-B5 B6-B15 indation desigr on page D1-D3 and fdtn pin are revised to match: 4ft sqr at det 19/53 & l'-8" wide at det 16/53. Please refer to the revised foundation plan C/S-2, corner post size revised to 4x8. Please refer to the revised 2d floor framing plan A/S-2 and calculation page C6, C16-C18, Deck joist and beam sizes have been revised. 15&16. Please refer to the revised calculation page C29 & C30, post sizes have been revised to match 4x6 per pin. 17 detail reference revised to 1/S4 18 detail reference revised to 7/S4 DUNN GAVDIE INC. JOB Ham iltm Residence STRUCTURAL ENGINEERING SHEET NO. OF 9013 S. CLEVELAND ST. CALCULATED BY AK DATE 10/17 OCEANSIDE, CA. 92054 CHECKED BY DATE PH: (760) 966-6355 SCALE .IOB# 17201.00 FAX: (760) 966-6360 2015 International Building Code (IBC) 2016 California Building Code (CBC) X. Seismic Design Category: D SOS = 0.795 le = 1.00 S01 = 0.457 Fa= 1.0 R= 6.50 Fv= 1.56 flo= 3.00 T = 0.200 Cd = 4.00 sec Seismic Base Shear: V = 1.OE = 0.122 *W (Strength Design) V = 0.7E = 0.086 *W (ASD) Vw!p=1.3= 0.111 IN ASD Seismic Design Force WIND: Basic Wind Speed = 110 MPH (3-sec Gust) Exposure= C WOOD: NDS 2015 CONCRETE: ACI 318-14 MASONRY: MSJC 2013 STEEL: AISC 14TH EDITION ALLOWABLE SOIL PRESSURE FOR D+L CLASS 5 SOILS PER CBC.TABLE 18062 LATERAL BEARING PRESSURE COHESION SHORT TERM INCREASE *To avoid soil report 1000* PSF 100 PSF/FT 130 PSF 1.33 DUNN SAVOIE INC. JOB Hamilton Residence STRUCTURAL ENGINEERING SHEET NO. 905 S. CLEVELAND ST. CALCULATED BY AK DATE 10/17 OCEANSIDE, CA. 92 054 CHECKED BY DATE PH: (760) 966-6255 FAX: (760) 966-8260 SCALE JOB# 17-201.00 DESIGN LOADS - x slope Roof - factor Above Floor Patio Balcony _____ DEAD LOADS (Dsf) 1.035 Asphalt Comp-Shingle 4.5 4.7 _ 5/8" Plywood 2.0 2.1 T Truss @24"o-c- 2.8 2.9 nsul 1.0 5/8" Gyp B (Ceiling) _2!._ ME&P 1.0 Miscellaneous i I Dead Loadi 16.0 Live Load 20.0 DEAD LOADS (psf) I (psf) (psf) Flooring 4 4 - Decking - - 3.5 3/4" Plywood 2.5 2.5 2.5 FJ@16" o.c. 2.7 2.7 - 2xDeck joist@16" o.c. - - 2.2 Insul 1.0 1.0 - 5/8" Gyp B(Ceiling) 2.8 - - Stucco - 10.0 10.0 ME&P 1.0 1.0 1.0 Miscellaneous 1.0 1.8 1.8 I DeadLoad 15.0 23.0 21.0 Live Loadl 40.0 40.0 60.0 WALLS Wood Interior Exterior DEADLOADS (Ps?) (Ps?) 10.0 Woodsiding 5/8" Gyp 5.6 2.8 1/2"Gyp 1/2" Plywood 1.5 2x4@16"O.c. 1.1 1.1 2x6©_16"o.c. 81,CMU BattInsulation 0.8 Miscellaneous 1.3 0.8- X DeadLoadsi8.0 17.0 (E) b. E.N. (2) SIDES 2H oo; FQMG PIN SCALE: 1/4I'-Ø IA ic Ci j P-i Lel [0] Acf I4ii8T_ - ECCQ1.I-4 F-3 2nd FLR PRMG OVER It FLR PI..A1'4 BC&E 1/4.I-0 PA () P P P 4X4 FM&W MT-T!, STORE p.oFrG rel 4JJJLLULJL 1 Es 2 EM IV N CCNI COC FIG. TP >42Z 4 - CAR G4.LGE 0 OST _ F-'1- 3-0 SOQ OP / FIG L8POER I El FIG (CTR !.D4OER POST) (E)FT- I\ '—L. /FT W4 (E)FTG 76 UN—DER -4. U4 PCST ESt.TIFTG FOUNDATION PLAN ec4LE v4,.i,.dv WOlD )iDI1. TO POE JOB TITLE Hamilton Residence JOB NO. SHEET NO._______ CALCULATED By AK DATE 10t30I17 CHECKED BY DATE________ Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 0.89 h= 19.0 ft GCPi +1-0.18 Base pressure NO = 23.5 psI ridge ht = 21.0 ft G = 0.85 Roof Angle (8) = 18.4 deg L= 32.3 ft qi = qh Roof tributary area - (h12)L: 306 SF B = 23.8 ft (hI2)B: 226 sf Ultimate Wind Surface Pressures fosfl Surface Wind Normal to Ridge BR. = 0.74 hIL = 0.80 Wind Parallel to Ridge L/B = 1.36 hIL = 0.59 Cp qhGC wF+rGC W/-qhGCpi Dist.* Cp qhGC wi +q1GC, W/ -qhGGpj Windward Wall (WW) 0.80 16.0 see table below 0.80 16.0 see table below Leeward Wall (LW) -0.50 -10.0 -14.2 -5.8 -0.43 -8.6 -12.8 -4.3 Side Wall (SW) -0.70 -14.0 -18.2 -9.7 -0.70 -14.0 -18.2 -9.7 Leeward Roof (LR) -0.59 -11.7 -16.0 -7.5 Included in windward roof Windward Roof neg press. -0.67 -13.5 -17.7 -9.2 0 to h/2 0.95 -18.9 -23.1 -14.7 Windward Roof pos press. -0.13 -2.6 -6.8 1.6 h12 to h -0.86 -17.3 -21.5 -13.0 h to 2h -0.54 -10.7 -14.9 -6.5 nU[uzOi1LI aisiance from winowara ooge Combined WW + LW Windward Wall Norma! Parallel qGC wI+q1GC w/-qhGC I to Ridge I to Ridge 15.2 11.0 19.4 25.2 23.8 15.7 11.5 19.9 25.7 24.3 16.3 12.1 20.5 26.3 24.9 z KzI Kzt 17.5 ft 0.88 1.00 ridge = 21.0 ft 0.91 1.00 NOTE: See figure in ASCE7 for the application of fUll and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z <z Kzt Iqp(psf 0.0 ft 0.85° 1.00, 0.0 Windward parapet: 0.0 psI (GCpn = +11.5) Leeward parapet: 0.0 psI (GCpn = -1.0) Windward roof overhangs (add to windward roof pressure) 16.0 psI (upward) Table 20-3-1, Default = D (24° to 50°) (-125° to -65°) SMS= 1.193 g SMI 0.685 g SDS 0.795 g SDI= 0.457 g DUNN SAVDIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-8360 JOB ilan-tun SHEETNO. OF .CULATED By AK DATE CHECKED BY DATE SCALE 17 1SESIMIC ANALYSIS 1 Light-frame walls sheathed with wood structural panels rated for shear resistance Therefore, per 2015 IBC, for the entire structure, R= 6.50 o= 3.00 Cd= 4.00 Per IBC 2012, ASCE 7-10 Chapter 11, 12,13 Seismic Design Criteria Soil Site Class 0 Input the coordinate of project Latitude 33.16651 Longitude -117.3461 From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss = 1.144 g Fa = 1.043 S1 = 0.439 g Fv= 1.560 Use the seismic oarameters from Method 2 to supercede those from Method 1. Seiemic Design Category (SDC) Determination Risk Category of Building II Seismic Design Category for 0.lsec D Seismic Design Category for 1.0sec D SI = 0.439 <0.75g Therefore. SDC = D Equivalent lateral force procedure To Determine Period C1 = 0.02 x 0.75 Building ht. H= 21.5 ft C,, = 1.4 for S0, of 0.457g Table 1.5-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply! Section 12.8 Table 12.8-2 Table12.8-1 Approx Fundamental period, T5 = Ct(hn)X = 0.200 TL = 8 Sec Figure 22-15 Calculated Tshall not exceed :5 Cu.Ta = 0.280 Use T = 0.200 sec. Per Section 11.6 T:5 0.8Ts = 0.8 SD1/SDS = 0.460 sec. OK! Is Structure Regular &:5 5 stories? Yes Section 12.8.1.3 Response Spectral Acc.( 0.2 sec) S = 1.50g 10 F = 1.00 @ 5% Damped Design SDS = %(Fa.Ss) =0.010g (11.4-3) Response Modification Coef. R = 6.5 Table-12.2-1 Over Strength Factor Q.,, = 3.0 Importance factor I = 1.00 Table 11.5-1 Seismic Base Shear V = C W C8= SDS =0.122 (12.8-2) or need not to exceed, C =SDI = 0.352 For T:5 TL (12.8-3) (R/1).T or C = SDITL N/A For T> TL (12.8-4) C shall not be less than = 0.01 (12.8-5) Min C = 0.5S11/R N/A For S1 ~t 0.6g (12.8-6) Use C. 0.122 Design' Base Shear V= 0.122W x 0.7 (ASD) x 1.3 (r) = 0.111 W DUNN SAVOIE INC. JOB Hamilton Residence II i STRUCTURAL ENGINEERING SHEET NO. 39013 S. CLEVELAND ST. OF OCEANSIDE CA 92054 CALCULATED BY AK DATE 10/17 I I PH: (760) 966-6355 ) CHECKED BY DATE - FAX: 1760) 966-6360 SCALE JOB# 17-201.00 LRFD ____ ASD Normal Parallel Normal . Parallel CODE: ASCE 7-10 to Ridge to Ridge to Ridge to Ridge 0 to 15' 25.2 23.8 15.1 14.3 Exposure C 17.5 25.7 24.3 15.4 14.6 Wind Speed (mph) 110 21 26.3 1 24.9 15.8 14.9 Roof Pitch 3:12 ISTFL 9.33___ 2ND FL 8 Total Pitch (ft) 3.3 TOTAL FORCE Overhang (ft) 1.5 A-C Wind Force Roof Total (lb) Length (ft) Area (ft) Force (lb) I Trib Height I Load (PLF) B-F 32 1 232 36611 7.25 114 Total (lb) 32.00 232 3661 1 A - C Wind Force.2nd Floor Total (I b) Length (ft) Area (ft) Force (lb) Trib Height Load (PLF) A-D. 21.5 186 2817 8.67 131 0-F 12.5 108 1638 8.67 131 - Total (lb) 34.00 295 4455 1 -2 Wind Force Roof Total (lb) Length (ft) Area (ft) Force (lb) Trib Height Load (PLF) 1-2* 3.75 27 429 7.25 114 2-6 19.75 143 2259 7.25 114 Total (lb) 23.50 170 2689 1-2 Wind Force 2nd Floor Total (Ib) Length (ft) Area (ft) Force (lb) Trib Height Load (PLF) 12* 3.75 32 491 8.67 131 2-6 19.75 171 2588 8.67 131 Total (lb) 23.50 204 3079 DUNN SAVOIE INC. JOB Hamilton Residence STRUCTURAL ENGINEERING SHEETNO 900 S. CLEVELAND ST. OF CA. 92054 CALCULATED BY AK -DATE DATE 10/17 PH: 11601 966-6255 FAX: (760) 966-6360 CECKED BY DATE scs _ .ioa# 17-201.00 QgIGN CRITERIA CODE: 2015 International Building Code (IBC) 2016 California Building Code (CBC) SEISMIC: Loads (lb) Dimensions (*) Roof 16 RL 1ST FL 8 Floor 15 FL 2ND FL 8 Floor Above Patio 23 FL ' - 0 Balcony 21 BL Roof Parapet o Parapet 0 Exterior Wall W/ Stone 17 EXt Total Pitch 3.3 - - Overhang 1.5 Interior Wall 8 Int A-C IVsEIs = 0.111 W ITotal Weight = 46684 lbs ITotal Seismic = 5182 lbs 1-2 IVSEIS = 0.111 W ITotal Weight = 46140 lbs ITotal Seismic = 5122 lbs BUILDING WEIGHT (lb) A-F __ _____ - - - WALL ____ GL FL FL P BL - Ext - - Int Weight H - WH F% Seismic B RLJ 34 4 - - 1889 0.10 302 B-F 695 297 - - 16173 0.82 2585 Roof 30 70 1670 0.08 267 TOTAL 759 0 0 0 446 0 1 0 0 217 335444 0.61 3154 A 34 - 3232 0.12 243 A-D 425 - 1 12217 0.45 919 D - 105 1785 - 0.07 134 2nd FL D-F 202 78 - 100 - t 7984 - 0.30 601 F - 102 I 0.06 130 TOTAL 34 202 0 - 0 26952 80 215617 0.39 1_2028 TOTAL f425 J_ _____ ± 1± 46684 551061 1.00 j 5182 1-2 ____ WALL ____ GL RL BL - Ext - .- ii ht W H F% Seismic 1* 17 32 - - - 808 0.04 129 1-2 41 30 - - 1170 _4 0.06 186 2 36 - 96 2208 0.11 352 Roof 2-6 632 - 210 13680 0.69 2179 6 34 - 78 - - - 1866 0.09 297 TOTAL 759 0 0 0 0 446 0 1 0 1 0 19732 335444 0.61 3142 1 544 0.02 41 1.2* 30 - - 30 - - - 1200 0.05 90 2 174 - - 2958 0.11 222 2nd FL 2'-6 34 425 172 78 - 369 - - - 18782 0.71 1408 6 1 172 2924 __ 0.11 219 TOTAL 34 425 0777 I-.-1 26408 _____ ____ _____ _____ 2112651 ____ 0.39 _1.00 1979 TOTAL 1 5122 DUNN SAVOIE INC. STRUCTURAL ENGINEERING 905 S. CLEVELAND ST. DCEANSIDE• CA. 92054 P14: (750) 966-6355 FAX: (780) 958-6360 JOB Hamilton Residence SHEET NO. IFIS OF CALCULATED BY AK DATE 10/17 CHECKED BY DATE SCALE - JOB# 17-201.00 B 1830 I 1830 1830 D I 2227 2227 2398 F 1830 I 819 2649 1830 2649 Total 3661 [ 0 4455 5466 1 3661 1 1 8115 Loads to Lines (Seismic) A-C B 1 1595 D F 1560 1595 1 1595 894 894 431 1 1990 1560 1042 1990 ILoads to Lines (Wind) 1-2 I 6 1130 1294 2424 1130 1 2424 r Total 2689 0 3079 5767 2689 1 5767 ILoads to Lines (Seismic), 1-6 6 1 1386 1 1 923 1 2309 1 1386 1 1 2309 Total 1 3142 1 0 1 1979 1 5122 1 3142 1 1 5122 Controlin9 Loads Direction W-E ROOF Seismic 2nd FL Seis/Wind ment DUNN SAVOIE INC. jos Hamilton Residence 5TRUCTURAL ENGINEERING SKEET NO. OF :01 905 S. CLEVELAND ST. CALCULATED BY AK DATE 10/17 OCEANSIDE, CA. 92054 CIIECKEOBY DATE PH: (760) 966-8355 SCALE Job 17-201.00 FAX: (780) 966-6360 SHEAR WALL DESIGN SEISMIC 'ALL STRAPS! HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY" SIMPSON" LOAD LINE: B TOTAL FORCE 1595 # LEVEL: ROOF TOTAL d HEIGHT RATIO <2 V(seg.) SEG. COMMENT Mot WALL AXIAL T T Ti HOLD T L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered BI 20 19.5 9 0.5 YES-OK 1595 14352 2700 .320 . 1083 0 1083 LTT19 1608 2.5 1051 20.00 1595 vi= 80, plf Vi = 80pIf SDs 0.795 IRREGULARITIES:N 25% Increase in the design force led NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqlred for irreqularity I EN BN FN I vu=v,x1.4 I 6 6 12 CONNECTOR= 16d NAIL I vn = 280 plf I SPACING= 6 in Vail = 280 plf OK I 282 vR= 451 pIt OK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 06" O.C.; yR = 451 pIt vi for connection= 80 MINIMUM (3) A.B. WILL BE USED LOAD LINE:A TOTAL FORCE 2149# LEVEL: 2nd FL TOTAL d HEIGHT SEG. COMMENT RATIO <2 V(seg.) L (ft) (ft) (ft) MOT WALL (ft-lbs.) (lbs.) AXIAL T (lbs.) (lbs.) Tabom HOLD T (lbs.) (lbs.) DOWN TR Unfactered Al 12 11.5 9 0.8 YES-OK 2149 19341 1620 192 3743 3743 HDU4 5478 2.5 2403 12.00 2149 vi= 179 pIt vi= 179 pIt SDs= 0.795 IRREGULARITIES:N 25% increase in the design force I8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection is reqlred for lrreqularity I EN SN FN Vai=Vx1.4 6 6 12 I CONNECTOR= 5/8 in BOLT I v, = 280 plf I SPACING 48 in vas = 280 plf Q I V= 233 vR= 372 plf OK CONNECTION TO STEM PLATE: (1)0.625" DIAM. A.13.0-48" O.C.; yR = 372 plf A for connection= 179 MINIMUM (3) A.B. WILL BE USED LOAD LINE: F TOTAL FORCE 1560 # - LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT MOT WALL RATIO <2 V(seg.) AXIAL T Tttiii HOLD T I (It) (ft) (It) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered Fl 9 8.5 9 1.0 YES -01< 1560 14037 1215 288 3740 0 3740 HTT4 4332 2.5 2359 9.00 1560 Vi = 173 plf vi = 173 pif SDs= 0.795 IRREGULARITIES: N 25% Increase in the design force Iad NAILS 318 SHEATHING TYPE 1 BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS = 0 for connection Is reqired for Irreqularity I EN BN FN vvx1.4 I 6 6 12 CONNECTOR= 16d NAIL vii = 280 pIt I SPACING= 6 in Van = 280 plf AK 282 vR= 451 p11 ' CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 6" O.C.; yR = 451 plf vi for conñection= 173 MINIMUM (3) A.B. WILL BE USED LOAD UNEF TOTAL FORCE 1990 # LEVEL: 2nd FL TOTAL d SEG. COMMENT HEIGHT MOT WALL RATIO <2 V(Seg.) AXIAL T Tabove Tiotni HOLD TE L (It) (It) (It) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered Fl 5.33 4.83 9 1.7 YES-OK 1990 17914 720 991 8811 8811 HDUS 9444 2.5 5298 5.33 1990 OTHER SWEND: 8811 HDU8 9444 2.5 5298 Vi = 373pIf vi = 373 pIt SDs= 0.795 IRREGULARITIES: N 25% Increase in the design force Iad NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection is reqird for irreqularity I EN BN FN v,tvnxl.4 1 4 4 12 CONNECTOR= 5/8 in BOLT I Vii = 430 pIt SPACING= 30 in I Viii = 430 plf Q I V= 372 vR= 595 p11 P-9 CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 30" O.C.; yR = 595 p11 A for connection= 373 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 0 TOTAL FORCE 1042 # LEVEL: 2nd FL SEG. COMMENT TOTAL d HEIGHT MOT WALL RATIO 42 V(seg.) AXIAL T Tabove Tiotai HOLD TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactared Dl 15.5 15 9 0.6 YES -OK 1042 9362 2372 4509 -174 0 -174 NOT REM 0 2.5 894 15.50 1042 Vi = 67 plf . INCLUDE BEAM REACTIONS SUPPORTED BY THE WALL vl= 67p1f SDs= 0.795 IRREGULARITIES: N 25% increase In the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS = 0 for connection isreqlred for irreqularity I EN BN FN VaiVnX1.4 I 6 6 12 I CONNECTOR 5/8 in BOLT I Va = 280 pit I SPACING= 48 in you = 280 plf Q I 233 vR= 372 p1t 2K CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 148" O.C. yR = 372 plf vi for connection= 67 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 2 TOTAL FORCE 1756 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT MOT WALL RATIO <2 V(seg.) AXIAL T Tabove Tiotat HOLD Ta L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 2A 11.33 10.83 9 0.8 YES-OK 1756 15804 1530 725 683 883 LTT19 1340 1.0 2085 11.33 1756 vi= 155p1f vi = 155p1f SDs 0.795 IRREGULARITIES: N 25% increase In the design force I8d NAILS 3/8 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS =0 for connection Is reqired for Irreqularity I EN BN FN 12 vau=Vnxl.4 I 6 6 CONNECTOR= 16d NAIL Va = 280 plf I SPACING= 6 in YOU = 280 plf Q I v 282 vR= 451 pIt OK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. c6" O.C.; yR 451 pIt vi for connection= 155 MINIMUM (3) A.B. WILL BE USED I 0 LOAD LINE:-2 TOTALFORCE 2812 # LEVEL: 2nd FL SEG. COMMENT TOTAL d HEIGHT RATIO V(seg.) MOT WALL <2 AXIAL T Tabova Totni HOLD T L (ft) (ft) (It) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfaclered 2A 11.33 10.83 9 0.8 YES-OK 2812 25309 1530 1700 1512 883 2394 HDU2 3075 1.0 3339 11.33 2812 Vi 248 plf vi = 248 plf SDs 0.195 IRREGULARITIES: N 25% increase In the design force lad NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS = 0 for connection is roqlred fOr irreqularity EN SN FN VaFVX.1.4 6 6 12 D I CONNECTOR= 5/8 in BOLT vii = 280 plf SPACING= 48 in Van = 280 p11 Q I 233 vR= 372pif Ok CONNECTION TO STEM PLATE: (1) 0.625' DIAM. A.B. t48" D.C.; yR = 372 Of vi for connection= 248 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 6 TOTAL FORCE 1386 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT Mar WALL <2 RATIO V(5eg) AXIAL T Tabovo Two HOLD T L (It) (It) (It) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 6A 11.5 19 9 0.8 YES-OK 1386 12478 1553 736 1303 1303 1-1719 1608 2.5 938 11.50 1386 vi = 121 pIt VI = 121 plf SDs 0.795 IRREGULARITIES: N 25% increase in the design force I8d NAILS 3/8 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS = 0 for connection Is reqlred for irreqularity EN I BN FN VauIVnX 1.4 I 6 6 12 cEDI CONNECTOR= 16d NAIL I Va= 280 plf I SPACING= 6 in 280 plf 2 I 282 vR= 451 plf OKL CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 6" O.C.; yR = 451 plf vi for connection= 121 MINIMUM (3) A.B. WILL BE USED - LOAD LINE: 6 TOTAL FORCE 2309 # LEVEL: ROOF TOTAL d HEIGHT Mar SEG. COMMENT RATIO <2 V(seg.) WALL AXIAL T Tame Ttcai HOLD TE L (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 6A 4 3.5 9 2.3 YES -2xblh 2309 20785 540 600 14528 1303 15831 HDU14 17334 2.5 8484 4.00 2309 OTHER SW END: 0 14528 HDUI4 17334 2.5 8484 V1 = 577 p1? Of = 650 p1? SDs= 0795 IRREGULARITIES: N 25% Increase In the design force Sd NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS = 0 for connection Is raqired for:IrrequIarIty. EN BN FN ViiiVnX1.4 2 2 12 P2 CONNECTOR 5/8 in BOLT Va = 730 plf SPACING 16 in Van = 730 Of OK V= 698 vR= 1116 p1? OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 016" O.C.; yR = 1116 p1f A for connection 577' MINIMUM (3) A.B. WILL BE USED DUNN GAVOIE INC. ms Hamilton Residence STRUCTURAl. ENGINEERING SHEETNO. OF 9008 ' 095. CLEVELAND BY. CALCUI.ATEDBV AK DATE 10/17 ) DCE E ANRIO. CA. 0205.4 CHECKED BY DATE - Pu: (760) 966-6355 FAX: (760) 966-6380 SCALE Job 4 17-201.00 SHEAR WALL DESIGN WIND 'ALL STRAPS! HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY 'S SIMPSON" LOAD LINE: B TOTAL FORCE 1830 # LEVEL: ROOF TOTAL d HEIGHT RATIO <3.5 V(seg.) SEG. COMMENT MOT WALL AXIAL T Tetiavo Maul HOLD TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfacte,ed BI 20 19.5 9 0.5 YES-OK 1830 16474 2700 320 -84 0 -84 NOT REQ'I 0 1.0 1408 20.00 1830 vi= 92p1f vi = 92 plf SD.s= 0 IRREGULARITIES: N 25% Increase In the design force I8d NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqired for Irreqularity EN SN FN I Vu=VnX1.4 I 6 6 12 CONNECTOR= 16d NAIL vu = 280 pIt I SPACING= 6 in viii = 392 pIt OK V= 282 vR= 451 pIt OK CONNECTION TO STEM PLATE: (I) 16d" DIAM. A.B. 6" O.C.; yR = 451 plf A for connection= 92 MINIMUM (3) A.B. WILL BE USED LOAD LINE: A TOTAL FORCE 3069 # LEVEL: 2nd FL TOTAL d HEIGHT SEG. COMMENT RATIO <3.5 V(seg.) MOT WALL AXIAL T Taivai,e Tim HOLD Ts L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered Al 12 11.5 9 0.8 YES-OK 3069 27618 1620 192 1834 -84 1750 HDU2 3075 1.0 4003 12.00 3069 vi= 256 plf A = 256 plf SD5= 0 IRREGULARITIES:N 25% increase In the design force FOR WIND ENTER SDS = 0 for connection is reqlred for Irreqularity I8d NAILS I EN 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO I v.r—vn x 1.4 6 BN FN 6 12 CONNECTOR= 5/8 in BOLT V, 280 plf I SPACING= 48 in viii= 392 Of jQK I V-- 233 vR= 372 pIt OK CONNECTION TO STEM PLATE: (1) 0.625' DIAM. A.B. 048" O.C.; yR = 372 plf A for connection= 256 MINIMUM (3) A.B. WILL BE USED LOAD LINE: F TOTAL FORCE 1830 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT RATIO <3.5 V(seg.) MOT WALL AXIAL T TTom Tiotat HOLD TE L (It) (ft) (It) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered Fl 9 8.5 9 1.0 YES-OK 1830 16474 1215 288 1461 0 1461 LTT20B 1500 1.0 3230 9.00 1830 vi = 203 plf vi = 203 plf SDs 0 IRREGULARITIES: N 25% Increase in the design force 18d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER sbS = 0 for connection is reqired for Irreqularity I EN BN FN v1i=vx1.4 I 6 6 12 CONNECTOR= 16d NAIL I Vn = 280 plf I SPACING= 6 in VN = 392 pIt OK I V= 282 vR= 451 plf OK CONNECTION TO STEM PLATE: (1) 164" DIAM. A.B. (6" O.C.; yR = 451 pIt vi for connecfidn= 203 MINIMUM (3) A.B. WILL BE USED LOAD LINE: F TOTAL FORCE 2649 # LEVEL: 2nd FL SEG. COMMENT TOTAL d HEIGHT RATIO <3.5 V(seg) MOT WALL AXIAL T Taovo T,oiai HOLD TE °L.(ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN. TR Unhactered Fl 5.33 4.83 9 1.7 YES-OK 2649 23844 720 991 4370 1461 5831 HDU5 5175 1.0 8228 5.33 2649 vi= - 497pIf vi 497 plf SDs= 0 IRREGULARITIES: N 25% increase in the design force lad NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqired for Irreqularity I EN BN FN VaiVnX1.4 I 4 4 12 CONNECTOR 5/8 in BOLT Vn = 430 plf I SPACING= 24 in Vafl = 602 plf Q I. V= 465 vR= 744 plf OK CONNECTION TO STEM PLATE: (1) 0.625 DIAM. A.B. @24w O.C. yR = 744 plf vi for connection= 497 MINIMUM (3) A.B. WILL BE USED LOAD LINE: D TOTAL FORCE 2398 # LEVEL: 2nd FL SEG. COMMENT TOTAL d HEIGHT RATIO <3.5 V(seg.) MOT WALL AXIAL T Taia Ttatai HOLD L (It) (It) (It) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered Dl 15.5 15 9 0.6 YES -OK 2398 21578 2372 4509 -694 0 -694 NOT REQI 0 1.0 2398 15.50 2398 vi= 155 plf A = 155 plf SDS= 0 .IRREGULARITIES:N. 25% increase in the -design force. 8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS 0 for connection IS reqired fOr irreqularity EN ON FN vvx1.4 6 6 12 CONNECTOR 5/8 in BOLT Vn = 280 plf SPACING= 48. in Vail = 392 plf Q I V__ 233 vR= 372 plf OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. 048" O.C.; yR = 372 plf A for connection= 155 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 2 TOTAL FORCE 1559 #. LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT MOT WALL RATIO <3.5 V(seg.) AXIAL T Tabwlfi Tiaiai HOLD Ic L.(ft) (ft) (ft) . . (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Urifactered 2A 11.33 10.83 9 0.8 YES -OK 1559 14029 1530 725 588 588 HDU2 3075 1.0 2159 11.33 1559 A 138 pIt vi= 138 plf SDs= 0 IRREGULARITIES: N 25% increase in the design force I8d NAILS 3/8 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS = 0 for connection is reqIred for irreqularity I EN ON FN I vpvnx1.4 I 6 6 12 CONNECTOR= 16d NAIL - I v = 280 plf I SPACING= 6 in Vail = 392 plf .! I 282 vR= 451 pif OK CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. 06" O.C.; yR = 451 plf vi for connection= 138 MINIMUM (3) A.B. WILL BE USED I LOAD LINE: 2 TOTAL FORCE 3344 # LEVEL: 2nd FL SEG. COMMENT TOTAL d HEIGHT RATIO <3.5 V(seg.) MOT WALL AXIAL T Tiot HOLD 0 TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 2A 11.33 10.83 9 0.8 YES-OK 3344 30095 1530 1700 1765 588 2353 HDU2 3075 1.0 4631 11.33 3344 Vi = 295 plf vi = 295 p11 SDs' 0 IRREGULARITIES: N 25% increase In the design force 18d NAILS 318 SHEATHING TYPE BOTHSIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection Is reqired for Irreqularity I EN BN FN vv. X 1.4 I 6 6 12 ED I CONNECTOR 5/8 in BOLT I Vn = 280 pIt I SPACING= 48 in Vail = 392 If Q I V=' 233 vR= 372 p11 OK CONNECTION TO STEM PLATE: (1) 0.625" DIAM. A.B. @48" O.C.; yR = 372 plf vi for connecbon= 295 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 6 TOTAL FORCE. 1130 # LEVEL: ROOF SEC. COMMENT TOTAL d L (ft) (ft) HEIGHT RATIO <3. .) MOT WALL 5 V(seg (It) (ft-lbs.) (lbs.) AXIAL T (lbs.) (lbs.) Taiove Team HOLD (lbs.) (lbs.) DOWN TR 0 TE Unfactered 6A 11.5 19 9 0.8 YES-OK 1130 10168 1553 736 120 2353 2473 HDU2 3075 1.0 892 11.50 1130 vi= 98pIf Vi = 98 pile SbS= 0 IRREGULARITIES: N 25% increase in the design force I8d NAILS 318 SHEATHING TYPE I BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection is reqired for irreqularity I EN BN FN I v8ivnx1.4 I 6 6 12 CONNECTOR= 16d NAIL I Vn 280 p11 I SPACING= 6 in VeE = 392 If Q I 282 vR= 451 p11 Q . CONNECTION TO STEM PLATE: (1) 16d" DIAM. A.B. @6" O.C.; yR = 451 plf A for connecrion= 98 . MINIMUM (3) A.B. WILL. BE USED LOAD LINE: 6 TOTAL FORCE 2424 # LEVEL: ROOF SEG. COMMENT TOTAL d HEIGHT RATIO MOT WALL AXIAL T TTomTttat HOLD TE <3.5 L (ft) (ft) (ft) V(seg.) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 6A 4 3.5 9 2.3 YES -OK 2424 21812 540 600 5841 2473 8314 HDUII 9535 1.0 10387 4.00 2424 vi 606 plf v1 606p1f SDs 0 IRREGULARITIES: N 25% increase in the design force Sd NAILS 318 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SDS =0 for connection is reqlred for Irreqularity EN BN FN VaVnX14 3 3 12 P3 CONNECTOR= 5/8 in BOLT = 550 plf SPACING= 16 in Viii = 770 pIt PA 698 vR= 1116 pIt Qj CONNECTION TO STEM PLATE: (1) 0.625 DIAM. A.B. 16" D.C.; yR =1116 pIt A for connection= 606 MINIMUM (3) A.B. WILL BE USED Company: Specifier: Address: Phone I Fax: E-Mail: DUNN SAVOIE INC Page: Profit Anchor 2.7.5 AK Project: Hamilton Residence 908 S . CLEVELAND ST. OCEANSIDE, CA 92054 Sub-Project I Pos. No.: 17-201.00 +1(762) 966-63551+1 (760)966-6360 Date: 11/27/2017 dsi@surfdsi.com -_--_-------_---------_-------_--------_------------- Specifier's comments: 17-201 .00_Hamilton Residence-131.2-1-12 I Input data Anchor type and diameter: HIT-HY 200 + HAS-E 5/8 Effective embedment depth: h fwii = 7.087 in. (h 1 = 12.500 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/20161 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f' = 2500 psi; h = 18.000 in., Temp. short/long: 32/32 oF Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Seismic loads (cat. C. D, E, or F) Tension load: yes (17.2.3.4.3 (c)) Shear load: yes (17.2.3.5.3 (a)) Geometry [in.] & Loading Fib, In.lbj 9. 0 0 -.,. Input data and results must be checked for agreement with the existing conditions and for plausibllitylJ PROFIS Anchor( c)2003.2009 Hilli AG. FL-9494 Schaan Hulk is registered Trademazk of Hilli AG. Schaan J; EJT!V1 rofisAnchor2.7.5 Specifier Address: AK 908 S . CLEVELAND ST. OCEANSIDE, CA 92054 Project: Sub-Project I Pos. Hamilton Residence No.: 17-201.00 Phone I Fax: +1(762) 966-63551 +1(760)966-6360 Date: 11/27/2017 E-Mail: dsi@surfdsi.com 2 Proof I Utilization (Governing Cases) Design values jib] Utilization Loading !roof Load Capacity p, i PV 10/61 Status Tension Bond Strength Shear - - - -/- - Loading ON Utilization pi, v rAl Status Combined tension and shear loads 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all Inrormation and data contained in the Software concern solely the use of Huh products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly Instructions. etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilli product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilhi Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. lnpát data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hitli AG. FL-9494 Schaan Huh is a registered Trademark of HuRl AG. Schuan • wVNhdh.us Profis Anchor 275 - Specifier Address: AK 908 S . CLEVELAND ST, OCEANSIDE, CA 92054 Project: Sub-Project I Poe. No.: Hamilton Residence 17-201.00 Phone I Fax: +1(762) 966-6355 1 +1 (760)966-6360 Date: 121612017 E-Mail: dsi@surfdsi.com Specifier's comments: 17-201.00—Hamilton Residence-GLA-1-14 I Input data Anchor type and diameter: HIT-HY 200 + HAS-E 518 Effective embedment depth: h010 = 9.000 in. (h tjink = - in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/20161 3/1/2018 Proof: Design method ACl 318-14 I Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, = 2500 psi; h = 14.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B. shear condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Seismic loads (cat. C, D, E. or F) Tension load: yes (17.2.3.4.3 (c)) Shear load: yes (17.2.3.5.3 (a)) Geometry [in.] & Loading (lb, ln.lb) Z it Or 00 Input data and results must be chocked for agreement with the existing conditions and for plausibility' PROFIS Anchor (c) 2003-2009 Milli AG. FL-9494 Schaan Hilti is a registered Tmdema,k of Huh AG. Sthaan www.hlitl.us Profis Anchor 2.7.5 Company: DUNN SAVOIE INC Page: 2 Specifier: AK Project: Hamilton Residence Address: 908 S . CLEVELAND ST, OCEANSIDE, CA 92054 Sub-Project I Pos. No.: 17-201.00 Phone I Fax: +1(762) 966-6355 I +1 (760)966-6360 Date: 1216/2017 E-Mail: dsi@surfdsi.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity p,I Pv (%J Status Tension Concrete Breakout Strength 5261 5364 99/_ OK Shear - - - -I- - Loading Combined tension and shear loads 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Huh's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence or errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility ror having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breath of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor (c) 2003.2009 Hulti AG. FL-9494 Schaan Hilti is a registered Trademark of Hulk AG. 5chasn I I STRUCTURAL CNOINCCRIMO I 905 C. CI.CTCLAND ST. I I DUN" Bayou INC. I I 0CANCIDC. CA. 92054 I I PTC 17601 9666355 r— 47601 966-6360 - F Wood Beam - - Description: RH-i CODE REFERENCES Project Title. Hamilton Residence Engineer: AK Project Descr: Remodel cl Project ID: 17-201.00 File = Plinted: I NOV Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 p5, E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0ksj Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.20pcf D(0.0904) Lr(O.1 13) 9 4x4 Span = 4.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0160, Lr = 0.020 ksf. Tributary Width = 5.650 ft, (RL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.41 Or I Section used for this span 4x4 fb : Actual = 692.05 psi FB : Allowable = 1,687.50 psi Load Combination 4O4Lr#1 Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Maximum Shear Stress Ratio = 0.193 :1 Section used for this span 4x4 fv : Actual = 43.46 psi Fv : Allowable = 225.00 psi Load Combination +D+Lr*fl Location of maximum on span = 3.723 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.033 in Ratio = 1466>=360 0.000 in Ratio = 0<360 0.060 in Ratio = 804 >=240. 0.000 in Ratio = 0<240.0 Vertical Reaâtions - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX mum 0.412 0.412 Overall MiNimum 0.226 0.226 4041r4H 0.412 0.412 O Only 0.186 0.186 Lr Only 0.226 0.226 DUNN S.W.3 INC. BTNUCTUI1AI. CNOINCCRINC 900 S. CZVLLABD CI. DCCAIBICC. CA. 93054 IV.: 17601 9666353 rA: 17601 9660360 Project Title: Hamilton Residence Engineer AK Project ID: 17-201.00 Project Descr: Remodel CODE REFERENCES: s •: -r Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE -i Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc- Prll 1,350.0 psi Eminbend - 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.20pcf D(O.076) Lr(O.095) 4x4 Span =5.Oft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0 = 0.0160, Lr = 0.020 ksf. Tributary Width = 4.750 ft, (RL) DESIGNSUMMARY ;Maximum Bending Stress Ratio = 0.54(11 Maximum Shear Stress Ratio = 0.210 :1 Section used for this span 4x4 Section used for this span 4x4 tb : Actual 911.30psi Iv: Actual = 47.34 psi FB : Allowable = 1,687.50psi Fv : Allowable = 225.00 psi Load Combination 401trl+l Load Combination j.JjfJ Location of maximum on span = 2.500ft 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 0.067 in Ratio = 893 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.123 in Ratio = 488 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 . Support notation: Far left is #1 . Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.434 0.434 Overall MiNimum 0.238 0.238 4D4IJ4H 0.434 0.434 D Only 0.197 0.197 Lr Only 0.238 0.238 DUNN SAVOIR INC. STRUCTURAL ENOINCTOINC 000 0. CLCVLLANN CT. OCCANmOr. CA. 980b4 p.4: 17601 0666255 FAx: (7601 9666260 Project Title: Hamilton Residence Engineer: AK Project Desci': Remodel Project ID: 17-201.00 C3 uei Ipuvlu. CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 P5' Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv . 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.20pcf Span 6.Oft I _J Applied Loads Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D=0.0160, Lr= 0.020 ksf, Extent= 0.0 ->> 2.333 ft. Point Load: D=0.3260, Lr = 0.4050 k@ 2.330 ft1 (GT-1) Service loads entered. Load Factors will be applied for calculations. Tributary Width = 8.250 ft. (RL) Uniform Load: D --0.0160, Lr = 0.020 ksf, Extent= 2.333 ->'6.0 It, Tributary Width= 3.0 ft. (RL) DESIGN SUMMARY . _____________ 'Maximum Bending Stress Ratio = 0.8521 Maximum Shear Stress Ratio = 0.349 :1 Section used for this span 4x6 Section used for this span 4x6 Actual = I ,245.95ps1 fv : Actual = 78.46 psi FB : Allowable. = 1,462.50 psi Fv : Allowable = 225.00 psi Load Combination s04tr1+l Load Combination Location of maximum on span 2.3431t 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 DeflecLion 0.074 in Ratio = 974 ,35() Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.135 in Ratio = 534 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 ..Véttiëal Ráction . .-- .•• 4 ; Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.139 0.706 Overall MINimum 0.514 0.321 40*Lr411 1.139 0.706 D Only 0.514 0.321 1 F 0 R T E 'r MEMBER REPORT Level, FJ-1 1 piece(s) 117/8" TM® 360 @ 16" OC Overall Length: 20' In Cq PASSED 19'6" N II All locations are measured from the outside face of left support (Or left cantilever end).Ail dimensions are horizontal. DEsqn Results Athial 0 Lambion mowed lReso LDF Load: Con*blnation(Pat,n) Member Reaction (Ibs) 729021/2" 1202 (2.25") Passed (61%) 1.00 1.0 D + 1.01 (All Spans) Shear (Ibs) 715 @3 1/2" 1705 Passed (42%) 1.00 1.0 D + 1.0 L (Al Spans) Moment (Ft-lbs) 3545 @ 10' 1/2" 6180 Passed (57%) 1.00 1.0 D + 1.01 (All Spans) Live Load Defi. (In) 0.408 @10' 1/2' 0.492 Passed (L/579) -- 1.0 D + 1.01 (All Spans) Total Load Defi. (In) 0.561 @ 10,1/2" 1 0.983 1 Passed (1/421) I -- 1.0 D + 1.01 (All Spans) 1]-Pro'M Rating 37 1 35 1 Passed I -- -- Deflection criteria: IL (1.1480) and IL (11240). Top Edge Bracing (1.0): Top compression edge must be braced at 4'11" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19,11" 0/c Unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser edge"' Panel (24 Span Rating) that Is glued and nailed down. Additional considerations for the 13-Pro'" Rating Include: None ports - Bond" lVi xi (the) Paud T Sup Nor Reqidred Deed live T 1 - Beam - SPF 3.50" 3.50"m 1.75" 201 536 737 1 1/4' Rim Board 2 - stud wail - 5pF 1.75 201 536 737 11/4' Rim Board Rim Board Is assumed to carryall loads applied directiy above It, bypassing the member being designed. Loads loonDon (Side) Sp.diig Dam (090) (1.00)' -Uniform (PSF) 0 to 20' 1" 16" 15.0 400 dential - living Weyerhaeuser warrants that the 512tn9 of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e,qxessly disdaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jiurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ER-I 153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.comjwoodproductsldocument-iibrarj. product application, input design loads, dimensions and support information have been provided by Forte Software Operator System: Floor Member Type: Joist Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE I Forte Software Operator I Job Notes Al, Kadliem DSI 1780) 968-6355 akadhenr@surfdsl corn 1/18/2018 3:48:07 PM Forte v5.3, Design Engine: W.0.0.5 CALCI 7-201.00_Hamilton Residence.4te Page 1 of 1 MEMBER REPORT Level, FJ-2 Fi F 0 R T E 1 piece(s) 11 7/8" TM® 360 @ 24" OC PASSED Overall Length: 12' 7" (5 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results AC1111110116I.tan "aw ILDIFIAMad-icalirm6*1111106 cPa.n)— 1.0 D + 1.0 L(All Spans) Member Reaction (Ibs) 780 @2 1/2" 1202 (2.25") Passed (65%) 1.00 Sh ear (Ibs) 756 @3 1/2" 1.705 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-ibs) 2331 @6 3 1/2" 6180 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Dell. (in) 0.102 @6' 3 1/2" 0.304 Passed (1/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (In) 0.161 @6' 3 1/2" 0.608 Passed (1/907) -- 1.0 D + 1.0 L (All Spans) Ti-Pro'" Rating 49 35 jPassed -- -- Deflection alteria: U. (L/480) and TI (V240). Top Edge Bracing (Lu): Top compression edge must be braced at 6 2" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' S" a/c wiless detailed otherwise. A structural analysis of the dedc has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the 13-Pro'" Rating Include: None Still osts BMdugtango - . toSUpji Yo Aale Reqisired flILIWI - 1 Beam- SPF 3.50" 2.25" 1.75" 289 503 1 792 1 1/4 Rim Board 2. Stud wall- SPF 3.SO" 215" 1.75" 289 - 503 792 11/4" Rim Board Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Eratfm (dó) 11 Dd RUvt " toads d Spadng (0.90) Camni 1 -Uniform (PSF) 0 to IT 7" 24" 23.0 40.0 Residential - Living I Are, hammer warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. t,aeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need For a design sional as determined by the authority having jurisdiction. The designer of record, builder or Framer Is responsible to assure that this calculation Is ibble with the overall project Accessories (Rim Board, Blodring Panels and squash Blades) are not designed by this software Products manufactured at haeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASIM standards. For current code evaluation reports, hawser product literature and Installation details refer to wwwwe1aewer.com/woodproductdocument-library. input design loads, dimensions and support Information have been provided by Forte software Operator System : Floor Member Type: 301st Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD () SUSTAINABLE FORESTRY INITtAiWE I Forte Software Operator I Job Notes Al, Kadhern DSI 1780)966-6355 akadhern@sullds'COtfl 1118/2018 3:46:43 PM Forte v5.3. Design Engine: W.0.0.5 CALCI 7-201.00_l-lamifton Residence.41e Page 1 of 1 Project Title: Hamilton Residence Engineer: AK Project ID: 17-201.00 II I 11can c. CO C'. Project Descr: Remodel I CA. Ivaco 966-6256 76DI Panted. 