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HomeMy WebLinkAbout252 NORMANDAY LN; ; PC2016-0041; PermitCL7city of Carlsbad Print Date: 10/23/2019 Permit No: PC2016-0041 Job Address: 252 Normandy Ln Permit Type: BLDG-Plan Check Work Class: Residential Status: Closed - Finaled Parcel No: 2030230400 Lot #: Applied: 12/22/2016 Valuation: $ 0.00 Reference #: DEV16022 Issued: 04/03/2018 Occupancy Group: Construction Type Permit 10/23/2019 Finaled: # Dwelling Units: 0 Bathrooms: 3.00 Inspector: Bedrooms: 4.00 Orig. Plan Check #: Final Plan Check #: Inspection: Project Title: RANCHO PARADISO Description: BARBERIO: 1982 SF SFD & 428 SF 2DU Applicant: Owner: Co-Applicant: KIRK MOELLER ARCHITECTS INC COOWNER BARBERlO GARY T&SANDRA STEADY BUILDERS INC KIRK MOELLER 4270 Clearview Dr CARLSBAD, CA 92008 28821 Lilac Rd Valley Center, CA 92082-5426 760-803-8006 760-505-9090 FEE AMOUNT Total Fees: Total Payments To Date: Balance Due: Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov FHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE [:]HEALTH 0 HAZMATIAPCD Building Permit Application Plan Check No. '1o6 - cDe4 Est. Value ("City of 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2719 Fax: 760-602-8558 Carlsbad.email: Ph: Plan Ck. Deposit building@carlsbadca.gov Date t 2.-I 7_-2_/ '(p 112-22.16 I www.carlsbadca.gov JOB ADDRESS 252 Normandy I I SUITEC/SPACED/UNITI APN I 228 - 220 - 50 - 00 CT/PROJECT # LOT # PHASE # C OF UNITS # BEDROOMS I C BATHROOMS CONSTR. TYPE 0CC. GROUP CDP-16-186 I 4 I 3 ITEBABAME I R-3 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) NEW 3-STORY SINGLE FAMILY RESIDENCE INCLUDING A TWO-CAR GARAGE AND ROOF DECK AND A SECOND 15182 McLA-tl DWELLING UNIT. 42. 2tX) EXISTING USE PROPOSED USE IGARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE AIR CONDITIONING Vacant Lot I new residence I 516 I 688 2 NOD I YES Z1N0D IFIRESPRINKLERS YES NOD APPLICANT NAME Kirk Moeller - MAA Architects 'ROPERTY OWNER NAME Gary and Sandy Barberio dn.,v Co ct nt. ADDRESS ADDRESS 2173 Salk Ave. Suite 250 P0 Box 4221 CITY STATE ZIP Carlsbad CA 92008 CITY STATE ZIP Carlsbad CA 92018 PHONE 760-431-7775 I PHONE 760-889-1870 I FAX EMAIL kirktmaaarchitects.com EMAIL SBARBERlO2cmsn.com DESIGN PROFESSIONAL Kirk Moeller - MAA Architects CONTRACTOR BUS. NAME e.g_ e..cc ' * ADDRESS 2173 Salk Ave. Suite 250 ADDRESS CITY STATE ZIP Carlsbad CA 92008 CITY 11A fli C•.-r STATE ZIP PHONE 760-431-7775 IFAX PHONE 1 FAX EMAIL kirkcmaaarchitects.com EMAIL A V S iA )mL r"it*I L. Ed McArdle STATE l # C17263 STATE US,#.ILASS i 7 7 i (3 lcth' BUS. LIC.# J 9 ? ' 9 (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 jChapter 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: I hereby affimi under penalty of perjury one of the following declarations: H:h haveand 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. ave and will maintaIn workers' compensation, as required by Secjion VOO of the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation in,purance carrier and policy number ancInsurance C '/C.CC St IV .4f1P4 Policy No. 74006 IS//('/ Expiration Data _1-I-19 section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I codify 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 (5100,000), In addition to the cost of compensation, damages as provided for In Section 3106 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE -' []AGENT DATE _3-1 9 I hereby affirm that lam exempt SImm Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Ucense 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). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Conlractor'sLicense 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 Conlractor's License Law). [] I am exempt under Section _____________Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes [JNo 2.1 (have/have nol) signed an application fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address/phone !contractors' license number): 4. I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address / phone! contractors' license number): 5.1 will provide some of the work, bull have contracted (hired) the following persons to provide the work Indicated (include name/address! phone llype of work): ..'PROPERTY OWNER SIGNATURE []AGENT DATE .1 ®@ WHO 600100139 (®( ® OH}O( O(®O( 0103 ®(IIY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or nsk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 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. (®V(O®) ()®OWC (JC1 I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address O€i 000 I1I® IoerttfythatI have read the application andstatethattheaboveinfoimationisoonectandlhattheinfomiadonontheptanslsaccumte. IagrecempIywith all Cftyordiesand State laws ielatingtobuiIdingconsmjctlon. I hereby authorize repiesentaliveof the City of Carlsbad to enter upon the above mentioned property for inspection purpases. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILIT IES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CI1Y IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. An OSHA permit is required for excavations over 601 deep and demolition or construction of structures over 3stories in height. EXPIRATION: Every permit issued by the Building Ofdal under the provisions of this Code shall expire by Imitation and become nut and void the building or work authorized by such permit isnot commenced within 180 days from the date ofsuch permit orif the build' n es: authorized by such permit is suspended orabandoned at any time after the ork is commenced for a period of 180 days (Section 106A.4 Uniform Building Code). LAPPLICANT'S SIGNATURt.. DATE EsGil Corporation In PartnersIiip with government for Bui(1ing Safety DATE: 9/1/2017 U APPLICANT gIURIS. JURISDICTION: CCirlèbD U PLAN REVIEWER U FILE PLAN CHECK NO.: PC2016-0041 SET: III PROJECT ADDRESS: 252 Normandy PROJECT NAME: SFD & 2nd Dwelling Unit for Gary & Sandy Barberio The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation 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. LII The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: 4- Telephone #: Date contacted: (by:1') Email: Mail Telephone Fax In Person tIll REMARKS: By: Jason Pasiut Enclosures: EsGil Corporation [1 GA EEJDMB DPC 8/28/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Building Safety DATE: 6/29/2017 JURISDICTION: Carlsbad PLAN CHECK NO.: PC2016-0041 SET: II PROJECT ADDRESS: 252 Normandy U APPLICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: SFD & 2nd Dwelling Unit for Gary & Sandy Barberio The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plas transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. . The applicant's copy of the check list has been sent to: Kirk Moeller EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kirk Moeller Date contacted: 61211r7 (by-2) jjii_) Telephone Fax In Person LII REMARKS: By: Jason Pasiut (for AD) EsGil Corporation [I GA DEJOMB DPC Telephone #: 760-431-7775 Email: kirk@maaarchitects.com Enclosures: 6/22/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC20 16-0041 6/29/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLUMBING Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads per note on sheet E. 1. 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). This item was not addressed. Also please indicate whether water heaters are direct vent or show shaft for vents to roof. In the garage, provide an adequate barrier to protect the water heaters from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 507.13. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U 'I • Page 1 of I EsGil Corporation In Partnersliip with government for Bui(&ng Safety DATE: January 5, 2017 JURISDICTION: Carlsbad PLAN CHECK NO.: PC2016-0041 SET:! PROJECT ADDRESS: 252 Normandy O APPLICANT ,4'JURIS. 0 PLAN REVIEWER 0 FILE PROJECT NAME: SFD & 2nd Dwelling Unit for Gary & Sandy Barberio 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kirk Moeller E EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kirk Moeller ate contacted: I IS (by'\J.... Mail "fephone Fax In Person LI REMARKS: By: Abe Doliente EsGil Corporation OGA EEJDMB E] PC Telephone #: 760-431-7775 Email: kirk@maaarchitects.com Enclosures: 12/27/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC20 16-0041 January 5, 2017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC2016-0041 PROJECT ADDRESS: 252 Normandy FLOOR AREA: SFD - 2412 SF Garage - 516 SF Decks - 688 SF REMARKS: JURISDICTION: Carlsbad STORIES: 3 HEIGHT: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 12/27/16 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Abe Doliente COMPLETED: January 5, 2017 