13 FEB 2018. 10:15).1 I cpw File 00-Hamilton R nc&N(cALc17 20!00Hasidenceeth1 !Q.Q.J '. ±', .ENERCALC!INC15I7 Bii10171210 VF101712.10 r!mgjsII.IsNt1Iv 1 1j Description: DJ-1 2x12 RIPPED DECK JST @24' 0.C. -10.25' 109' DEEP. 2X8 CONSERVATIVE CALC PERFORMED R:02.13.18 RcoDE REFERENCES 7ç Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 . Fb - 900.0 psi Ebend- xx 1,600.0kI Fc - Pril 1,350.0 psi Eminbend - xx 580.0 ksj Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.20pcf D(0.042 L(0.12) - •- •. .:• Y 'Span =650ft tApplued Loads Service loads entered Load Factors will be applied for calculations Uniform Load: D =0.0210, L = 0.060 ksf, Tributary Width = 2.0 ft, (DL) I DESIGN SUMMARYL7 Maximum Bending Stress Ratio = 0.7231 Maximum Shear Stress Ratio = 0.330 :1 . Section used for this span 2x8 Section used for this span . 2x8 fb : Actual 781 .30psi fv : Actual = 5937 psi FB : Allowable 1,080.00psi Fv : Allowable = 180.00 psi Load Combination '04441 Load Combination Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection - Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.064 in Ratio = 1226>=360 0.000 in Ratio= 0<360 0.086 in Ratio = 908 >=240. 0.000 in Ratio = 0<240.0 ______________ Support notation: Far left is Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.527 0.527 Overall MINimum 0.390 0.390 40i4_41 0.527 0.527 D Only 0.137 0.137 L Only 0.390 0.390 I 0"" N STRUCTURAL (MOINCCAINC SODS. CLAYILANC ST. l CAROl! INC. J OANOlCt, CA. gROSS 17601 9666355 76al 966-62613 WdiBj Description: FB-I 3.506 p1 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 'CODE REFERENCES j. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - PrIl 2,900.0 psi Eminbend -xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,025.0 psi Density 45.050 pef - 1 -- D(O.0151L(O.04) _________________________ D0.0167L0.02) b(fl 1 7k) 71,) D( ) r(fl fl(fl ) L C _____ 0.064) Lr(O.08) Y—: 3.5x16.0 I Span 20.Ofl Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.0160, Lr = 0.020 ksf, Extent = 0.0 ->> 8.0 ft, Tributary Width = 4.0 ft. (RL) Point Load: P = 0.780, Lr = 0.9750k @8.0 ft. (GT-3) Uniform Load: D =0.0160, Lr = 0.020 ksf, Extent =8.0 --"12.0 ft, Tributary Width 11.250 ft. (RL) Point Load: D =0.780, Lr =0.9750k @ 12.0 ft. (GT-3) Uniform Load: -D =0.0160, Lr 0.020 ksf, Extent 12.0 —>> 20.0 ft. Tributary Width = 4.0 ft, (RL) Uniform Load: 0 = 0.0170 ksf, Tributary Width = 8.0 It, (Wall) Uniform Load: D=0.0160, Lr = 0.020 ksf, Tributary Width 1.0 ft. (2nd RL) Uniform Load: D =0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft. (2nd FL) DUNN CANDlE INC. STRUCTURAL EFCINCCRINO 900 0. CI.LTLI.ATID El. OCCANOIDC. CA. RRDS* RU: 17601 9666359 FA* 17601 966-6260 Wood Beam Description: FB-1 3.506 p1 DESIGN SUMMARY Maximum Bending Stress Ratio 0.809 I Section used for this span 3.5x16.0 lb : Actual = 2,835.64psi FB : Allowable = 3,511 .07 psi Load Combination +D+tr+H Location of maximum on span 1000011 Span # where maximum occurs = Span # 1 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 Pnnled: I8JAN 2018. 4:01PM - - IIi.itiI] Maximum Shear Stress Ratio = 0.381 :1 Section used for this Span 3.5x16.0 fv : Actual 138.00 psi Fv: Allowable = 362.50 psi Load Combination Location of maximum on span = 0-00011 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.403 in Ratio = 595 >=360 0.000 in Ratio = 0<360 0.934 in Ratio = 256>=240. 0.000 n Ratio = 0<240.0 Vertical Reactions - - - Support notation Far left IS #1 - Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.587 5.587 Overall MiNimum 0.400 0.400 40+14H 3.722 3.722 4091J41 5.587 5.587 4040.7501-r40.7501-4H 5.321 5.321 D Only 3.322 3.322 Lr Only 2.265 2.265 L Only 0.400 0.400 DUNN BAVOIC INC. CYMUCTURAL CHOINCERINO 900 C. CI.CVLI.5O 0?. OCCANGIOC, CA. 92054 ITU (760! 9666355 FAS: (7601 9566360 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 cc/ tJ9.I I1JIuIJII. 'CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No-2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.20 pcf ! I.... .,t .. ,L. •j - - 2 c., •i'r' 4J ...i(.I ,.c,.. J ,I 4x12 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0160, Lr = 0.020 ksf, Tributary Width = 8.250 ft. (RL) Uniform Load: 0 = 0.0170 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load: D = 0.0230, L = 0.040 ksf Tributary Width = 4.0 It, (FL) .DESIGN SUMMARY .... ... . .- - Maximum Bending Stress Ratio 0.176 1 Maximum Shear Stress Ratio = 0.121 : I Section used for this span 4x12 Section used for this span 4x12 lb : Actual = 174.57psi fv : Actual = 21.80 psi FB : Allowable = 990.00psi Fv Allowable = . 180.00 psi Load Combination +Ds&.H Load Combination Location of maximum on span 2.000ft Location of maximum On span = 3.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio = 33363 '=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.005 in Ratio = 8868 '=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Réctions '- - '4 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.242 1.242 Overall MINimum 0.754 0.754 1.074 . 1.074 +D.Lr4H 1.084 1.084 eD.0750Lr40750L4H 1.242 1.242 D Only, . 0.754 0.754 I DUNN cavrnr INC. STRUCTURAL ENNINECRINO CUD S. CLCRLLRAR CT. DCEANOIDC. CA. 92054 RNI 17601 966655 FAR: 17501 9656360 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 - cobE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.20pcf 0(0.75) Span 12.50ft _Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: D = 0.0160, Lr = 0.020 ksf, Extent = 0.0 ->? 5.0 It, Tributary Width = 8.250 ft. (RI) Point Load: D = 0.470, Li = 0.580k @ 5.0 ft. (GT-2 Point Load: D = 0.340, Li = 0.430 k @ 12.50 It, (GT-2) Uniform Load: o = 0.0170 ksf ,'Extent = 0.0 ->>5.0 ft. Tributary Width = 9.0 ft. (WAIL) Uniform Load: D = 0.0230, 1 = 0.040 ksf, Extent = 0.0 -->> 5.0 ft. Tributary Width = 1.0 ft, (FL) Uniform Load: D = 0.0230, L = 0.040 ksf, Extent = 5.0 ->> 12.50 ft. Tributary Width = 2.0 ft, (FL) Point Load: D = 0.750, Lr = 0.330, L = 0.320 k @0.0 if, (FB-2) ues'11pL1U11. DUNN SAVON INC. CTNUCTURAt CNCINCCRINO 000 G. C,.AVIANC Cr. QCC*NOIDC, CA. 92054 INI 17601 966.5355 FAXr 17601 9660360 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 c11 DESIGN SUMMARY Maximum Bending Stress Ratio 0.9671 Section used for this span 4x12 lb : Actual = 1,196.57psi FB : Allowable = 1,237.50 psi Load Combination D0.750Lr40.750L*l Location of maximum on span = 4.973ft Span # where maximum occurs Span # 1 'lIshIJ Maximum Shear Stress Ratio = 0.374: 1 Section used for this Span 4x12 fv : Actual = 84.08 psi Fv : Allowable = 225.00 psi Load Combination D40.750Lr+0.750L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.1061n Ralio= 1411>=360 0.000 in Ratio = 0<360 0.282 in Ratio = 532 >=240. 0.000 in Ratio = 0 <240.0 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load CombinaUon Support 1 Support 2 Overall MAXimum 3.866 2.043 Overall MINimum 0.660 0.460 3.028 1.538 .041.r41 3.706 1.905 4040.7501-r40.7501,41 3.866 2.043 D Only 2.368 1.078 LrOnly 1.338 0.827 I Only 0.660 0.460 Project Title: Hamilton Residence r - 1 DUUN BVDC INC. Engineer: AK Project ID: 17-201.00 I Project Descr: Remodel I OCCANWOC. CA. 92054 I PH VINCI 96668S FNA 17601 966•e3e0 Printed: 21 NOV 2017. 459PM -- —i .t# t9: F U:takadhemlsharedlll-201.00.Hamilton Learn1 — lU -- — Description: FB4 CODE REFERENCES • - . • _____ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1000 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1000 psi Ebend- xx 1700 ksi Fc - Pill 1500 psi Eminbend - xx 620 ksj Wood Species : Douglas Fir - Larch Fe - Perp 625 psi Wood Grade : NO Fv 180 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling• D(0.14375) L(0.25) D(11Dm.a 1a.&U.46 D(O.0921 L(0.16) C ' D(0.153) U(U.UC(1jj) D(0.o72tLr(O.09) C l 602 Span =9.01t Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0=0.0160, Lr = 0.020 ksf, Extent = O.O.—>> 5.0 ft. Tributary Width = 4.50 ft. (RL) Uniform Load: 0 = 0.0160, Lr = 0.020 ksf, Extent = 5.0 9.0 ft. Tributary Width = 3.0 ft. (RL) Point Load: D = 0.340, Lr = 0.430 k @ 5.6 ft, (GT-2) Uniform Load: D = 0.0170 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load D = 0.0230, L = 0.040 ksf, Extent = 0.0-->> 5.0 It, Tributary Width = 6.250 ft. (FJ-2) Point Load: 0 = 1.080. Is = 0.830, L = 0.460 k @5.0 ft. (FB-3) Uniform Load: D = 0.0230, L = 0.040 ksf, Extent = 5.0 -->' 9.0 ft. Tributary Width = 4.0 ft. (FL) Project Title: Hamilton Residence - 01215 54909 Engineer: AK Protect ID: 17-201.00 Project Descr: Remodel 13,8109. CA. 92054 112 17601 5666355 r, 17601 666-6360 13 Beam WoodWood 'ii Punted; 21 NOV 2017. 4:59P1.i U1kdh5fl'IShT5dU7 201 00.Hamtlton RegfeneENG%cALC17 201 0QHanilton Residence ec6 IENOkCALC INC 1902017, &N.10.17130, VW10.17.9.,* Description: F84 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.953 1 = -. Maximum Shear Stress Ratio = 0.380 :1 Section used for this span 6x12 Section used for this Span 6x12 fb : Actual = 952.82 psi fv: Actual • 68.38 psi FB : Allowable = 1.000.00psi Fv: Allowable • 180.00 psi Load Combination Load Combination .tO4L4I Location of maximum on span 4.993ft 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 0.037 in Ratio = 2894 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.129 in Ratio = 837 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions -- Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.864 3.797 Overall MINimum 1.249 1.101 4041 2.223 2.213 3.473 3.313 4D41r4H 3.161 3.224 40+541 2.223 2.213 4D40.75OLr40.750L4H 3.864 3.797 4040.750L40.750S4H 3.160 3.038 .D+0.60W+H 2.223 2.213 9040.70E#I 2.223 2.213 0.750Lr40.750L40.450W4H 3.864 3.797 4D40.750L40.750S40.450WeH 3.160 3.038 4040.750140.750S40.5250E41-1 3.160 3.038 40.60D40.60W40.60H 1.334 1.328 40.60D40.70E40.60H 1.334 1.328 D Only 2.223 2.213 Li Only 0.938 1.012 LOnly 1.249 1.101 S Only W Only E Only K Only Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 Cu_N C*VCIC INC. GTRUCYURAI. LNCINCCRINO COD C. CI.&NLI.A0 at. 0CC.NGIOC. CA. 920 .N: 17601 9666255 FAN: 17601 968860 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,325.0 psi Ebend-xx 1,550.0ki Fc Pill 2,170.0 psi Eminbend -xx 787.82 ksi Wood Species : Trus Joist . Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Ft 1,070.0 psi Density 44.990 pd Span = 12.50 ft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Lóäd: D 0.0160, Lr = 0.020 ksf, Extent = 0.0 -i>> 4.250 ft, Tributary Width = 8.250 ft, (RL) Point Load: D 0.516, Li = 0.630k @4.250 ft,(RH-3) Point Load: D 0.320, Li = 0.380k @ 10.250 ft, (RH-3)' Uniform Load: 0 = 0.0160, Li = 0.020 kst, Extent = 10.250 ->> 12.50 ft, Tributary Width = 3.0 ft, (RL) Uniform Load: 0 = 0.0170 ksf, Tributary Width = 8.0 ft. (WALL) Uniform Load: D=0.0230, L =0.040. Tributary Width 1.0 ft. (FL) Uniform Load: D =0.0210, L 0.060 ksf, Tributary Width = 3.250 ft. (DL) [ AVOI INC. Project Title: Hamilton Residence LTRUCTUR*L £NOINCrRINC 10C. CA. 9a054 Engineer: AK Project Descr: Remodel Project ID: 17-201.00 p..: 17601 066-8355 r 17601 9-60 C-1 15 Description: DESIGN SUMMARY Maximum Bending Stress Ratio = o.ioa 1 Section used for this span 3.5x11.875 lb : Actual i .628.50 psi FB : Allowable = 2,325.00 psi Load Combination 404141 Location of maximum on span = 5•794ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum S hear Stress Ratio = - - - 0.371:1 Section used for this Span 3.5x11.875 fv:Actual = 115.05 psi Fv : Allowable = 310.00 psi Load Combination 4041+1-1 Location of maximum on span = 0.000 ft Span # where maximum Occurs = Span # 1 0.171 in Ratio = 875 >=360 0.000 in Ratio = 0<360 0.456 in Ratio = 329>=240. 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination . Support I Support 2 Overall MAXimum 4.200 3.727 Overall MiNimum 1.469 1.469 404U4H 3.759 3.519 4Dr4fI 3.368 2.818 4040.750Lr90.750LH 4.200 3.727 D Only 2.290 2.050 Li Only 1.078 0.768 L Only 1.469 1.469 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.566:1 3.50 X 9.0 175.42 psi 310.00 psi 40*14H = 8.277ft = Span #1 STRUCTURAL CHOUNCEUUNO 900 0. C..&RLLAIIO 07. ORCANGIOC. CA. 92054 NC I760I966J55 F DU AiC NN 17001 SAVOUR 966 INC. 2RO Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 Description FB-6 3.5'x9' IL MIN (RIPPED) R:02.13.18 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksj Fc - Prll 2,170.0 psi Eminbend - xx 787.82ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 Ps! Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(O.021) L(0.06) - D(2.05) Lr(q.77) L(11.47) 3.50 X 9.0 F Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: D = 0.0160, Lr = 0.020 ksf, Extent = 6.250 -->> 9.0 ft. Tributary Width = 8.250 ft, (RL) Uniform Load: 0 = 0.0170 ksf, Extent = 6.250 ->> 9.0 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load: 0 = 0.0230, L = 0.040 ksf, Extent = 6.250 .->> 9.0 ft, Tributary Width = 6.250 ft, (FL) Uniform Load: 0 = 0.0210, L = 0.060 k/ft, Extent = 0.0 ->> 6.250 ft, Tributary Width = 1.0 ft, (DL) Point Load: D=2.050, Lr = 0.770, L = 1.470 k @6.250 ft, (FB-5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.97e I Section used for this span 3.50 X 9.0 fb : Actual 2,268.58p51 FB : Allowable = 2,325.00psi Load Combination Location of maximum on span = 6.241 ft Span # where maximum occurs = Span # 1 Maximum Deflection Deflection Max Downward Transient Deflection 0.141 in Ratio = 768 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.335 in Ratio = 322 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Project Title: Hamilton Residence 1i?I CR95 Engineer: AK Project ID: 17-201.00 Dan C. Project Descr: Remodel I OCCANCIOC. CA. 92054 I 199 17601 9668355 FAR 1760) 9666360 C..., *od Beam - - Prffitad:I3 FEB 2O18,11:Q4ALI File= U flSh5fèth17 201 O0.HamiltOfl Re ncetENG'CALC17 201 00Hanill Resklenoeec6 Description: FB-6 3.5x9' TL MIN (RIPPED) R:02.13.18 Vetical Reactions - - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 overall MAXimum ---1-.7134.418 Overall MiNimum 0.799 1.734 40414H 1.684 4.162 104t.r4H 1.190 3.348 .O0.750Lr.0.7501-+H 1.713 4.418 D Only 0.885 2.429 Lr Only 0.305 0.919 L Only 0.799 1.734 00MM CAVOIf INC. STRUCTURAL CMSINZCRINO 000 0. CI.&TftAMR ST. OCCANCINC. CA. 9205M P11 17001 066.6055 .:47601 0666060 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 Pflnted. 13 FEB 20 Description: FS-7 3.5x9' IL MIN R:02.13.18 CODE REF ERENCES4•214 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - PrIl 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc- Perp 900.0 psi Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,070.0 PSI Density 44.990 pcf D(O.06825) L(0.195) 2 I - 3.50 X 9.0 Span = 12.50 ft F. 'I Ajplied LOAds Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0210, L = 0.060 ksf, Tributary Width = 3.250 ft. (DJ-1) 'DESIGN SUMMARY I I1MTs] Maximum Bending Stress Ratio = 0.562 1 Maximum Shear Stress Ratio = 0.223 :1 Section used for this span 3.50 X 9.0 Section used for this span 3.50 X 9.0 lb : Actual = 11305.80psi fv : Actual 69.20 psi FB : Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination 9D4t4H Load Combination o.L#i Location of maximum on span = 6.250ft Location of maximum on span = 11.770 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs wm = Span # 1 I Maximum Deflection . Max Downward Transient Deflection 0.327 in Ratio = 458 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.441 in Ratio = 339 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Values in KIPS V ia1Ritiohs Zr!. Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.645 1.645 Overall MiNimum 1.219 1.219 1.645 1.645 D Only 0.427 0.427 L Only 1.219 1.219 DUNN CAVOIN INC. CTRUCTURAI. ENCINCCRINC 000 C. CI.LNI.AND C,. or .0 CA. 9205. IN 17601 9666205 rax: 17001 966-6360 Project Title: Hamilton Residence Engineer: AK Project Descr Remodel Project ID: 17-201.00 Püfled. 181 2018. 4:07PM mNLC17-201&Hani1nce.e INC. 1902017. BiiId:10.17.12.10. Vé1fl17.12.10 Description: FB-8 -CODE REFERENCES.. --- Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 P51 Density 31 .20pc1 N .-I •...r. . •. 6 f. 1... .N•-•Z. .12 , 402 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied For calculations. Uniform Load: D = 00160, Lr = 0.020 ksf, Tributary Width = 3.375 ft. (RL) Uniform Load: D = 0.0170 ksf, Tributary Width = 8.0 ft. (WALL) Uniform Load: D = 0.0230, L = 0.040 Tributary Width 1.0 ft, (FL) DESIGN SUMMARY. - ... .. • ______ 'Maximum Bending Stress Ratio = 0.3321 Maximum Shear Stress Ratio = 0.164:1 Section used for this span 4x12 Section used for this span 4x12 lb : Actual = 8.98psi 32 fv : Actual = 29.55 psi FB : Allowable .990.00psi Fv: Allowable = 180.00 psi Load Combination IOsL4H Load Combination Location of maximum on span 4.000ft Location of maximum on span 7.066 ft Span # where maximum occurs Span # I Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 10194>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.041 in Ratio= 2343 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Rëtions '.' Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.175 1.175 Overall MiNimum 0.852 0.852 1.012 1.012 - 1.122 1.122 10-.0.750Lc40.750L4H 1.175 1.175 D Only 0.852 0.852 DUNN BAVOIC INC. I I STRUCTURAL CNCINtrRINC I Igs3a S. CI.CVII.AND St. I ICICCANWOC. CA. 98135 I I ''I 17601 0663SS rAN t,sni 966-63613 uescripuuii - Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Proiect ID: 17-201.00 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54ki Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,025.0 psi Density 45.050pcf D(0.lb)L(O.4) D(0.016 Lt 02) D(3.322) Lr(2.26CY.4) W(1.408) BD1001I 1..r(0.23) D(0Dm..23, Dço19 Lr(0.23) 0(0.19)..r(O.23) L1 LQU. 11 j D(O.09041Lr(O.113) I I -t - - -.- -- 7x11.875 Span Cz 16.0 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 = 0.0160, Lr = 0.020 ksf, Extenl= 0.670 ->> 4.0 ft. Tributary Width = 5.650 ft. (RI) Point Load: D = 0.190, Li = 0.230k @4.0 ft, (RH-I) Point Load: D=0.190, Li = 0.230k @8.0 ft. (RH-i) Uniform Load: D = 0.0160, Lr = 0.020 ksf, Extent = 8.0 ->> 12.830 ft. Tributary Width = 5.650 ft. (RL) Point Load: D = 0.190, Lr = 0.230 k-@ 12.830 ft. (RH-i) Point Load: D =0.190, Li = 0.230k @ 16.0 ft. (RH-i) Uniform Load: D=0.0170ksf, Tnbutary Width = 8.0 ft. (WALL) Uniform Load: D =0.0160, Li = 0.020 k/ft. Extent =0.0-->>0.670 ft, Tributary Width = 1.0 ft. (RL) PointLoad: 0=3.322, Lr=2.265, L=040, W=1.408, E=I.050k@0.670ft,(FB-1) Uniform Load: D =0.0150, L = 0.040 ksf, Extent = 0.670 -->> 16.0 ft. Tributary Width = 10.0 ft, (FL) Uniform Load: D =0.0160, Lr = 0.020 ksf, Tributary Width 1.50 ft. (LOW EAVE) DESIGN WMMARY Maximum Bending Stress Ratio 1 Section used for this span 7x11875 lb : Actual 2,024.17psi FB : Allowable 2,900.00 psi Load Combination Location of maximum on span = 8.000ft Span # where maximum occurs = Span # I Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 Printed: 18 JAN 2018. 4:11PM File Iis-iiii1 Maximum Shear Stress Ratio = - 0.372 :1 Section used for this Span 7x11.875 Iv : Actual = 107.76 psi Fv: Allowable 290.00 psi Load Combination Location of maximum on Span = 15.066 ft Span # where maximum Occurs = Span # I DUN" BAyOu INC. STRUCTURAL CNCINFCNINO 900 C. CLATLL,.NO CT. OCCAN1IIOC. C. BNDBR Pull 17601 966.6399 FAR.l 17901 9666360 Wood Beam Description: HR-1 -12' Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.306 in Ratio = 627 '=360 0.000 in Ratio = 0<360 0.690 in Ratio = 278>=240. 0.000 in Ratio = 0 240.0 Vertical Reactions - -- - Support notation :Far left is#i - Values inKIPS - - Load Combination - - Support I Support 2 Overall MAXimum 12.017 7.072 Overall MINimum 1.006 0.044 40414H 9.789 6.849 4041.141 9.735 4.971 4040.750Lr40.750L4H 11.410 7.046 4040.60W4H 7.277 3.674 .040.70E4H 7.172 3.669 4040.750Lr4O.750L4O.450WH 12.017 7.072 40.60D40.60W40.60H 4.690 2.218 40.60D40.70E40.60H 4.585 2.214 O Only 6.468 3.638 Lr Only 3.268 1.332 L Only 3.321 3.211 W Only 1.349 0.059 E Only 1.006 0.041 DUN" GAVOIE INC. ETNUCTURAI. CKWNrCRUC ODD C. C.LVLLANC CT. OCCANCIOC. CA. 92054 P.,: I760 966655 F42 I760 9662200 Wood column Description: RP-1 SUPPORTING RH-3 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 c--Uz, PoOled 27 NOV 2017. 10;3793 Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.083 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 900 psi Fv 180 psi Fb - 900 psi Ft 575 psi Fc - PrlI 1350 psi Density 31.2 pcI Fc - Perp 625 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1600 1600 Minimum 580 580 Wood Section Name 2-2x4 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 3.50 in CforCv for Sending 1.50 Area 10.50 inA2 Cf or Cv for Compression 1.150 Ix 10.719 1n44 Cf or Cv for Tension 1.50 ly 7.875 inA4 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Axial Cfu : Flat Use Factor 1.0 1(1: Built-up columns 1.0 NDS 153.2 1600 ksi Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Unbraced Length lorX-X Axis buckling = 8.083 ft. K = 1.0 _p plied Loads Service loads entered. Load Factors will be applied For calculations. Column sell weight included: 18.389 lbs * Dead Load Factor AXIAL LOADS... RH-3: Axial Load at 8.083 ft. Xecc = 1.0 in, Yecc = 0.5830 in, D = 0.510, Lr = 0.630k DESIGN SUMMARY Bending & Shear Check Results PASS Max. AxialiBending Stress Ratio = 0.3065,:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0+LrsH Top along V-V 0.006852 k Bottom along V-V 0.006852 k Governing NDS Forumlaip + Mxx + M, NDS Eq. 3.9- Top along X-X 0.01175 k Bottom along X-X 0.01175 k Location of max.above base 8.029 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Aiong Y-V -0.02359 in at 4.720 ft above base Applied Axial 1.158k for load combination: Applied Mx -0.05501 k-ft Applied My -0.09436 k-ft Along X-X -0.05508 in at 4.720 It above base Fc: Allowable 572.79 psi for load combination: O+Lr41 Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.007462: I Bendino Compression Tension Load Combination sD+tr#1 Location of max.above base 8.083 it Applied Design Shear 1.679 psi Allowable Shear 225.0 psi Analysis Method: Allowable Stress Design End Fixities lop & Bottom Pinned Overall Column Height 8.083 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc-Pr1l 1,350.0 psi Density 31.20 pci Fc - Perp 625.0 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 iy 7.875 inA4 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfti: Flat Use Factor Axial 1.0 KI: Built-up columns 1.0 NOS 1532 1,600.0 ksi Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully, braced against buckling along X-X Axis V-V (depth) axis: Unbraced Length for X-X Axis buckling z 8.083 It, 1< = 1.0 Wood Section Name 2-2*4 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 30 in Allow Stress Modification Factors Exact Depth 3.50 in ClorCv for Bending 1.50 Area 10.5 inA2 Cf or Cv for Compression 1.150 Ix 10.719 j'14 CforCv for Tension 150 Project Title: Hamilton Residence STRU T C.. Engineer: AK Proiect ID: 17-201.00 CURAL ENCINCCROIC JOB Project Descr Remodelocr., Bloc, CA. 92054 PIll 17601 ore-Gass FAx. 17601 966 -6260 cZ3 Description RP-2 SUPPORTING GT-3 Code References Calculations per NDS 2015, IBC 2015, CBC ASCE Load Combinations Used: ASCE 7-10 General Information Applied Loads - -- Service loads entered. Load Factors will be applied for calculations. Column self weight included: 18.389 lbs * Dead Load Factor AXIAL LOADS... GT-3: Axial Load at 8.083 ft. Xecc = 1.0 in, Yecc = 0.5830 in, D = 0.780, Lr = 0.9750 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio, = 0.5172:1 Load Combination Governing NDS Forum!aip + Mxx + Myy, NDS Eq. 3.9- Location of max.above base 8.029 it At maximumlocation values are... Applied Axial 1.773k Applied Mx -0.08469 k-ft Applied My -0.1453 k-ft Fc: Allowable 572.79 psi PASS Maximum Shear Stress Ratio 0.01149: 1 Load Combination 40Lr4H Location or max.above base 8.083 It Applied Design Shear 2.585 psi Allowable Shear 225.0 psi Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.01055 k Bottom along V-V 0.01055 It Top along X-X 0.01809 k Bottom along X-X 0.01809 k Maximum SERVICE Load Lateral Deflections... Along Y-Y -0.03632 in at 4.720 ft above base for load combination: 40+Lr4f1 Along X-X -0.08480 in at 4.720 It above base for load combination: +D+Lr4H Other Factors used to calculate allowable stresses... Bendino Compression Tension Title: OUNN GAVOIK INC Project HamiltOn Residence GTRUCTUR~ r"GI"CtfflNC Engineer: AK L!IJ!1 :A. :r Project Descr: Remodel Project ID: 17-201.00 F I76) 98666 Wood Colu EN -mn -Fde=U WHarililto nted27 NOV O17'1O47N,l IUT - OO..Hajrlton Rnec6 UP Description: RP-3 SUPPORTING GT4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top & Bottom Pinned Wood Grading!Manuf. Graded Lumber Overall Column Height 8.083 it Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir - Larch Exact Width 4.50 In Allow Stress Modification Factors Wood Grade No.2 Exact Depth 350 in Cf or Cy for Bending 1.50 Fb+ 90b.0 psi Fv 180.0 psi Area 15.750 inA2 Cf or Cv for Compression 1.150 Fb - 900.0 psi Ft 575.0 psi Ix 16.078 jflA4 Cf or Cv for Tension 1.50 Fc - Prll 1,350.0 psi Density 31.20 pd ly 26.578 inA4 Cm: Wet Use Factor 1.0 Fc - Perp 625.0 psi Ct: Temperature Factor 1.0 E: Modulus of Elasticity... x-x Bending y-y Bending Axial Clu : Flat Use Factor 1.0 1(1: Basic 1,600.0 Built-up columns 1.0 NDS 1532 1,600.0 1,600.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Unbraced Length for XX Axis buckling = 8.083 if, K = 1.0 AppJid_Loads -. Service loads entered. Load Factors will be applied for calculations. Column self weight included: 27.583 lbs * Dead Load Factor DESIGN SUMMARY Bending & Shear Check Results PASS Max. AxialsBending Stress Ratio 0.7375 1 MaxImum SERVICE Lateral Load Reactions.. Load Combination sDp{.r.+H Top along V-V 0.02422 k Bottom along Y-Y 0.02422 k Governing NDS Forumimp + Mxx + Myy, NDS Eq. 3.9- Top along X-X 0.03810 k Bottom along X-X 0.03810 k Location of rnax.above base 8.029 ft Maximum SERVICE Load Lateral Deflections At maximum' location values are... Along V-V -0.05560 in at 4.720 ft above base Applied Axial 4.058k for load combination: 40+Lr4H Applied Mx -0.1945 k-ft Applied My -0.3059 k-ft Along X-X -0.05291 in at 4.720 ft above base Fc: Allowable 572.79 psi for load combination: +D+Lr+H Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.01613:1 Bending Compression Tension Load Combination 4OLr4H Location of max.above base 8.083 ft Applied Design Shear 3.629 psi Allowable Shear 225.0 psi OURS UnClE I.C. STRUCTURAL EKOINZCRINt 900 G. CLSTU.nN0 ST. OURARMOW. CA. 9205. 'U 17601 966605 r"t 17601 966660 Project Title: Hamilton Residence Engineer AK Prolect ID: 17-201.00 Project Descr: Remodel minted 22 NOV Wood colUmn Description: P-i SUPPORTING FB-1 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.083 ft (Used for non -slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 900 psi Fv 180 psi Fb - 900 psi Ft 575 psi Fc - PrIl 1350 psi Density 31.2 pci Fc - Perp 625 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1600 1600 Minimum 580 580 Wood Section Name 4-2x4 Wood Grading!Manuf. Graded Lumber Wood Member Type Sawn Exact Width 6.0 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 21.0 inA2 Cf or Cv for Compression 1.150 Ix 21.438 jflA4 Cf or Cv for Tension 1.50 ly 63.0 inA4 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Axial Cfu:Flat Use Factor 1.0 Kf: Built-up columns 1.0 NDS 1532 1600 ksi Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Unbraced Length For X-X Axis buckling = 8.083 II, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column sell weight included : 36.778 lbs * Dead Load Factor AXIAL LOADS... FB-1: Axial Load at 8.083 ft. Xecc = 1.0 in, Yecc = 0.5830 in, D = 3.322. Lr = 2.265, L = 0.40, W = 1.408, E = 1.051 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial48ending Stress Ratio = 0.7307:1 Maximum SERVICE Lateral Load Reactions - - Load Combination .'0i4j4 Top along Y-Y 0.03579 k Bottom along Y-Y 0.03579 k Governing NOS Forumlaip + Mxx + M, NDS Eq. 3.9- Top along X-X 0.06139 k Bottom along X-X 0.06139 It Location of max.above base 8.029 ft .Maximum SERVICE Load Lateral Deflections At maximum location values are ... Along Y-Y -0.06161 in at 4.720 ft abovebase Applied Axial Applied Mx 5.624k -0.2696k-ft for load combination: 0-.O.750Lr40.750L40.45ÔW4H Applied My -0.4625 k-ft Along XX -0.03596 in at 4.720 ft above base Fc: Allowable 572.79 psi For load combination: -D40.75OLr.+0.750L40.450w,H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.01829:1 Bendina Compression Tension Load Combination .0+Lr4H Location of max.above base 8.083 ft Applied Design Shear 4.114 psi Allowable Shear 225.0 psi DUNN BAVOIU INC. STRUCTURAL CNOINCCBINC 906 0. CLCVCLANB ST. 0SCllD0E. CA. 92084 , 17601 966655 FAA: 17601 9666260 Project Title: Hamilton Residence Engineer AK Project ID: 17-201.00 Project Descr: Remodel Pintd: SOEC 2017. 11:00P1.I Nbbd ColUmn Description: P.2 SUPPORTING HR-1 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x8 End Fixities Top & Bottom Pinned Wood GradingiManuf. Graded Lumber Overall Column Height 8.083 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir - Larch Exact Width 350 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 7.250 in C1 or Cy for Bending 1.30 Fbi- 900.0 psi Fv 180.0 psi Area 25.375 in42 Cf or Cv for Compression 1.050 Fb - 900.0 psi Ft 575.0 psi Ix 111.148 in"4 CforCv for Tension 1.20 Fc - Pill 1,350.0 psi Density 31.20 ly 25.904 1n64 Cm: Wet Use Factor 1.0 Fc - Perp 625.0 psi Ct: Temperature Factor 1.0 E: Modulus of Elasticity... x-x Bending y.y Bending Axial Clii: Fiat Use Factor 1.0 Basic 1,6000 1,600.0 1,600.0 KI: Built-up columns 1.0 NDS 15.32 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 ft. K = 1.0 Applied Loads -.- - Service loads entered. Load Factors will be applied for calculations. Column self weight included: 44.440 lbs * Dead Load Factor AXIAL LOADS... HR-1: Axial Load at 8.083 ft. Xecc = 0.5830 in, YeC = 1.20 in, 0 = 6.390, Lr = 3.270, L = 3.320, W = 1.350, E = 1.010k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8994:1 Maximum SERVICE Lateral Load Reactions.. Load Combination .iDsli+I Top along Y-Y 0.1477 k Bottom along V-V 0.1477 k Governing NDSFórumirnp + Mxx + Myy, NDS Eq. 39- Top along X-X 0.07177 k Bottom along X-X 0.07177 k Location of max.above base 8.029 it Maximum SERVICE Load Lateral Deflections At maximum location values are... AIOngY-Y -0.04905 in at 4.720 it abovebase Applied Axial 9.754k for load combination: O+0.750Lr4O.75OL40.450W4H Applied Mx Applied My -0.9645 k-fl -0.4686 k-ft AlongX -X -0.1022 in at 4.720 ft above base Fc: Allowable 1,214.11 psi for load combination: Os0.750Lr40.750L90.450W#I Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.03945:1 Bendina Comoression Tension Load Combination Location of rnax.above base 8.083 ft Applied Design Shear 7.101 psi Allowable Shear 180.0 psi DUNN RAYClr INC. STRUCTURAL ENCrnIrcRINn 900 G. CLCYI.I.UNO CT. OCCANUIOC. CA. 92064 D 17601 966.6355 FAE 17601 966-6360 Project Title: Hamilton Residence Engineer: AK Project Descr Remodel Project ID: 17-201.00 (L Pinted: 6 DEC 2017. 1102AM Wood ColUmn Description: P-3 SUPPORTING HR-1 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information File = Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.083 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb + 900.0 psi Fv 180.0 psi Fb - 900.0 psi Ft 575.0 psi Fc - PrIl 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 4x8 Wood GradingiManuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.30 Area 25.375 inA2 CI or Cv For Compression 1.050 Ix 111.148 j'14 Cf or Cv for Tension 1.20 ly 25.904 j'14 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Axial Clii: Flat Use Factor 1.0 1,600.0 ksi 1(1: Built-up columns 1.0 AIDS 1532 Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. - Column sell weight included : 44.440 lbs * Dead Load Factor --- AXIAL LOADS... HR-I: Axial Load at 8.083 ft, Xecc = 0.5830 in, Yecc= 1.20 in, D = 3.560, Lr= 1.330, L= 3.210, W = 0.060, E = 0.040k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5934: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination 40*l4I Top along V-V 0.08650 k Bottom along Y-Y 0.08650 k Governing NDS Fonumlmp + Mxx + M, NDS Eq. 3.9- Top along X-X 0.04203 k Bottom along X-X 0.04203 k Location of max.above base 8.029 it Maximum SERVICE Load Lateral Deflections At maximum location values are... Applied Axial 6.814k Along V-V -0.02872 in at 4.720 It above base Applied Mx -0.6725 k-ft for load combination: 'D'O.75OLr40.750L40.450W4H Applied My -0.3267 k-ft Along XX -0.05988 in at 4.720 it above base Fc Allowable -1,214.11 forbad combination: D40.750Lr40.750LPO.450W+H Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.02751 :1 Bending Compression Tension Load Combination iD+L4I Location of max.above base 8.083 it Applied Design Shear 4.951 psi Allowable Shear 180.0 psi DUNN SAVOIC INC. STRUCTUHAt ENOINCCRINC 000 C. C"-LAND CT. 000*NCI0C. CA. 92054 .I 17601 9686205 FAX: 17601 066-6360 Project Title: Hamilton Residence Engineer AK Prolect ID: 17-201.00 Project Descr: Remodel Description P-I SUPPORTING FB.4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.083 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir - Larch Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in CI or Cv for Bending 1.0 Fbi- 900.0 psi Fv 180.0 psi Area 30.250 102 CI or Cy for Compression 1.0 Fb- 900.0 psi Fl 575.0 psi lx 76.255 j'14 CforCv for Tension 1.0 Fc - PrIl 1,350.0 psi Density 31.20 pcf ly 76.255 jA4 Cm:WetUseFactor 1.0 Fc - Pep 625.0 P5 Ct: Temperature Factor 1.0 E: Modulus of Elasticity... x-x Bending y-y Bending Axial Clu : Flat Use Factor 1.0 IU: Built-up columns 1.0 NDS 1532 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 it K = 1.0 Applied Loads - Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 52.977 lbs * Dead Load Factor AXIAL LOADS... FB4: Axial Load at 8.083 ft, Xecc= 0.9170 in, Yecc = 0.9170 in, D = 2.213, Lr= 1.012, L= 1.101, W =3.230, E = 2.359k FB-8: Axial Load at 8.083 ft, Xecc = 0.9170 in, Yecc = 0.9170 in, D = 0.850, Lr = 0.270, L = 0.160 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. AxiaI48ending Stress Ratio 0.4197: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.111D+1.750E+H Top along V-Y 0.06073 k Bottom along V-V 0.06073 k Governing NDS Forumlaip + Mxx + M, NDS Eq. 39- Top along X-X 0.06073 k Bottom along X-X 0.06073 k Location of max-above base 8.029 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V -0.02939 in at 4.720 ft above base Applied Axial 7.591 k Applied Mx -0.5717k-ft for load combination: 4010750Lr40.750L40.450W*l Applied My -0.5717 k-ft Along X-X -0.02939 in at 4.720 It above base Fc: Allowable 1,217.97 psi for load combination: -t040.75OLr40.750L40.450W.IH Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.01226: I Bending Compression Tension Load Combination +1.111Di-1.750E+H Location of max.above base 8.083 it Applied Design Shear 3.531 psi Allowable Shear 288.0 psi Analysis Method: Allowable Stress Design End Fixities lop & Bottom Pinned Overall Column Height 8.083 it (Used for non -slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Fb- 900.0 psi Ft - 575.0 psi Fc - PrIl 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 4x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 19.250 inA2 Cf or Cv for Compression 1.10 Ix 48.526 j'14 Cf or Cv for Tension 1.30 ly 19.651 j'14 Cm: Wet Use Factor 1.0 Cl: Temperature Factor 1.0 Cfu : Flat Use Factor Axial 1.0 Kf: Built-up columns 1,600.0 ksi 1.0 NOS 1532 Use Cr: Repetftive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 ft. K = 1.0 DUN" GAVOIt INC. CYRUCTIINA* £flolflrrplflc DON C. CLNCI.ANN C,. OCCNNCIOC. CA. 9205 p..: I760I 566-63SS - F I769I 9666360 Nood Column ic. #: KW-06002938 Description: P-5 SUPPORTING FB4 R:02.13.18 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 _Applied Loads . Service loads entered. Load Factors will be applied for calculations. Column self weight included : 33.713 lbs * Dead Load Factor AXIAL LOADS... FB4: Axial Load at 8.083 ft. Xecc = 0.5830 in, Yecc = 0.9167 in, D = 2.223, Lr = 0.9390, L = 1.250, W = 3.230, E = 2.359k FJ-2: Axial Load at 8.083 ft, Xecc = 0.5830 in, Yecc = 0.9167 in, D = 0.1440, L = 0.250 k RH-2: Axial Load at 8.083 ft. Xecc = 0.5830 in, Yecc = 0.9167 in, D 0.20, Lr = 0.240 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial8ending Stress Ratio = 0.5894:1 Load Combination +1.083D+0.750L+0750S+1313E+H Governing NDS Forumimp + Mxx + M, NDS Eq. 3.9- Location of max.above base 8.029 it At maximum location values are... Applied Axial 7.039k Applied Mx -0.5313 k-ft Applied My -0.3379 k-ft Fc: Allowable 1,253.18 psi PASS Maximum Shear Stress Ratio = 0.01791: 1 Load Combination +1.0830'0.750L40.750S+1.313E+H Location of max.above base 8.083 it Applied Design Shear 5.157 psi Allowable Shear 288.0 psi Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.05699 k Bottom along Y.V 0.05699 k Top along X-X 0.03624 k Bottom along X-X 0.03624 k Maximum SERVICE Load Lateral Deflections Along V-V -0.04334 in at 4.720 ft above base for load combination: O4O.750Lr40.750L40450W4l Along X-X -0.06807 in at 4.720 it above base for load combination: D+0.750Lr40750L90450W4H Other Factors used to calculate allowable stresses... Bending Compression Tension Analysis Method: Allowable Stress Design End Fixies Top & Bottom Pinned Overall Column Height 8.083 it (Used for non -slender calculaböns) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Fb- 900.0 psi Ft 575.0 psi Fc - Pl 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 4x6 Wood Grading!ManuL Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 19.250 in"2 Cf or Cv for Compression 1.10 IX 48.526 j'14 CforCv for Tension 1.30 'y 19.651 mM Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Chi: Flat Use Factor Axial 1.0 Ki: Buift-up columns 1,600.0 ksi 1.0 NDS 153.2 Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (widlh) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 It K = 1.0 L . Project Title: Hamilton Residence CYRUCTURAt CMCINFCRIPIS Engineer: AK CA. Project Descr: Remodel Proiect ID: 17-201.00 P" 17601 0666]5S - FAX 17601 9686360 cJ.o Description: P-6 SUPPORTING FBI R:02.13.18 Code References Calculations per NDS 2015, IBC 2015,-6[C 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information ApplledLoad_ Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 33.713 lbs * Dead Load Factor AXIAL LOADS... FB-6: Axial Load at 8.083 it, Xecc = 0.5830 in. Yecc = 0.9167 in, 0 = 2.430, Lr = 0.920, L = 1.730 k FJ-2: Axial Load at 8.083 ft. Xecc. 0.5830 in, Yecc 0.9167 in, D 0.1440, L = 0.250k RH-2: Axial Load at 8.083 ft. Xecc = 0.5830 in, Yecc = 0.9167 in, D 0.20, Lr = 0.240 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial48ending Stress Ratio = 0.5796:1 Load Combination Governing NDS Forumlaip + Mxx + Myy, NDS Eq. 3.9- Location of max.above base 8.029 it At maximum location values are... Applied Axial 4.788k Applied Mx -0.3607 k-ft Applied My -0.2294 k-fl Fc: Allowable 1,042.24 psi PASS Maximum Shear Stress Ratio = 0.01945:1 Load Combination Location of max.above base 8.083 It Applied Design Shear 3.501 psi Allowable Shear 180.0 psi Maximum SERVICE Lateral Load Reactions ..' Top along V-V 0.04847 k Bottom along V-V 0.04847 It Top along X-X 0.03083 k Bottom along X-X 0.03083 k Maximum SERVICE Load Lateral Deflections Along V-V -0.03687 in at 4.720 it above base for load combination: lD+075OLr.0750L4fJ Along X-X -0.05790 in at 4.720 It above base for load combination: .iO.f0750Lr40750L4H Other Factors used to calculate allowable stresses Bending Compression Tension Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.083 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Fb- 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcI Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Sending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 DUNN 6AVOI9 INC. STRUCTURAL ENCINZCRINC gun . CI.CTLNO CT. ogrsrnsor. CA. 92054 PT,: 17601 966.6252 rAs: 17601 966660 Project Title: Hamilton Residence Engineer AK Project ID: 17-201.00 Project Descr: Remodel LJbUIIIJIIUII. • -. S.'.,. S.TS.I Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Wood Section Name 4x4 Wood Gradrng/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 3.50 in CforCv for Sending 1.50 Area 12.250 inA2 CI or Cv for Compression 1.150 Ix 12.505 j44 Cf or Cv for Tension 1.50 ly 12.505 inA4 Cm: Wet Use Factor 1.0 CL: Temperature Factor 1.0 Axial Cfu: Flat Use Factor 1.0 Kf: Built-up columns 1.0 NDS 15,3,2 1,600.0 ksi Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 ft, K = 1.0 _pplled Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 21.454 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.083 ft, Xecc = 0.5830 in, Yecc = 0.5830 in, 0 = 0.890, Lr = 0.30, L = 0.80 k Axial Load at 8.083 ft. Xecc = 0.5830 in, Yecc = 0.5830 in, 0 = 0.4270, L 1.219k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio, 0.9001 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination ..Di4fI Top along V-V 0.02005 k Bottom along V-V 0.02005 k Governing NDS Forumlaip + Mxx + Myy. NDS Eq. 3.9- Top along X-X 0.02005 k Bottom along X-X 0.02005 k Location of max.above base 8.029 it Maximum SERVICE Load Lateral Deflections At maximum location values are... Along V-V -0.05918 in at 4.720 ft above base Applied Axial 3.357k for load combination: Applied Mx -0.1610 k-ft Applied My -0.1610k-ft Along X-X -0.05918 in at 4.720 ft above base Fc: Allowable .558.12 psi for load combination: Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.01364:1 Bending Compression Tension Load Combination Location of max.above base 8.083 it Applied Design Shear 2.455 psi Allowable Shear 180.0 psi r I6. Project Title: Hamilton Residence Engineer: AK UTRUCYIJR*J. CNOINCCR1HO CA. 92084 Project Descr: Remodel Project ID: 17-201.00 181 17601 9666255 - cA* 17601 9866]G0 Description P.8 SUPPORTING FB-5 & GT-4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.083 ft (Used for non-slender calculations) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Fb- 900.0 psi Ft 575.0 psi Fc - PrIl 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 5-2*4 Wood Grading!Manuf. Graded Lumber Wood Member Type Sawn Exact Width 7.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 26.250 in*2 Cf or Cv for Compression 1.150 IX 26.797 j'14 Cf or Cv for Tension 1.50 ly 123.047 inA4 Cm:WetUseFactor 1.0 Ct: Temperature Factor 1.0 Axial Cfu : Flat Use Factor 1.0 Kf: Built-up columns 1.0 NDS 15.32 1,600.0 ksi Use Cr: Repetitive? No Brace condition For deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Unbraced Length for X-X Axis buckling = 8.083 It, K = 1.0 _Applied Loads Service loads entered. Load Factors will be applied for calculations. Column sell weight included : 45.972 lbs * Dead Load Factor AXlAL LOADS... GT-4: Axial Load at 8.083 It, Xecc = 0.5830 in, Yecc = 0.5830 in, D = 1.790, Lr = 2.240 k FB-5: Axial Load at 8.083 ft. Xecc = 1.250 in, Yecc = 0.5830 in, D = 2.290, Lr = 1.080, L = 1.470 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Mal'8ending Stress Ratio = 0.7881 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination 4O.0.750Lr-e0.750L4H Top along V-V 0.04612 k Bottom along V-V 0.04612 k Governing NDS Forumlaip + Mxx + MW, NDS Eq. 39- Top along X-X 0.07502 k Bottom along X-X 0.07502 k Location of max-above base 8.029 f Maximum SERVICE Load Lateral Deflectlons - -. Atmaximumlocationvaluesare... AIongY-Y -0.06351 in at 4.720 ft above base Applied Axial 7.718k for load combination: +O-f0750Lr40750L•+H Applied Mx Applied My -0.3703 k-ft -0.6023 k-ft Along X-X -0.02250 in at 4.720 ft above base Fc: Allowable 572.79 psi for load combination: D-s0.750Lr-.0.750L-'4-1 Other Factors used to calculate allowable stresses - . - PASS Maximum Shear Stress Ratio = 0.01905:1 Bending Compression Tension Load Combination 40+0.750Lr0.750L#I Location of max.above base 8.083 ft Applied Design Shear 4.287 psi Allowable Shear 225.0 psi DUNN GAVOIC INC. STRUCTURAL ENCINCCRIHC 000 0. CI.A'CLANR CC. 0CZRNC10C. CA. 920C IVG 97601 9665300 r. 17601 9666360 Project Title: Hamilton Residence Engineer: AK Project Descr: Remodel Project ID: 17-201.00 Vk 13 FEB 2018. 10:I8Al.I a Beam on Elastic Foundation 17.12.10, VerlO.17. Description: F-i R: 02.13.18 CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties fc 112 = 2.50 ksi fr = ft * 7.50 = 375.0 psi 'V Density 145.0 pcI X Lt WI Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 fy - Main Reber = 60.0 ksi Fy - Stirrups 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is suorted on an elastic foundation. 0(1.338) Lr(9.3) L(2.019) D(2W18 ill Phi Values Flexure: 0.90 Shear: 0.750 = 0.850 250.0 psi! (inch deflection) L(1.261) W(-3.23) E(-2.359) _çross Section & Reinforcing Details Rectangular Section, Width = 20.0 in, Height = 18.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 25.670 it in this span 245 at 3.0 in from Top, from 0.0 to 25.670 it in this span Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D=1.338, Lr=0.30, L=2.019k(S1.0f Point Load: D=2.811, Lr= 1.160, L= 1.980 k( 10.50 Uniform Load: D=0.0230, L = 0.040 ksf, Extent= 10.50->> 15.830 ft, Tributary Width = 6.250 ft. (FJ-2 Uniform Load: D = 0.01 70 ksf, Extent 10.50->> 15.830 ft, Tributary Width 8.0 ft, (WALL PointLoad: 0=2.613, Lr=1.179, L=1.50, W=3.230, E=2.359kt15.830f PointLoad: D=3.116, Lr= 1.282, L=1.261, W=-3.230, E=-2.359k(S24.670f Point Load: W =-8.228, E -5.298k (8 15.8301' Point Load: W =8.228, E = 5.298 k (ã)10.50 fi DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span U where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = = 0.579:1 Typical Section 25.918 k-ft 44.757 k-ft .i.1.359D..0.50L-+0.20S+2.50 10.570 it Span U I Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection - - uIiT1r!ThTs1 0.000 in 0.000 in 0.027 in -0.175 in 0.964 ksf at 25.67 ft LdComb: +D+0750Lr+0750L+H 1.0 ksf OK Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. '+ Dell Location in Span Span 1 1 0.0239 11.124 Span 1 -0.1753 25.670 i- -i Project Title: Hamilton Residence Engineer: AK I I O0c. A908 Project Descr: Remodel rrOlec - 17001 9005 F 17001 9066360 General FOotirg, F1!e ENERAIC INC 133.2017 Sudd.10 171210 Verloll 12.10 Description: F-2 SUPPORTING P-2 R: 02.13.18 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information - - Material Properties -- Soil Design Values Pc : Concrete 28 day strength 2.50 ksi Allowable Soil Bearing = 1.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf Concrete Density 145.0 pci Soil/Concrete Frlction Coeff. = 0.250 p Values Flexure 0.90 Shear Analysis Settings 0.750 Increases based on footing Depth Min Steel % Bending Reint. = Footing base depth below soil surface = Allow press. increase per foot of depth = 1.50 ft 0.0 ksf Min Allow % Temp Reint. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 :1 Mm. Sliding Safety Factor 1.50 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use fIg wt for stability, moments & shears : Yes = 0.0 ksf Add Pedestal WI for Soil Pressure : No when max. length or width is greater than Use Pedestal wi for stability, mom & shear : No = 0.01t Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis 4.0 ft Footing Thickness 15.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz: parallel to Z-Z Axis 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X-X Axis - Number of Bars - 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 5 z Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars reqtiired within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load 6.390 3.270 3.320 0.0 1.350 1.010 0.0k OB : Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0 0.0 0.0 0.0 - 0.0 0.0 0:0k-ft V-x = 0.0 0.0 0.0 0.0 0.0 Vo 0.0 k - V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k IiT1 SErnG I . CT. I OGGA.rn,Dc. c*. 9805 I I p•• 17601 F": 17601 966-6360 [ • •• enera! ooing Project Title: Hamilton Residence Engineer: AK Prolect ID: 17-201.00 Project Descr: Remodel D3 Punted: 13 FEB 2018. 10:2LNJ File U: emsh 17-201 .00 Han flton Resijjet LC17-2OIODIw Rjenoe6 ENERCAtC INC gaS2()T Bulld:I .i2.1O, ViriO.17.12.10 - Description: F-2 SUPPORTING P-2 R: 02.13.18 DESIGN SUMMARY - Design OK Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9170 Soil Bearing 0.9170 ksf 1.0 ksf .Os0.750Lr40.750L4H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09075 Z Flexure (+X) 1.827 k-fl/ft 20.130 k-ft/ft +120D'05OLr+160L+160H PASS 0.09075 Z Flexure (-X) 1.827 k-fl/ft 20.130 k-ft/ft +1.20Di0.50Lr+1.60L+1.60H PASS 0.09075 X Flexure (+Z) 1.827 k-ft/ft 20.130 k-ft/ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.09075 X Flexure (-Z) 1.827 k-ft/ft 20.130 k-ft/ft +1.20Ds0.50Lr1.60L+1.60N PASS 0.08458 1-way Shear (+X) 6.343 psi 75.0 psi +1.20D.0.50Lr+1.60L+1.60H PASS 0.08458 1-way Shear (-X) 6.343 psi 75.0 psi +1.20D.e0.50Lr+1.60L+1.60H PASS 0.08458 1-way Shear (.Z) 6.343 psi 75.0 psi +1.20D40.50Lr+1.60L+1.60H PASS 0.08458 1-way Shear (-Z) 6.343 psi 75.0 psi +1.20D.0.50Lr+1.60L+1.60H PASS 0.1586 2-way Punching 23.787 psi 150.0 psi +1.20D.0.50Lr+1.60L+1.60H MIRkr MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 170115 James Hamilton The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct based on the parameters provided by Stone Truss, Inc.. Pages or sheets covered by this seal: K4265479 thru K4265493 My license renewal date for the state of California is September 30, 2018. DUNN SAVOIE INC. STRUCTURAL & CIVIL ENGINEERS C1 REJECTED NO EXCEPTIONS TAKEN R REVISE & SUBMIT REVISE AS NOTED SUBMIT SPECIFIED ITEM 4FOR EXCEPTIONS SEE ENCLOSED LETTER OF TRANSMITTAL This Review Is only for general conformance with the design concept of the project and general compliance with the Information given In the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plane and specifications. Approval of a specific Item shall not Include approval of an assembly of which the Item Is a component. Contractor Is responsible for: dimensions to be confirmed and correlated at the Jobsite; Information that pertains solely to the fabricatIon processes or to the moans, methods, techniques, sequences and pro edures of construction; coordination of his or her Work with that of all other trades: a d or perform ng all work Ins safe and satisfactory manner. feb1 APPROVED BY .