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 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 2012 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 PC2016-0041 January 5, 2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." . GENERAL RESIDENTIAL REQUIREMENTS Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. The master bedroom does not have a complying window. Windows must have an openable area of at least 5.7 square feet, with the minimum openable width 20" and the minimum openable height 24". The bottom of the clear opening shall not exceed 44" above the floor. Do not measure to the window sill. Carlsbad PC2016-0041 January 5, 2017 EXITS, STAIRWAYS, AND RAILINGS 5. Guards (Section R312): a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 6. Provide stairway and landing details. Section R311.7. a) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 7. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5. 1. 8. A nosing (between 3/4" and 1-W) shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.5.3. 9. Handrails (Section R311.7.7): The handgrip portion of all handrails shall be not less than 1-% inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-% inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. . GARAGE AND CARPORTS 10. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. . FOUNDATION REQUIREMENTS 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. FRAMING 12. Structural calculations show FB-4 with a span of 16 ft. Sheet SI.1 of the plans shows different lengths of FB-4. Please clarify. Carlsbad PC2016-0041 January 5, 2017 Specify the depth of the roof/deck joists and floor joists on the plans as called out in the structural calculations. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. The plans shall indicate that special inspection. See the list on sheet SO.2. Please use the city special inspection form. (CBC Chapter 17 and Section 107.2) . MECHANICAL Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.3. . ELECTRICAL For a single-family dwelling unit, show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. A balcony, deck, or porch that is greater in area than 20 square feet and is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E). This receptacle must be GFCI protected. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70(A). . PLUMBING 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). Provide a note on the plans: The control valves in showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. Carlsbad PC2016-0041 January 5, 2017 All new residential units shall include on the building plans provisions (conduit and roof penetrations) specifically designed to allow the later installation of a system which utilizes solar energy as an alternative energy source. . RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings. CGC Section 303.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. These are in addition to the notes already shown on the cover sheet of the plans. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Show on the plans the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. CGC 4.106.4.- Indoor water use. Show compliance with the following table for new/replaced fixtures, per CGC 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals 0.5 gallon/flush Showerheads 2 gpm @ 80 psi Lavatory faucets 1.5 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle 1. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 2.0 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC 4.303.1.3.2. Carlsbad PC2016-0041 January 5, 2017 Note on the plans that automatic irrigation system controllers shall comply with the CGC Section 4304.2 as follows: A. Controllers shall be weather or soil moisture based that automatically adjust irrigation in response to changes in needs as weather conditions change. B. Weather based controllers shall have separate wired or wireless rain sensor which connects or communicates with the controller(s). Soil moisture based controllers are not required to have rain sensors. 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 Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2013 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFI R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Include all applicable sections of the MF-1 R form with the plans. . MISCELLANEOUS Sheet A5.1 of the plans refers the reference detail 5/A5.1, but this detail is not shown. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No Carlsbad PC2016-0041 January 5, 2017 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at EsGil Corporation. Thank you. SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Carlsbad PC2016-0041 January 5, 2017 <(.* CITY OF CARLSBAD In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. 'rojectlPermit: Project Address: THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) (FirSt) (MI.) (Last) Mailing Address: Email__________________________________________________________ Phone:__________________________ ________________________________________________ I am: uProperty Owner oProperty Owner's Agent of Record DArchitect of Record 0Engineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature:. Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: . Please check if you are Owner-Builder 0 Name: (Please print) (MI,) (Last) Mailing Address: Email: Phone: State of California Contractor's License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will nrnviria n finrl r,irwt / lgiMr in ,nmnlinr-a with (R( .j,tinn 1711d I 2 ,lrinr tn rr,iwqtin,a fintil Signature: Date: B-45 Page 1 of 1 Rev. 08/11 Cals6ad PC2016-0041 January 5, 2017 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC2016-0041 PREPARED BY: Abe Doliente DATE: January 5, 2017 BUILDING ADDRESS: 252 Normandy BUILDING OCCUPANCY: R3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD 2412 141.76 341,925 Garage 516 36.98 19,082 Decks 688 20.03 13,781 Air Conditioning Fire Sprinklers TOTAL VALUE 374,787 Jurisdiction Code I cb I By Ordinance Bldg. Permit Fee by Ordinance v Plan Check Fee by Ordinance V I $1,602.311 I, $1,041.501 Type of Review: O Repetitive Fee I Repeats El Complete Review El Other El Hourly EsGil Fee Structural Only $897.291 Comments: jn addition to the above fee, anadditionallepL$3isdue_(1/2 hour $86/hr)for the_Cajeen revie Sheet I of I macvalue.doc + Engineering, Inc. STRUCTURAL CALCULATIONS RANCHO PARADISO RESIDENCE MAA ARCHITECTS SUBJECT: SHEET NO: ADDENDUM #1 - PLAN CHECK COMMENTS AND UPDATES FB4Check ..........................................................................................................................................83-84 MidWall Canopy Beam .....................................................................................................................85 -86 Cl ESS -I 07EW 06/30/18 ) * IVIL OF CAL ~Ov- N N 0 Co > w 16039 Designed By: BTB April 19, 2017 Checked By: RCH 17150 Via del Campo, Suite 306 Las Vegas, NV San Diego, CA 92127 Salt Lake City, UT 858.673.8416 tel 858.673.8418 fax 83 - File = S:t16t16039-1l2.CALC-1t16039.ec6 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.1j17 'Lic. Licensee : r2h engineering inc. Description: FB4 Check CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 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 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 13(0.06) L(O.12) V V V V 1(1.07) D(0.12) Lr(0.3) 3.5x11.875 3.5x11.875 Span = 20.50 ft Span = 2.0 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 1 Uniform Load: D = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 12.50 ft, Tributary Width = 1.330 ft Uniform Load: D = 0.020, L = 0.040 ksf, Extent = 12.50 -->> 20.50 ft. Tributary Width = 3.0 ft Point Load: D = 0.6710, L = 1.070 k@ 12.0 ft Load for Span Number 2 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 0.0 ft Point Load: D=0.120, Lr 0.30k @2.0 ft DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.6351 Maximum Shear Stress Ratio = 0.256: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 3,182.80p5i Iv Actual 128.24 psi FB : Allowable = 5,008.88psi Fv : Allowable = 501.12 psi Load Combination +1.200+0.50Lr+1.60L+1.60H, LL Comb Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Location of maximum on span = 12.025ft Location of maximum on span 19.584 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.580 in Ratio = A4=P.fl Upward Max Upward Transient Deflection -0.185 in Ratio = 260 <360 Max Downward Total Deflection 0.945 in Ratio = 260 -2't0. at the end of the Max Upward Total Deflection -0.297 in Ratio = I 160 <240.0 cantilever. Beam - is OK. III Overall Maximum Deflections Load Combination Span Max. -" Defi Location in Span Load Combination Max. +" Defi Location in Span +D+L+H,LL Comb Run (LL) 1 0.9450 10.765 - 0.0000 0.000 2 0.0000 10.765 +D+L+H, LL Comb Run (LL) -0.2973 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.817 2.775 84 rue Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Description: FB4 Check Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MiNimum -0.029 0.329 +D+H 0.723 1.173 +D+L+H, LL Comb Run (1) 0.723 1.173 +D+L+H, LL Comb Run (L) 1.817 2.775 +D+L+H LL Comb Run (IL) 1.817 2.775 +D+Lr+H LL Comb Run (1) 0.694 1.502 +D+Iri-H, IL Comb Run (I) 0.723 1.173 +D+Lr+H, LI Comb Run (II) 0.694 1.502 +D+S+H 0.723 1.173 +D+0.750Lr+0.7501+H, LL Comb Run (* 0.701 1.420 +D+0.750Ir+0.7501+H, IL Comb Run (1 1.543 2.374 +D+0.750Lr+0.750L+H, LL Comb Run (1 1.521 2.621 +D+0.750L+0.750S+H, LL Comb Run (1 0.723 1.173 +D+0.750L+0.7505+H, IL Comb Run (1 1.543 2.374 +D+0.7501+0.7505+H, IL Comb Run (ILL 1.543 2.374 +D+0.60W+H 0.723 1.173 +D+0.70E+H 0.723 1.173 +D+0.75OLr+0.7501+0.450W+H, LL Comb 0.701 1.420 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.543 2.374 +D+0.750Lr+0.7501+0.450W+H, IL Comb 1.521 2.621 +D+0.7501+0.750S+0.450W+H, IL Comb 0.723 1.173 +D+0.750L+0.7505+0.450W+H, IL Comb 1.543 2.374 +D+0.750L+0.750S+0.450W+H, LL Comb 1.543 2.374 +D+0.750L+0.7505+0.5250E+H, IL Comb 0.723 1.173 +D+0.750L+0.7505+0.5250E+H, LI Comb 1.543 2.374 +D+0.7501+0.7505+0.5250E+H, LL Comb 1.543 2.374 +0.60D+0.60W+0.60H 0.434 0.704 +0.60D+0.70E+0.60H 0.434 0.704 DOnly 0.723 1.173 Lr Only, LL Comb Run (L) -0.029 0.329 Lr Only, IL Comb Run (1) Lr Only, IL Comb Run (LL) -0.029 0.329 I Only, LL Comb Run (*1) L Only, II Comb Run (1) 1.093 1.602 I Only, LL Comb Run (II) 1.093 1.602 S Only W Only E Only H Only Maximum Shear Stress Ratio Section used for this span fv, : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.159:1 1.75x11.875 = 56.71 psi = 356.25 psi +D+Lr+H, LL Comb Run (LL) = 8.000 ft = Span #1 85 L Wood Beam Lic. File 3.116%16039—l2-CALC-1tCANTIL-1.ECb ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 Licensee : r2h engineering inc. Description: 13/4' xli 7/8' LVI cantilever beam-pointed live load in the middle of second span 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 - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,600.0 psi Ebend- xx 1,900.Oksi Fc - Pril 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling EU 1.7501.875 Span = 8.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft Point Load: Lr = 0.30 k @0.0 ft Load for Span Number 2 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.348 1 Section used for this span 1.75x11.875 fb:Actual = 1,130.27psi FB : Allowable = 3,250.00psi Load Combination +D+Lr+H LL Comb Run (L*) Location of maximum on span = 8.000ft Span # where maximum occurs = Span # I Maximum Deflection 1.75x11.875 Span = 5.50 ft Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.396 in Ratio = 484 >=240. Max Upward Transient Deflection -0.022 in Ratio = 2960 >=240. Max Downward Total Deflection 0.486 in Ratio = 390=180 Max Upward Total Deflection -0.027 in Ratio = 2420>=180 Overall Maximum Deflections Load Combination Span Max. '-° Dell Location in Span Load Combination Max. "+° Dell Location in Span +D+Lr+H, LI Comb Run (1') - 1 0.4858 0.000 0.0000 - 0.000 2 0.0000 0.000 +D+Lr+H, U. Comb Run (1*) -0.0273 2.335 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum - 1.500 -0.633 Overall MiNimum 0.055 -0.025 +D+H 0.432 -0.080 86 Wood Beam 1-ile ENERCAIC, INC. 1983-2017, Build:6.17.3.17. Ver:6.17.3.17 I Description: 13/4" xli 7I8 LVI cantilever beam-pointed live load in the middle of second span Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+L+H, ILL Comb Run t) 0.432 -0.080 +D+L+H, IL Comb Run (L) 0.432 -0.080 +D+L+H, LL Comb Run (LL) 0.432 -0.080 +D+Lr+H, LL Comb Run (L) 0.487 -0.025 +D+Lr+H, IL Comb Run (L) 1.445 -0.633 +D+Lr+H, IL Comb Run (LL) 1.500 -0.578 +D+S+H 0.432 -0.080 +D+0.750Lr+0.750L+H, LL Comb Run ( 0.473 -0.039 +D+0.750Lr+0.7501+H, LL Comb Run (1 1.191 -0.495 +D+0.750Ir+0.750L+H, IL Comb Run (L 1.233 -0.453 +D+0.750L+0.7505+H, LL Comb Run (L 0.432 -0.080 +D+0.750L+0.7505+H, IL Comb Run (1 0.432 -0.080 +D+0.7501+0.750S+H, IL Comb Run (IL 0.432 -0.080 +D+0.60W+H 0.432 -0.080 +D+0.70E+H 0.432 -0.080 +D+0.750Lr+0.7501+0.450W+H, IL Comb 0.473 -0.039 +D+0.750Ir+0.750L+0.450W+H, IL Comb 1.191 -0.495 +D+0.750Lr+0.7501+0.450W+H, IL Comb 1.233 -0.453 +D+0.7501+0.750S+0.450W+H, LL Comb 0.432 -0.080 +D+0.7501+0.750S+0.450W+H, II Comb 0.432 -0.080 +D+0.7501+0.750S+0.450W+H, LL Comb 0.432 -0.080 +D+0.7501+0.750S+0.5250E+H, IL Comb 0.432 -0.080 +D+0.7501+0.750S+0.5250E+H, IL Comb 0.432 -0.080 +D+0.7501+0.750S+0.5250E+ H, IL Comb 0.432 -0.080 +0.60D+0.60W+0.60H 0.259 -0.048 +0.60D+0.70E+0.60H 0.259 -0.048 O Only 0.432 -0.080 Ir Only, IL Comb Run (*1) 0.055 0.055 Ir Only, IL Comb Run (1) 1.013 -0.553 Ir Only, IL Comb Run (II) 1.068 -0.498 L Only, LI Comb Run (1) L Only, LI Comb Run (I) I Only, II Comb Run (IL) S Only W Only E Only H Only STRUCTURAL CALCULATIONS RANCHO PARADISO RESIDENCE MAA ARCHITECTS SUBJECT: SHEET NO: Design Criteria .......................................................................................................................................I - 3 Headers/Beams/Joists ........................................................................................................................4 -21 ShearWalls & Diaphragms ................................................................................................. . ............. 22 -51 BearingWalls & Columns ................................................................................................................. 52-70 Footings/Foundations ...................................................................................................................... 71-82 qoflESS /o, CID .048318 -I 1' Ex .06/ 0"'. ZS OFCM.\*O1 Job No.: 16039 Date: December 22, 2016 17150 Via del Campo, Suite 306 San Diego, CA 92127 858.673.8416 tel 858.673.8418 fax .J D... - -- PC20I 6-0041 252 NORMANDY LN BARBERIO: 1982 SF SF0 & 428 SF 2DU 2030230400 12/22/2016 PC201 6-0041 Design Crltera Location: Carlsbad, California Governing Building Code(s): 2013 CBC Occupancy Category= IT I Roof Dead Load= 17 psf Roof Live Load= 201 psf Rooftop Patio Live Load= 60 psf Floor Dead Load= 20 psf Floor Live Load -: psf Wind Design Wind Speed (V)= n04 mph Exposure Category C Internal Pressure Coef. 0.18 Design C&C 34.5 psf (Strength) Seismic Design 1.00 Soil Site Class= r1!''11 F, 1.03 F, 1.549 L1741 1.209 m1 0.699 5d 0.806 Sdl= 0.466 Seismic Design Category= 0 Soil Criteria 1 Ground Snow Load Elevation 42J ft P = 0 psf Roof Snow Load 01. C l,= 1 0 psf Te 0.116s Te 0.578 Te 0.189 Structural Sheathing R= 6.5 C, p,,nvhl 0.124 Soils Report= Geotechnical Explorations, Inc. (Job No. 15.10764) Soil Bearing Capacity= 2500 psf Min Embedment= 18 in Coefficient of Friction= 0.35 Lateral E.F.P. Active= 38 psf/ft Lateral E.F.P. Active (at-rest) 59 psf/ft Lateral E.F.P. Passive= 250 psf/ft 2 ) Dead Load Calculations Roof: Framing= 8 psf Decking/Sheathing= 1.7 psf Shingles= 2 psf Gypsum Ceiling 2.2 psf Misc. 3.1 psf Total= • 17 psf Floor: Framing= S psf Decking/Sheathing= 2.5 psf Gypsum Ceiling 2.2 psf Partitions= 5 psf Misc.= 5.3 psi Total= 20 psf / 12/12/2016 Design Maps Summary Report tJSGS Design Maps Summary Report User-Specified Input Report Title Rancho Paradiso Mon December 12, 201t 19:31:45 OTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2.008) Site Coordinates 33.163630N, 117.35592°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS-Provided Output S5 = 1.174g S= 1.210g S= 0.807g S1 = 0.451 g S = 0.698 g S,, = 0.466 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP building code reference document. 3 MCER Response Spectrum 1.43 1.30 0.26- 0.13-- 0.00.. 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 0.90 L41 0.36 0.27 0.12 .- 0.09-- 0.00 1 . i i i k i 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 160 1.90 2.00 Period. T (sec) For PGA, T, C., and CaL values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter' knowledge. 1/1 Header Calculations HDR1 HDR2 HDR2 Chk HDR2 Chk HDR3 HDR3 Chk HOR4 Span (ft) O W56 14 O0 16 o? Roof Trib (ft)=!'1500 600 000 1100 1350 1400 000 Floor Trib (ft) 5.00 1.00 1500 1500 0.00 11.00 200 Pt. Load (lbs) 0 0 0 . 