-- - DATED_ C7bO68 EXP. 9-30-2018 February 14,2018 Zhao, Xiàoming 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. c wlo -01(01 Job Truss Truss Type Qty Ply James Hamilton K4265479 170115 AOl California Girder Job Reference (oøtionall Stone Truss, Inc., Oceanside, CA - 92054, 8.200 s Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:16:52 2018 Page 1 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-6JQFssO3nqy0PEWhfYKSj6Qfw3o1wM3BenfaAPzl8W9 -2.0-0 2-5.8 7-5-0 7.l101l5 11-7-1 1?1l 17-0-8 19.6-0 2-0-0 2-5-8 4-11-8 0-5-1 3-8-2 0-5-1k 4-11-8 2-5-8 Scale= 1:37.1 5x8 = 4, 4.00 Fil' fi—s2 23 2ç—&., 3x4 3x4 Special L P 15 14 Special 25 26 27 28 5Pe0aI 30 29 12 10 31 LU24 454 - 3x8 3x10 2.00 2-5-8 7-5-0 12-1.0 2-5-8 441-8 4-8.0 17-0-8 19-8-0 4-11-8 Plate Offsets (XVI— r2:0-2OEdpe1 15:0-4-0.0-1-81. 16:0-2-0.0-2-01. 19:0-1-8.0-0-51. flfl:0-5.O0-6-1 110:0-0-0.0-1-121.115:0-0-0.0-1-121. hf C-8-0.0-6-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deS L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.18 12-13 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.59 12-13 >395 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MS Weight: 257 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2X4 OF No.1&Btr G 2-0-0 cc purlins (6-0-0 max.): 5-6. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 9=2815/Mechanical, 2=2974/0-3-8 Max Horz 2=63(LC 4) Max Uplift 9=-631 (LC 9), 2=-713(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1206212764, 3-4=-9787!2263, 4-5=-8728/2030, 5-6=-7999/1866, 6-7=-8238/1908, 7-8=-9827/2258, 8-9=-12313/2809 BOT CHORD 2-15=-2624/11393,14-15=-2598/1127S, 13-14=-2156/9349,12-i3=-1903/8287, 11-12=-211219385, 10-11=-2603/11513,9-10=-2633/11642 WEBS 3-15=-374/1737,4-13=-10711/263. 5-13=-257/1473, 5-12=436/151 6-12=-363/1968, 7-12=-1750/416, 8-10=-394/1839,4-14=-185/812,3-14=-1965/451, 7-1 1=-188/841, 8-11=-2171/501 NOTES- 1)3-ply truss to be connected together with 1 O (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-5-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. 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. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 9 and 713 lb uplift at joint 2. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 14,2018 (ontinuedonnnae2 - A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEIC REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekr8 connectors. This design is based only upon parameters shown, and is for an individual building component, not Sot a trans system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated isto prevent buckling of individual trans web andlor chord members only. Additional temporary and permanent bracing Welk' 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 AN5lITPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Kiug Circle Safety Information available from Tress Plate institute. 218 N. Lee Street. Suite 312, AlexandrIa, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply James Hamilton K4265479 170115 AOl California Girder Job Reference (ootionafl Stone Truss, Inc., Oceanside, CA - 92054, 8.200 s Nov 30 2017 Mfl'ek Industries, Inc. Wed Feb 14 18:16:53 2018 Page 2 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-aWze3COhY85t1 N5tDGrhGKyqg77GfollsRO8irzlBW8 NOTES- Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxl 1/2 Truss) or equivalent spaced at 3-4-80c max. starting at 8-0-12 from the left end to 11-5-4 to connect truss(es) to front face of bottom chord. Fill all nail holes where hanger is in contact with lumber. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 642 lb down and 286 lb up at 7-11-12, and 289 lb up at 9-9-0, and 657 lb down and 273 lb up at 11-6-4 on top chord, and 591 lb down and 176 lb up at 4-0-12, 7 lb down and 0 lb up at 6-0-12, 559 lb down and 106 lb up at 9-9-0, and 7 lb down and 0 lb up at 13-5-4, and 591 lb down and 176 lb up at 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plo Vert: 1-5=_72, 5-6=-72, 6-9=-72, 15-19=-20, 10-15-20, 10-16-20 Concentrated Loads (lb) Vert: 22=-602 23=164 24=-623 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473 rev. 10103/2015 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 - 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing JIT 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 ANSlITPt1 Quality criteria, DSB49 and BCSl Building Component 250 Kiug Circle Safety Information available from Tress Plate Institute, 218 N. Lee Street, suite 312. Alexandria, VA 22314. Corona. CA 92880 Job Truss Truss Type Qty Ply James Hamilton 1(4265480 170115 A02 Roof Special 1 1 Job Reference (optionall Stone Truss, Inc., Oceanside, CA - 92054, 8.200 s Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:16:54 2018 Page 1 lD:cLYPyk8bp1OwoaCvU7Vh?2yc4?r-2iX0GYPJJRDktXf3mzMwpXV0MtVMOE7R558hElzl8W7 -2-0-0 4.0.0 9-9-0 15-6-0 19-6-0 21-6-0 2-0-0 44-0 5-9-0 5-9-0 4-0.0 2-0-0 Scale = 1:35.7 357 2.00 jir 4x6 4-0-n 9-9-0 4-0-0 - 5-9-0 I 15-8-0 19-8-0 5-9.0 4-0-0 Plate Offsets (X.Y— 12:0-2-0.Edpel, 13:0-2-8,0-1-81. 15:0-3-0.0-1-81. 16:0-3-8.Edpel. 18:0-5-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.19. 7-8 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.71 7-8 >328 180 MT20HS 165/146 BCLL 0.0 * Rep Stress lncr YES WB 0.36 Horz(CT) 0.32 6 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-AS Weight: 77 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF Std G WEBS 1 Row at midpt 5-8,3-8 REACTIONS. (lb/size) 6=889/Mechanical, 2=1052/0-3-8 Max Horz 2=74(LC 12) Max Uplift 6=-97(LC 9), 2=-179(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3639/346, 34=-1902/190, 4-5=-1903/199, 5-6=-3766/412 BOT CHORD 29=353/3457, 89=_346/3529, 7-8=-360/3669, 6-7=-366/3593 WEBS 4-8=0/665, 5-8=-19121310, 5-7=0/590, 3-8=-1771/281, 3-9=0/555 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.0p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) .2-0-9 to 0-11-7, Interior(l) 0-11-7 to 9-9-0, Exterior(2) 9-9-0 to 12-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=160 All plates are MT20 plates unless otherwise indicated. 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. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0ESSICj,j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 6 and 179 lb uplift at joint 2. 40 fC,/1j' This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. ('( C 70068 E30-2O18 February 14,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTeltS connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - a mass 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 lviii k' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSliTP11 Quality Criteria, DSB-89 and BGSI Building Component 250 King Circle Safety Information available from Tress Plate Institute, 218 N. Lee Street, suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265481 170115 A03 California Girder 1 Job Reference (oplionall Stone Truss, Inc., Oceanside, CA -92054. 8.200 s Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:16:56 2018 Page 1 lO:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-_5fmhERZr3TSurpSu000uyaOegCRs9WkZPdoJAzI8W5 -2-0-0 3-11-5 7-5.0 7-110-15 11-7-1 1.1-ç) 15-6-11 19-6-0 2-0-0 3-11-5 3-5-11 0-5-1 3-8-2 0-5-1 3-5-11 3-11-5 Scala = 1:36.4 5x8 4x8 2x4 II 3x4 = LU241U24 = LU24 2x4 11 LU24 fxlo = LUS26 LU24 3-11-5 i 7-5-0 i 12-1-0 15-6-11 19-6-0 3-11-5 3-5-11 4-8-0 3-5-11 3-11-5 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 IC 0.96 TCDL 16.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 * Rep Stress Incr NO WB 0.30 BCOL 10.0 Code 1BC2015/1P12014 Matrix-MS OEFL. In (lc) 1/defi Ud PLATES GRIP Vert(LL) -0.10 9-10 >999 240 MT20 220/195 Vert(CT) -0.33 9-10 >696 180 Horz(CT) 0.06 7 n/a fl/a Weight: 193 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G *Except* TOP CHORD 4-5: 2X4 OF Std G BOT CHORD 2X6 OF No.1 G WEBS 2X4 OF Std G BOT CHORD REACTIONS. (lb/size) 7=2280/Mechanical, 2=2511/0-3-8 Max Horz 2=64(LC 4) Max Uplift 7=-438(LC 5), 2=-566(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-656411331, 3-4=-6433/1382, 4-5=-552911210, 5-6=-5833/1253, 6-7=-6286/1231 801 CHORD 2-11=-1262161185, 10-11=-126216185,9-10=-1272/6069,8-9=-1132/5941, 7-8=-1132/5941 WEBS 3-10=-2891217, 4-10=-23711460, 4-9=-709/203, 5-9=-6111096, 6-9=-511/84 Structural wood sheathing directly applied or 5-6-11 cc purlins. except 2-0-0 cc purlins (3-2-10 max.): 4-5. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - I row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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=1 10mph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCOL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber OOL=1 .60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. 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. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 7 and 566 lb uplift at joint 2. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Use Simpson Strong-lie LUS26 (4-S09212 Girder, 4-S09212 Truss) or equivalent at 6-8-3 from the left end to connect truss(es) to back face of bottom chord. Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss) or equivalent at 10-9-11 from the left end to connect truss(es) to back face of bottom chord. Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-00c max. starting at 11-5-4 from the left end to 17-5-4 to connect truss(es) to back face of bottom chord. February 14,2018 where hanner is in contact with lumber WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTeliS 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 verity the applicability of design parameters and properly Incorporate this design mb the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVilTek' 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 ANSlflPII Quality criteria. DSB49 and BC5l Building component 250 klug Circle Safety Information available from Tress Plate Institute. 218 N. Lee Street. suite 312. AlexandrIa, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply James Hamilton K4265481 170115 A03 California Girder 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.200 s Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:16:56 2018 Page 2 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-_5fmhERZr3TSurpSu000uyaDegCRs9WkZPdoJAzl8W5 NOTES- 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 133 lb up at 7-11-12, and 8 lb down and 721b up at 10-9-11, and 658 lb down and 350 lb up at 11-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 14=-72, 4-5=-72, 5-7=-72, 2-7=-20 Concentrated Loads (lb) Vert: 8=-43(8) 16=-79 17=49 18=-624 19=-1278(B) 20=-567(B) 21=-78(8) 22=_57(B) 23=182(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 V3 rev. 10/03/2015 BEFORE USE. - Design valid for use only with Mfleich 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 Into buckling of Individual truss web and!or chord members only. Additional temporary and permanent bracing prevent r'J1iTek 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 miSS systems, see ANSIITPII Quality Criteria, DSB.89 and SCSI Building Component 250 Kiug Circle Safety Information available from Truss Plate Institute, 2111 N: Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 9211110 Job Truss Truss Type Qty Ply James Hamilton K4265482 170115 B01 California Girder 1 Job Reference (ootionall Stone Truss. Inc., Oceanside, CA - 92054. 8.200 s Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:16:58 2018 Page 1 lD:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-xTnW6vSpMgjA79zq?pQszNlebUylK6R10j6vN3zl8W3 -2.0-0 5-5-0 5i-10-1 7-9-1 8-3-0 13-8-0 2-0-0 5-5-0 O-s-i 1-10-2 ó-5-1 5-5-0 Scale = 1:26.5 5x8 = 4x4 = 5-5-0 2-10-0 54-0 Plate Offsets (X.Y)— 1:0-2_14.Edpei. LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.03 7 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.09 6 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.08 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code 18C2015/TPI2014 Matrix-MP Weight: 120 lb FT = 20% LUMBER. BRACING. TOP CHORD 2X4 OF No.1&Btr G Except TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except 3-4: 2X4 DF Std G 2-0-0 cc purlins (6-0-0 max.): 3-4. BOT CHORD 2X6 OF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4DF Std G REACTIONS. (lb/size) 5=1050/Mechanical, 2=1234/0-3-8 Max Horz 2=56(LC 23) - Max Uplift 5=-1 46(LC 5), 2=-237(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2663/382, 3-4=-2427/399, 4-5=-2588/400 BOT CHORD 2-7=-32412505,6-7=-332/2493, 5-6=-330/2408 WEBS 3-7=0/259, 4-6=0/403 NOTES- 1)2-ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - I row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace 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=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf; h=25ft; Cat II; Exp C; enclosed; - MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 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. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 5 and 237 lb uplift at joint 2. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 2-0-12 from the left end to 11-7-4 to connect truss(es) to front lace of bottom chord. Fill all nail holes where hanger is in contact with lumber. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 334 lb down and 180 lb up at 5-11-12, and 370 lb down and 193 lb up at 7-8-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. February 14,2018 A WARNING - Ve,Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II4473 rev. 10/03/2015 BEFORE USE. -- - Design valid for use only with MiTel connecters. 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 verity the applicability of design parameters and property Incorporate this design Into the overall - building design. Bracing Indicated 1510 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing JIiTek 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 AN5tITPI1 Quality Criteria, DSB.89 and BC51 Building Component 250 Ktug Circle safety Infomsatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265482 170115 801 California Girder Job Reference (ootionalt Stone Truss, Inc., Oceanside, CA- 92054. 8.200 s Nov 30 2017 Mflek Industries, Inc. Wed Feb 14 18:16:58 2018 Page 2 lD:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-xTnW6vSpMgjA79zq?pQszNfebUylK6R10j6vN3zl8W3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-3=-72, 3-4=-72, 4-5=-72, 2-5=-20 Concentrated Loads (lb) Veil: 12=-314 13=-353 14=-31(F) 15=-29(F) 16=-50(F) 17=-50(F) 18=-29(F) 19=-31(F) WARNING- vwlly design paremelôrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MjTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaton, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component information 250 Klug Circle Safety available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply James Hamilton K4265483 170115 B02 Common 3 1 Job Reference (onhionall Stone Truss, Inc.. Oceanside, CA- 92054. 8.200 s Nov 302017 MiTch Industries, Inc. Wed Feb 14 18:16:59 2018 Page 1 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-PgLvKFTS7_r1llY1ZXy5WbCs8uFg3YpAFNrSvVzl8W2 -2-0-0 6-10-0 I 13-8-0 2-0-0 6-10-0 6-10-0 Scale = 1:25.5 4x4 = 3x5 = I 6-10-fl 13-8-fl 6-10-0 6-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (l c) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.07 5-8 >999 240 TCDL 16.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.23 5-8 >708 180 BCLL 0.0 Rep Stress lncr YES WB 0.14 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code lBC20151TPl2014 Matrix-AS PLATES GRIP MT20 220/195 Weight: 44 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 OF Std G REACTIONS. (lb/size) 4=618/0-3-8,2=787/0-3-8 Max Horz 2=61 (LC 8) Max Uplift 4=-67(LC 9), 2=-152(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1112/136, 3-4=-10951144 BOT CHORD 2-5=-74/984, 4.5=-741984 WEBS 3-5=01339 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.apsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(l) 0-9-12 to 6-10-0. Extenor(2) 6-10-0 to 9-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 4 and 152 lb uplift at joint 2. This truss design requires that a minimum of 7/16 structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 070068 February 14,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTelilS 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 truss web and/or chord members only. Additional temporary and permanent bracing JIT k' Is etways 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 ANSilTPl1 Quality Criteria, DSB.89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265484 170115 B03 Common Girder 1 Job Reference (ootionali Stone Truss, Inc., Oceanside, CA - 92054, 8.200 s Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:17:012018 Page 1 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-L2SfkxVitb5k_ciPhx_Zb0H9php1XJk1igKZ_Ozl8W0 2-9-13 4-9-15 6-10-0 8-10-1 10-10-3 13-8-0 2-9-13 2-0-1 2-0-1 2-0-1 2-0-1 2-9-13 Scale= 1:21.9 4x6 = 1 LOADING (psf) SPACING- 2-0-0 CSI. . DEFL. in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.09 11 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC ,0.92 Vert(CT) -0.29 10-11 >555 180 BCLL 0.0 * Rep Stress Incr NO WB 0.75 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code IBC20151TPl20114 Matrix-MP Weight: 133 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-80c purbins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DF Slid G PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED REACTIONS. (lb/size) 1=5114/0-3-8,7=2294/0-3-8 FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Max Horz 1=36(LC 27) LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE Max Uplift 1=-979(LC 4), 7=-386(LC 5) ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-i 1831/2187, 2-3=-9257/1648, 34=-6138/1072, 4-5=-6141/1073, 5-6=-6247/1062, 6-7-6204/1055 BOT CHORD 1-12=-2083/11227,11-12=-2083/11227, 10-111=-1154518782,9-10=-961/5920. 8-9=-97215851, 7-8=_972/5851 WEBS 4-10=-634/3688, 5-10=-270/179. 3-10=-37621731, 3-ii=-570/3110, 2-11 =-2690/590, 2-i 2-352/1776 NOTES- NIA 2-ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 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=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=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 20.0p5f 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 979 lb uplift at joint 1 and 386 lb uplift at joint 7. Use Simpson Strong-Tie HGUS26-3 (20-10d Girder, 6-10d Truss) or equivalent at 1-10-4 from the left end to connect truss(es) to back face of bottom chord. Use Simpson Strong-Tie LUS24 (4-S09112 Girder, 2-S09212 Truss, Single Ply Girder) or equivalent at 3-8-12 from the left end to connect truss(es) to back face of bottom chord. Use Simpson Strong-Tie HGUS26-2 (20-lad Girder, 6-1Od Truss) or equivalent at 5-6-8 from the left end to connect truss(es) to back face of bottom chord. February 14,2018 ontinued on nane 7 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MfletitS 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 of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - IVhTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfl'PII Quality Criteria, DSB-89 and BCSI Building component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265484 170115 803 Common Girder 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA - 92054, 8.200 s Nov 30 2017 MiTek Industiles, Inc. Wed Feb 14 18:17:012018 Page 2 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-L2SfkxVifb5k_ciPhx_Zb0H9php1XJkTigKZ_Ozl8W0 NOTES- Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-00c max. starting at 7-7-4 from the left end to 11-7-4 to connect truss(es) to back face of bottom chord. Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plQ Veil: 114=-72,4-7=42,11-7=-20 Concentrated Loads (lb) Veil: 17=-2795(8) 18=869(B) 19=-2260(B) 20=-84(121) 21=-98(B) 22s-71(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MflekO connectors. This design is based only upon parameters shown, and is for an Individual building component, net a trans 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 budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVIT 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 ANS9TPi1 Quality Criteria, DSB.89 and SCSI Building Component 250 Kiug Circle Safely Information available from Tress Plate institute, 218 N. Lea Street, Suite 312. Alexandria, VA 22314. Corona. CA 92880 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purling, except 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CSI. DEFL. TC 0.21 Vert(LL) BC 0.35 Vert(CT) WB 0.14 Horz(CT) Matrix-MP in (lc) 1/defi Lid PLATES -0.02 5 >999 240 MT20 -0.05 5 >999 180 0.01 4 n/a n/a Weight: 68 lb GRIP 220/195 FT = 20% Job Truss Truss Type Qty Ply James Hamilton K4265485 170115 COI CAL HIP 1 Job Reference (optionall Stone Truss, Inc., Oceanside, CA- 92054. 8.200 a Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:17:03 2018 Page 1 lD:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-HRaP9dtiBCLSEwrooM01gRNbeVeM?MkmAjg3Gzl8W_ I 2-10-0 3-3-15 4-8-1 5-2-0 8-0-0 2-10.0 0-5-15 1-4-2 0-5-15 2-10-0 Scale = 1:15.3 4x6 = 4x4 4.O0i . i I 2-10-0 5-2-0 i 5-0-0 2.10-0 2-4-0 2-10-0 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 16.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code lBC2015ITPl2014 LUMBER- TOP CHORD 2X4 OF No. 1&Btr G *Except* 2-3: 2X4 OF Std G BOT CHORD 2X6 DF No.1 G WEBS 2X4 OF Std G REACTIONS. (lb/size) 1=759/0-3-8,4=1247/0-3-8 Max Horz 1=-14(LC 9) Max Uplift 1=-131(LC 4). 4-199(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=_2084/363, 2-3=-2478/417,3-4=-2599/428 BOT CHORD 11-6=-339/2011, 5_6=343/2007, 4_5=-382/2470 WEBS 2.5=.99/548, 3-5=-79/696 NOTES- 2-ply truss to be connected together with lOd (0.13 1"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 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=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf: BCDL=6.opsf; h=25ft; Cat. II: Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 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. 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 131111 uplift at joint I and 199 lb uplift at joint 4. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Use Simpson Strong-Tie LU24 (4-1od Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 3-10-8 oc max. starting at 2-0-12 from the left end to 5-11-4 to connect truss(es) to front face of bottom chord. Use Simpson Strong-Tie LU24 (4-lad Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 0-10-8 oc max. starting at 3-6-12 from the left end to 4-5-4 to connect truss(es) to front face of bottom chord. Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. Use Simpson Strong-Tie LUS24-2 (4-SDI0II2 Girder, 2-SD10212 Truss, Single Ply Girder) or equivalent at 6-1-8 from the left end February 14,2018 to backfa of bottom chord WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeIIS 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 endlor chord members only. Mditional temporary and permanent bracing IJljT 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 ANStlTPl1 Quality Criteria. DS849 and BCSI Building Component 250 klug Circle Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265485 170115 cal CAL HIP Job Reference (ontionafl Stone Truss, Inc., Oceanside. CA -92054. 8.200 s Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:17:03 2018 Page 2 ID:cLYPyk8bplOwoaCvU?Vh?2yc4?r-HRaP9dWyBCLSEwrooM0lgRNbeVeM?MkmAjrg3GzI8W_ NOTES- Fill all nail holes where hanger is in contact with lumber. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 75 lb up at 3-6-8, and 86 lb down and 70 lb up at 4-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=l .25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-2=-72, 2-3-72, 3-4=-72, 1-4-20 Concentrated Loads (lb) Vert: 11=-44 12=_44 13w-66(F=-3, 8-63) 14-10(F) 15-90(B) 16-10(F) 17.1033(F_3, B.1030) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is torso individual building component. not a truss system. Before use, the building designer must verily the applicability or 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 AN5tITPi1 Quality Criteria, DSB-89 and BCSl Building Component 250 Kiug Circle Safety Information available from Truss Plate Institute, 218 N. Lee street, suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty James Hamilton JPly K4265486 170115 HO FlatGirder 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside. CA - 92054, . 8.200 s Nov 30 2017 Mrrek Industries, Inc. Wed Feb 14 18:17:04 2018 Page 1 10:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-ld8oNzXayWTJr4QM4XGDevmRv28kr5vOeZDajzl8Vz I 4-0-0 4-0-0 Scale = 1:9.9 6 LU24 3 3x4 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.20 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 RepStress lncr NO WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP . Weight: 18 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2X4 DF Std G REACTIONS. (lb/size) 4=681/Mechanical, 3=175/Mechanical Max Horz 3=-40(LC 4) Max Uplift 4=-I 12(LC 4), 3=-30(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1 .60 plate gnpDOL=1.60 Provide adequate drainage to prevent water ponding. 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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4 and 30 lb uplift at joint 3. Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Use Simpson Strong-Tie LU24 (4-1Od Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. Fill all nail holes where hanger is in contact with lumber. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 16 lb up at 1-11-4 on top chord, and 505 lb down and 86 lb up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard f C 70068 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Vert: 1-2=-72, 3-4=-20 it Uniform Loads (pit) Concentrated Loads (lb) ZVI Vert: 4=-505 5=-2(B) 6=-7(B) \ February 14,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with N111ekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated jab prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing f4T k Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIFTPII Quality criteria, DSB-89 and BCSI Building component 250 Klug Circle Safety Infomiatlon available from Tress Pluto Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona. CA 928110 Job Truss Truss Type Qty Ply James Hamilton K4265487 170115 HD1 Flat Girder 1 1 Job Reference (optionall Stone Truss, Inc.. Oceanside, CA -92054. 8.200 s Nov 30 2017 MiTek Industiles, Inc. Wed Feb 14 18:17:05 2018 Page 1 ID:QckUNGUZuIFV_2BWTBvlL..y076y.EqiAaJYCjqbATD?Bwn3VlsSyWlOpTl73dllm69zl8Vy I 4-0-0 4-0-0 Scale = 1:13.6 3x4 ii 3x4 = LOADING (psf) SPACING- 2-0-0 CSl. DEFL in (lc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 * Rep Stress lncr YES WS 0.02 Hoiz(CT) -0.00 4 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MP Weight: 20 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD 2-0-0 cc purling: 1-2, except end verticals. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4DF Std G REACTIONS. (lb/size) 4=170/Mechanical, 3=170/Mechanical Max Horz 3=-65(LC 10) Max Uplift 4=-41 (LC 8), 3-41 (LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft: Cat. II: Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12103-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 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. A plate rating reduction, of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 4 and 41 lb uplift at joint 3. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 14,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTekB 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 verity 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 I&J1jT 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 AN5tflPII Quality Criteria, DSB-89 and BCSI Betiding Component 250 Klug Circle Safety Information available from Tress Plate Institute, 218 N. Lee Street. Suite 312. AlexandrIa, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton 1<4265488 170115 HRA Diagonal Hip Girder 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside. CA- 92054. 8.200 s Nov 302017 MiTek Industries. Inc. Wed Feb 14 18:17:06 2018 Page 1 5NaNTVakl3?2yijvCIOCsy2Kebzl8Vx -2-9-15 3-7-9 5-7-2 13-8-11 2-9-15 3-7-9 1-11.9 8-1-9 Scale = 1:32.8 Special 6 Special Special 2.83 i-ir Special Special 12 Special 3x4 Ii Special 3x6 = Special 4X4sciai 3x6 = Special 1.41 rir LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 16.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 • Rep Stress lncr NO WB 0.04 BCDL 10.0 Code 1BC2015/TP12( Matrix-MP DEFL. in floc) Well Ud PLATES GRIP Vert(LL) -0.02 8-11 >999 240 MT20 220/195 Vert(CT) -0.02 8-11 >999 180 Horz(CT) 0.00 8 n/a n/a Weight: 35 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 OF Std G BOT CHORD REACTIONS. (lb/size) 2=466/0-3-7, 8=504/Mechanical, 5=806/0-6-6 Max Horz 2=138(LC 4) Max Uplift 2=..138(LC 4), 6=-116(LC 8), 5=-225(1_10 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-526/0, 4-8=-426/161 BOT CHORD 2-8=0/444 WEBS 3-8-432/0 Structural wood sheathing directly applied or 5-7-2 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph: TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=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.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. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2, 116 lb uplift at joint 8 and 225 lb uplift at joint 5. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) S. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 11 lb up at 2-9-8,59 lb down and 11 lb up at 2-9-8,47 lb down and 37 lb up at 5-7-7.51 lb down and 59 lb up at 8-5-6, 18 lb down at 8-5-6, and 415 lb down and 136 lb up at 11-3-5, and 18 lb down and 21 lb up at 13-8-11 on top chord, and 22 lb down and 9 lb up at 2-9-8, and 22 lb down and 9 lb up at 2-9-8, and 48 lb down at 5-3-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-72, 4-6=-72, 8-9=-20 February 14,2018 Conhinuerl on nane 7 A WARNING. Ve,Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTakO connecters. 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 verity 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 and/or chord members only. Additional temporary and permanent bracing IVIT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaton, storage, delivery, erection and bracing of trusses and truss systems. see ANSlfTPI1 Quality Criteria, 058-89 and BCSt Building Component information 250 Kiug Circle Safety available from Truss Plate Institute, 218 N. Lea Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265488 170115 HRA Diagonal Hip Girder 1 1 Job Reference (ontionall Stone Truss, Inc., Oceanside, CA -92054. 8.200 s Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:17:06 2018 Page 2 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-i0GYofYr1J7j15NaN1Vakl3?2yijvCl0Csy2KebzI8Vx LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-2(17) 4=-2(B) 8=37(B) 5=-415(F) 12-19(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE Mil-74731,1 10/03/2015 BEFORE USE. Design valid for use only with MiTekSt connectors. This design Is based only upon parameters shown. and Is for an' individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Into prevent buckling of indivIdual truss web and/or chord members only. Additional temporary and permanent bracing lviii 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 klug Circle Safety Inrormotlon available from Truss Piste Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply James Hamilton K4265489 170115 HRA1 Diagonal Hip Girder I Job Referenc (onlionall Stone Truss, Inc.. Oceanside, CA - 92054, 8.200 s Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:17:07 2018 2-9-15 ID:cLYPyk8bp1OwoaCvU?Vh? 5-7-2 1-11-9 Speaal 2.83 Special Special 12 30 Special 8-1-9 Scale = 1:32.8 Special 5 I nil 13 4x4 3x4 = Special 34 Special 1.41 iii LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 16.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr NO WB 0.04 BCDL 10.0 Code 1BC20151TP12014 Matrix-MP DEFL in (lc) I/deft L/d PLATES GRIP Vert(LL) -0.02 8-11 >999 240 MT20 220/195 Vert(CT) -0.02 8-11 >999 180 Horz(CT) 0.00 8 n/a n/a Weight: 35 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Std G BOT CHORD REACTIONS. (lb/size) 2=466/0-3-7, 8=467/Mechanical, 5=826/0-6-6 MaxHorz 2=138(LC 4) Max Uplift 2=-137(LC 4), 8=-134(LC 8), 5=-212(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-505/0, 4-8=-426/165 BOT CHORD 2-8=0/437 WEBS 3-8=426/0 Structural wood sheathing directly applied or 5-7-2 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.opsI; BCDL=6.apsl; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=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. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2. 134 lb uplift at joint 8 and 212 lb uplift at joint 5. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 11 lb up at 2-9-8,59 lb down and 11 lb up at 2-9-8,33 lb down at 5-6-15,51 lb down and 59 lb up at 8-5-6, and 18 lb down at 8-5-6, and 439 lb down and 136 lb up at 11-3-Son top chord, and 22 lb down and 9 lb up at 2-9-8, and 22 lb down and 9 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-72, 4-6=-72, 8-9=-20 Concentrated Loads (lb) Vert: 5=439(B) 12=-19(F) February 14,2018 WARNING- Ve,IfydesIgn parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIT 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 tresses and truss systems, See ANSIITPII Quality Criteria, DSB-89 and BCSi Building Component 250 klug Circle Safety information available horn Tress Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton 1(4265490 170115 HRA2 Diagonal Hip Girder I Job Reference (oolionafl Stone Truss, Inc.. Oceanside, CA -92054. 