1700 ,1700 3320 0 From R. x (ft)jo Roof DL (psf)= 17 17 17 17 17 17 17 20 20 20 20 20 20 20 Floor DL (psf)= 20 20 20 20 20 20 20 Floor IL (psf)= 60 60 40 40 40 40 40 Add'l Uniform (plf)= 2U 2 + Irn Allowable LI j I./ 350 360 360 360 360 360 480 Allowable TI A= L/ 240 40 £.Q 2407 36 Load Combination= 1.20+1.61r+I 1.2D+1.6Lr*L 1.20+1.61+.5Lr 1.2D+1.6L+.5Lr 1.2D+1.6Lr+L 12D+1.6Lr+L 2.2D+1.61+.5Lr w (plf)= 1537.9 1009.1 1898.7 1905.1 711.7 1681.9 312.4 Service w(plf)= 1078.6 782.9 1340.9 1285.9 523.1 1188.6 247.7 M (ft*lbs)= 1730.10 5329.44 4806.15 5610.25 10594.33 12825.02 9998.24 V (lbs)= 2402.91 3973.43 4628.14 5729.32 5209.00 7291.65 3300.20 RLEFI (lbs)= 1617.83 2544.55 3017.11 2996.88 3317.50 4928.66 1981.63 RRIGHT 1617.83 2544.55 3017.11 3846.88 2739.94 4928.66 - 1981.63 4 Number of Plies= Width (in)= Depth (in)= Fb(psi)= F(psi)= F,(psi)= E(psi)= E 1 (psi) CF or C= l(in)= 10(in)= Fb(psi)= F'(psi)= F ,(psi)= E'(psi)= E,,(psi)= I (in4)= S,(in3)= A (in 2) (ft*lbs)= Check: 4% (lbs)= Check: ALL (in)= (in)= Check: Reqd Bearing length (in): 1 1 1 1 3 3 1 5.5 5.5 5.5 5.5 1.75 1,75 5.5 5.5 .7 .7,5 9,5 95 750 875 875 875 2600 2600 875 170 170 170 170 285 285 170 625 625 625 - 625 750 750 625 1300000 1300000 1300000 1300000 1900000 1900000 1300000 470000 470000 470000 470000 965710 965710 470000 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8 0.8 0.8 0.8 36 78 54 48 100 66 192 74.2 149.6 110.5 98.9 191.4 136.0 347.5 1294.0 1506.0 1507.4 1507.8 4336.1 4460.1 1488.7 293.8 293.8 293.8 293.8 492.5 492.5 293.8 939.4 939.4 939.4 939.4 1127.3 1127.3 939.4 1300000 1300000 1300000 1300000 1900000 1900000 1300000 703120 703120 703120 703120 1444702.16 1444702.16 703120 76.26 193.36 193.36 193.36 375.10 375.10 697.07 27.73 51.56 51.56 51.56 78.97 78.97 121.23 30.25 41.25 41.25 - 41.25 49.875 49.875 63.25 2990.21 6470.92 6477.20 6479.02 28534.47 29351.03 15039.29 OK OK OK OK OK OK OK 8886.24 12117.60 12117.60 12117.60 24562.44 24562.44 18580.32 OK OK OK OK OK OK OK 0.01 0.03 0.02 0.02 0.05 0.03 0.13 2967 2712 2299 2347 2107 2624 1475 0.02 0.13 0.05 0.03 0.09 0.04 0.40 1816 624 1097 1472 1091 1557 476 OK OK OK OK OK OK OK 0.47 0.77 0.90 1.11 0.88 1.23 0.64 5 Description: FBi - .... ...................... ... Calâulations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 EMNM L!Pe& * Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending OO.I35) V V V V V OO76S)L4O09) V. V V LtI.3S) V V V V V , OQ9Ufl2fl , 0lO.1!L10.211 - - "_' IN Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width = 5.50 ft Uniform Load: D = 0.0250, L = 0.060 ksf, Extent = 20.0 -->> 32.0 ft. Tributary Width = 4.50 ft. (Floor Cu) Stair landing to wall: Uniform Load: L = 0.30 ksf, Extent = 23.50 -->> 32.0 ft. Tributary Width = 4.50 ft. (hot tub loads,' Uniform Load: D = 0.020, L = 0.060 kst, Extent = 0.0 -->> 9.50 ft. Tributary Width = 4.50 It, (storage closet/elevator: Point Load: D = 1.590, L = 1.220k @13.50 it, (lower landing) Uniform Load: D = 0.0170, Lr = 0.020 ksf. Extent = 0.0 -->> 23.50 It, Tributary Width = 4.50 ft. (High Roof, Uniform Load: D = 0.1350 k/ft. Extent = 0.0 -->> 23.50 ft. Tributary Width = 1.0 ft. (High Wall Maximum Bending Stress Ratio = 0.464: 1 Maximum Shear Stress Ratio = 0.149 : 1 Section used for this span W21 x57 Section used for this span W21 x57 Mu: Applied 224.223 k-ft Vu : Applied 38.072 k Mn * Phi: Allowable 483.750 k-ft Vn * Phi: Allowable 256.365 k Load Combination •0.20D•4501-r•0.60L•0.601-1 Load Combination •+1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 17.006ft Location of maximum on span 32.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.520 in Ratio = 738 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0 <480.0 Max Downward Total Deflection 0.850 in Ratio = 452 >=360. Max Upward Total Deflection 0.000 in Ratio = 0 <360.0 Load Combinalion Span Max. '-' Defl Location in Span Load Combination Max. 't Defi Location in Span +D+L+H 1 0.8500 16.274 0.0000 0.000. -. * 656665, - Support notation: Far left s#1 Values inKIPS _____ - Load Combination Support 1 Support 2 Overall MAXimum 18.019 25.150 Overall MiNimum 1.338 0.777 +D+H 7.118 6.392 +D+L+H 18.019 25.150 +D+Lr+H 9.056 7.168 sD+S+H 7.718 6.392 +D+0.150Lr+0.150L+H 16.441 21.043 D+0750L+0750S+H 15.443 20.461 D+0.60W+H 7.718 6.392 +D+0.70E+H 7.718 6.392 D+0.750Lrt0.750L+0.450W+H 16.447 . 