8.200 s Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:17:09 2018 Page 1 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-6bxhOgbjn26cyrJy9d7RwidYBvjUP3YfYwG_FwzI8Vu -2-9-15 5-0-12 9-3-10 11-6-14 13-8-11 2-9-15 5-0-12 4-2-14 2-3-4 2-1-14 Scale= 1:31.5 - =="=' 2x4 II 3x5 3x5 = Special Special Special Special Special I 5-0-12 I 9-3-1 0 5-0-12 4-2-14 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 16.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress lncr NO BCDL 10.0 Code lBC2015!TP12014 CSI. DEFL. in (lc) 1/defi Lid TC 0.46 Vert(LL) -0.03 9-12 >999 240 BC 0.24 Vert(CT) -0.06 8-9 >999 180 WS 0.25 Horz(CT) 0.01 8 n/a n/a Matrix-MP PLATES GRIP MT20 220/195 Weight: 45 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF 14o.1&Btr G WEBS 2X4 OF Std G BOT CHORD REACTIONS. (lb/size) 2=666/0-4-9, 8=666/Mechanical, 5=294/0-4-4 Max Horz 2=129(LC 5) Max Uplift 2=-167(LC 4), 8=-100(LC 9), 5=-131(LC 23) Max Gray 2=666(LC 1), 8666(LC 1), 5302(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-045/15, 4-8=-299/141 BOT CHORD 2-9=-66!792, 8-9=-66/792 WEBS 3-8=-829/85 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=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.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. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 167 lb uplift at joint 2, 100 to uplift at joint 8 and 131 lb uplift at joint 5. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 12 lb up at 2-9-8, 59 lb down and 12 lb up at 2-9-8, 44 lb down and 41 lb up at 5-7-7, 44 lb down and 41 lb up at 5-7-7, and 80 lb down and 81 lb up at 8-5-6, and 80 lb down and 81 lb up at 8-5-6 on top chord, and 23 lb down and 12 lb up at 2-9-8, 23 lb down and 12 lb up at 2-9-8, 21 lb down at 5-7-7, 21 lb down at 5-7-7, and 61 lb down at 8-5-6, and 61 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-72, 4-6=-72, 7-10=-20 Concentrated Loads (lb) Vert: 15=-129(F=-64. B=-64) 17=-22(F=-11, B-11) 18-94(F-47, B-47) C-70068 EXP. 9-30-2018 * * CIVIL , F CM. February 14,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE 111II-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 lbr an Individual building component, not - a buss 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 sndlor chord members only. Additional temporary and permanent bracing riAiTek Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the - fabricatIon, storage, delivery, erection and bracing of trusses and miss systems, see ANSIItPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92860 Job. Truss Truss Type Qty Ply Jame s Hamilton K4285491 170115 J4S Monopitch Girder 2 . 1 Job Reference (optionalt Stone Truss, Oceanside, Ca 82056 5.250 s Jan 0 2510 Miles Insusines, Inc. visa Feb 14 10:51:04 zuie rage i ID:cLYPyk8bplOwoaCvu?Vh?2yc4?r-9Qb9SE88Xw6swprMvuz1rLPNFE8YiTCBV1jABTzI8O5 I .2.0.0 I 3-10.15 3.11111 2-0.0 3-10-15 0-O-2 Scale = 1:16.4 2x4 II 4-1-8 I 3.10-15 3-ilill I 6.4.0 3.10-15 04.'I2 2-2-8 0-1-13 Plate Offsets (X.Yt— r2:0-3-9.0-0-81,15:0-4-8.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/den Lid PLATES GRIP TCLL 20.0 Plate Grip oOL 1.25 TC 0.23 Vert(LL) -0.07 5-9 >999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.25 5-9 >301 180 MT20HS 165/146 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 23 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oC purlins. BOT CHORD 2X6 DF No.1 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=592/0-3-8 (mm. 0-1-8), 4=617/Mechanical Max Horz 2=80(LC 4) Max Uplift 2=-159(LC 4), 4=-156(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCDL=6.opsf; h=25ft: Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL1.60 plate grip OOL=160 All plates are MT20 plates unless otherwise indicated. 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. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 2 and 156 lb uplift at joint 4. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 476 lb down and 145 lb up at 4-1-8, and 174 lb down and 82 lb up at 6-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-72, 2-5=-20, 4-5=-20 Concentrated Loads (lb) Vert: 5=476(B) 4=-174(B) February 14,2018 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 MiTeka connectors. This design is based only upon parameters Shown, and is reran individual building component. not - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fJIjT 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Kiug Circle Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply James Hamilton K4265492 170115 J6S Monopitch 2 1 Job Reference (onlionall Stone Truss, Inc., Oceanside, CA - 92054, 8.200 a Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:17:112018 Page 1 ID:cLYPyk8bp1OwoaCvU7Vh?2yc4?r-2z3RrMczIfMKB8TKG29v?7iyBjPOt?Hx?El5Kpz18Vs -2-0-0 5-10-15 8-0-0 2-0-0 5-10-15 2-1-1 Scale = 1:19.6 5x5 5-2-12 5-10-15 8-0-0 5-2-12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.03 6-9 >999 240 TCDL 16.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.10 6-9 >673 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-AS PLATES GRIP MT20 220/195 Weight: 25 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4DF Std G REACTIONS. (lb/size) 2=438/0-3-8, 4=21 /Mechanical, 3=262/Mechanical Max Horz 2=82(LC 8) Max Uplift 2=-125(LC 8), 3=-19(LC 12) Max Gray 2=438(LC 1), 4=38(LC 3), 3=262(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-9 to 0-11-7, Interior(1) 0-11-7 to 5-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2 and 19 lb uplift at joint 3. This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be. applied directly to the bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. C70068 $-30-2018 February 14,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND SNCI.UDED MITEIC REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek9 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 property incorporate this design into the overall building design. Bracing indicated isle prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 or trusses and truss systems, see ANSIITPII Quality Criteria. DSB49 and BCSI Building component 250 Kisg circle Safety Information available from Truss Plate institute. 218 N. Lea Street, Suite 312. AlexandrIa, VA 22314. Corona, CA 92880 5x6 3x5 = 3x4 Job Truss Truss Type Oty Ply James Hamilton K4265493 170115 J8A MONO CAL HIP 1 1 Job Reference (ontionall Stone Truss, Inc.. Oceanside, CA -92054. 8.200 s Nov 30 2017 MiTek Industries, Inc. Wed Feb 14 18:17:13 2018 Page 1 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-?MBBG2eEqHc1 RSOTCN4YnlkXx3LpzETYEBOhzl8Vq -2-0-0 3-4-2 5-0-12 6-5-5 8-0.0 2-0-0 34-2 1-8-10 Scale= 1:19.3 I 34-2 5-0-12 8-0-0 34-2 1-8-10 2-11-4 LOADING (psf) SPACING- 2-0-0 CS!. DEFL. in (l c) Well Lid 20.0 Plate Grip DOL 1.25 IC 0.23 Vert(LL) -0.03 7-8 >999 240 TCDL 16.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.10 7-8 >968 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 38 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G Except TOP CHORD 4-6: 2X4 DF Std G 801 CHORD 2X4 OF No.1&Btr G BOT CHORD WEBS 2X4OF Std G REACTIONS. (lb/size) 2=1062/G-3-8,7=1298/Mechanical Max Hoiz 2=100(LC 5) Max Uplift 2=-245(LC 4), 7=-254(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2118/351, 3-4=-15921302 BOT CHORD 2-9=-355!1977, 8-9=-355/1977, 7-8=-299/1450 WEBS 4-8=-166/1016,4-7=-1699/340,3-9=-55/473, 3-8=-522/88 Structural wood sheathing directly applied or 4-6-4 cc purlins, except end vertIcals, and 2-0-0 cc purlins: 4-6. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph: TCDL=6.opsf; BCDL=6.0psl; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 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. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 2 and 254 lb uplift at joint 7. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Use Simpson Strong-Tie LU24 (4-S09112 Girder, 2-S09112 Truss, Single Ply Girder) or equivalent at 3-4-12 from the left end to connect truss(es) to back face of bottom chord. Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 5-6-4 from the left end to connect truss(es) to back face of bottom chord. Fill all nail holes where hanger is in contact with lumber. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 126 lb up at 6-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 70068 February 14,2018 (ôntinued on osne 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE 011II.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeina 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 verity 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 andlor chord members only. Additional temporary and permanent bracing IVFiT k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaton, storage. delivery. erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building component information 250 Kiug circle Safety available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Atexandrla, VA 22314. Corona, CA 92880 Job Truss . Truss Type Ply James Hamilton IO'y K4265493 170115 JBA MONO CAL HIP 1 1 Job Reference (onlhonafl Stone Truss, Inc., Oceanside, CA -92054. 8.200 s Nov 302017 MiTek Industries, Inc. Wed Feb 14 18:17:13 2018 Page 2 ID:cLYPyk8bp1OwoaCvU?Vh?2yc4?r-?MBBG2eEqHc1 RSqOTCN4YnlkXx3LpzETVEBOhzl8Vq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-4=-72,4-5=42.4-13=-32, 6-13=-72, 7-10=-20 Concentrated Loads (lb) Vert: 9=-661(B) 14=-150(B) 15=-640(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekE 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 IvilTek' 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 AN5lffP11 Quality Criteria, DSB-89 and BCSl Building Component 250 Kiug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Symbols INumbering System J A General Safety Notes PLATE LOCATION AND ORIENTATION - I i" Center plate on joint unless x, y offsets are indicated. L 117-1 Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss K\ and fully embed teeth. O-6" I1H k For 4 x 2 orientation, locate plates 0- 'lid' 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 width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: 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. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS cl-2 C2.3 I? Nc,~,4 C7.8 C6.7 C5.8 BOTTOM CHORDS JOINTS AREARE GENERALLY NUMBEREDILETERED 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, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. 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 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 ANSIITPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant., preservative treated, or green lumber. Camber is 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 loft. spacing, or less, if 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 of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. Ii In 0 0 Roof Truss Layout § James Hamilton 2625 Davis Avenue San Diego CA CL 92008 NOTICE TO BUILDING OFFICARCPIITECUT AND1ENc(NEERS: NON-STRUCTURAL DRAWING INTENDEbIflT1USS ATIO ORMATION ONLY Stone Truss to I' 057 Jon.pIoe.nsId0 0* 55001 utyof. Community &Economic Development Carlsbad CERTIFICATION OF SCHOOL FEES PAID - This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City Will not issue any building permit without a completed schopl fee form. Project No. & Name: RI Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Plan Check No. Project Address: Assessor's Parcel No.: Project Applicant: (Owner Name) CBR2018-0167 2625 DAVIS AVE 1552720400 il20!8 CIry 0 TRUST M AND M TRUST 12-19-14 .. 'Z)I LI Residential Square Feet: New/Additions: Second Dwelling Unit: 590 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 01/22/2018 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifl under penalty of perjury that (1) the information provided above is correct and true to ti best of the Owner's knowledge, and that the Owner will file an amended certification payment and pay the additional fee if Owner requests an increase in the number dwelling units or square footage after the building permit is issued or if the mit determination of . units or square footage is found to be incorrect, and that (2) the Owner the owner/developer of the above described project(s), or that the person, executing it declaration is authorized to sign on behalf of the Owner. 17-1 Encinitas Union School District 101 South Rancho Santa Fe Rd J Encinitas, CA 92024 Phone: (760) 944-4300 x1166 El San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) EJ San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) ie Vista Unified School District Df 1234 Arcadia Drive al Vista CA 92083 is Phone: (760) 726-2170 x2222 Is SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. A Signature of Authorized School District Official: Title:______________________________ Date: __________ CARLSBAD UNIFIEDSCHOOL DISTRICT ' ri • Name of School District: 6225 EL CAMINO REAL Phone: 960 3 / -Sn CC CARLSBAD1 CA92009... • ...... Building Division • 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP — BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE REcEJy Erosion Cofltrol Tracking Non-Sknm Water Waste Management anJv1qerials BMPs on Sediment C trol BMP s Control BMPs Management BMPs Pollution Control BMR1' 1 2 2018 .0 B IF C RLS . 0) IIL D -I-' -I-' , 0 I IV .0 0) a, E c .! ' U) -- ------------ ' . c . - .- 0 >. 0 C U) Qi Best Management Practice* . C ° • Q- C g 4) 41 Li > a, 0 (BMP) Description —4 0 U) 0)4 . . C3 a, a, a, WX C3 E LE E 0 4-' N U) N 0 a, C - S '-. - , - a, o 0 - .... .0 0) a, 0 C 4-' !-- 0 4-' > W ..-' -gliE C 0 .. ..-, C N C C C w = i a, cn .0 c - i 0 w> 0 u-i . cn o ... Cl) .,-, 0 u 0 L. Q 0 C a 0 0 o 0) > C) D..4.. Cl) 0 cn 0.0 in C) 0 0 Cl) m 00 = m 0 0 0 CASQA Designation — N — -- LO co N Go T '? ¶ T i1 '? ¶ ¶ Construction Activity Li LI W Li Cl) Cl) Grading/Soil Disturbance — ,Trenching/Excavation — — — — — — — — — — — — ' Stockpiling — — — ell, — — — — — — — — — i ,Drilling/Boring — — —V — — — — — — — — — — ', concrete/Asphalt Sawcutting — — — — — — — -- — — — — — — j 'Concrete Flatwork -- — raving — — -- — — — — — — — onduit/Pipe Installation — — — 7 — — — — — — J Stucco/Mortar Work — — — -- -- — — — — — — 'Waste Disposal — Staging/Lay Down Area — — — — — — — — — — — Equipment Maintenance and Fueling — — - — — — — — — — Hazardous Substance Use/Storage — Dewatering — — — — — — — — — — Site Access Across Dirt — Other (list): Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address:_ ,°?O Assessor's Parcel Number: '' c40o Emergency Canto Name: 24 Hour Phone:_______________ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM 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 CONSTRUC110N AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY 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. ,- OWNER S _____R S AGENT NAME (PRINT) OWN ER's AGENT NAME (SIGNATURE) DATE 'I E-29 Page 1 of 1 REV 11/17 PERMIT REPORT (ity of Carlsbad Print Date: 08/06/2020 Permit No: PREV2018-0112 Job Address: 2627 DAVIS AVE, CARLSBAD, CA 92008-1454 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisic Parcel #: 1552720400 Track #: Applied: 04/24/2018 Valuation: $ 0.00 Lot #: Issued: 05/14/2018 Occupancy Group: Project #: Finaled Close Out: 08/06/2020 #of Dwelling Units: 0 Plan #: Bedrooms: 0 Construction Type: Bathrooms: 0.0 Orig. Plan Check #: CBR2018-0167 Inspector: CRenf Plan Check #: Final Inspection: Project Title: Description: HAMILTON: ADD FOOTING BELOW EAST POST Applicant: Property Owner: TIDA HAMILTON M AND M TRUST 12-19-14 2625 DAVIS AVE 2625 DAVIS ST CARLSBAD, CA 92008-1454 CARLSBAD, CA 92008 (858) 864-7335 FEE ' AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $131.25 REFUND $0.00 Total Fees: $ 166.25 Total Payments To Date : $ 166.25 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov CONT PLAN CHECK REVISION OR Development Services k76.-City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number C' -3\ 0161 Plan Revision Number - ô ii a Project Address '-t kJks i\sJ-€.1 TL1 General Scope of Revision/Deferred Submittal: VL4\S fQ fö a,\14.. oA IUvI-.JIIvII- I Name Phone Fax Address ( i-i' S Ae- CityO3 (7Qk Zip Email Address çyiii\. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: EJ Plans Calculations fl Soils fl Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 1)AAn a ci\— 42 ca A eDc- S-3 S S -\- -c 4. Does this revision, in any way, alter the exterior of the project? LI Yes N No Does this revision add ANY new floor area(s)? fl Yes No Does this revision affect any fire related issues? LI Yes Eg No cpmpletezzet? El Yes [4 No Date g k €S'Signatur 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbui1tCompany DATE: May 2, 2018 0 APPLICANT JURlSDICTlON-Car1sbid - PLAN CHECK #.: CBR2018-0167 Rev (PREV2018-0112) SET: I PROJECT ADDRESS: 2627 Davis Ave PROJECT NAME: The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted— Telephone #: Date contacted: ( ) Email: Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente Enclosures: Original set of approved plans. EsGil 4/26/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2018-0167 Rev (PREV2018-01 12) May 2, 2018 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-0167 Rev (PREV2018-0112) PREPARED BY: Abe Doliente DATE: May 2, 2018 BUILDING ADDRESS: 2627 Davis Ave BUILDING OCCUPANCY: R3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: El Complete Review D Structural Repetitive Fee E Other Repeats Hourly 1I Hr. @* EsGil Fee $105.00I I $105.00I * Based on hourly rate Comments: Sheet Sheet 1 of 1