21.043 sD+0.750L+0.750S+0.450W+H 15.443 20.461 +D+0.750Lf0.750S+0.5250E+H 15.443 20.461 ..0.60D+0.60W+0.60H 4.631 3.835 +0.60D+0.70E+0.60H 4.631 3.835 T jER4ALC IC 198O16, 6uø616.1O31 V:6. Description: FBi JSuppor tnotaU r! notation: is #1 Values kiKIPS Load Combination Support 1 Support 2 D Only 7.718 6.392 Li Only 1.338 0.777 1 Only 10.301 18.759 S Only W Only E Only H Only Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span II where maximum occurs 0.096: 1 W8x10 3.848 k 40.239 k 41 .20D+0.50Lr+1.60L+1.60H 0.000 ft Span # 1 7 File. S.t16116039--112-CALC-.1t16039.ec Steel Beam ENERCALC INC. 1983-2016, 8ulld:6.16 10.31 Ver.6.1610.3 I1i.VEIIftI,ffl'4t1 *. Description: FB2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29.000.0 ksi Bending Axis: Major Axis Bending 0(0.1351 V V V V V 0(0.091 L(018) V V V V V Span = 13.505 Service loads entered. Load Factors will be applied for calculations. Applied Loads Beam sell weight calculated and added to loading Uniform Load: 0 0.020, L = 0.040 ksf, Tributary Width = 4.50 Il Uniform Load: D = 0.1350 kilt. Tributary Width = 1.011 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.395: 1 Section used for this span W8x10 Mu: Applied 12.985 k-ft Mn * Phi: Allowable 32.871 k-ft Load Combination 41.20D0.50Lr4 1.60L+1.60H Location of maximum on span 6.15011 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.151 in Ratio = 1,070 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0 <480.0 Max Downward Total Deflection 0.349 in Ratio = 464 >=360. Max Upward Total Deflection 0.000 in Ratio = 0 <360.0 Overall Maximum Deflections Load Combination Span sD+L+H 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 2.801 Overall MINimum 0.952 +D4H 1.586 +D+L+H 2.801 D+Lr+H 1.586 +D+S+H 1.586 +D+0.75OLr+0.7501+H 2.498 +D+0.1501+0.150S+H 2.498 +D+0.60W+H 1.586 +D+0.10E+H 1.586 sD+0.150Lr+0.150L+0.450W+II 2.498 #D+0,7501+0.7505s0.450W+H 2.498 iD40.150140.750S+0.5250E4H 2.498 0.60Dt0.60W+0.60H 0.952 +0.600+0.10E+0.60H 0.952 DOnly 1.586 Lr Only LOnly 1.215 S Only WOnly Max. Deft Location in Span Load Combination 0.3488 6.189 Support notation: Far left is 11 Support 2 2.801 0.952 1.586 2.801 1.586 1.586 2.498 2.498 1.586 1.586 2.498 2.498 2.498 0.952 0.952 1.586 1.215 Max. Dell Location in Span 0.0000 0.000 Values in KIPS Description: FB2 nis JSupport notation: Far tell is #1 Values inKIPS Load Combination Support 1 Support 2 H Only n. WoodLBeam L !* ENE Description: FB3 CODE:.REEBNCE$ T 'iTI•.L Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 .. Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb -Tension 2,900.0 psi E: Modulus of Elasticily Load Combination ASCE 7-10 . Fb - Compr 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Pill 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 2900 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.0375) L(0. 1) V V V V 0(0.2) V V V V V 7x11.875 Span = 20.330 ft Service loads f ions Beam self weight calculated and added to loads Uniform Load: D = 0.0170, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (Root) Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 1.330 II, (2 floors) Uniform Load: D = 0.20, Tributary Width = 1.0 ft. (Wall) Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 2.50 It, (Deck) Point Load: W = 2.754, E = 2.647 k @9.167 ft, (SW reaction) Point Load: W = -2.754, E = -2.647 k @ 13.670 ft. (SW Reaction) ........................ ......................... ....................- ...................................................................................... Maximum Bending Stress Ratio = 0.5421 Maximum Shear Stress Ratio = 0.242 :1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb : Actual = 2,751 .08psi fv : Actual = 121.20 psi FB : Allowable 5,008.88 psi Fv : Allowable = 501.12 psi Load Combination +1.20D40.50Lr41.60L Load Combination 41.200+0.50Lr+1.601 Location of maximum on span 10.165111 Location of maximum on span = . 19.365ft Span # where maximum occurs = Span II 1 Span II where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio = 885 >=360 Max Upward Transient Deflection -0.070 in Ratio = 3472 >=360 Max Downward Total Deflection 1.013 in Ratio = 240 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 .... ......................=J.... . Ud"j AM Load Combination Span Max. '- Dell Location in Span Load Combination Max. Y Dell Location in Span .iD+0.750Lr+0.750Ls0.450W 1 1.0134 10.017 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.855 5.581 Overall MINimum 0.586 -0.586 D Only 3.721 3.121 10 Wbod AL EI Description: FB3 ............................................Support notation : Far left is #1 Values hiKIPS Load Combination Support 1 Support 2 +0+1 5.284 5.284 +D+Lr 4.641 4.641 +D+0.150Lr+0.7501 5.581 5.581 +D+0.150L 4.895 4.895 +0.0.60W 4.093 3.361 +D+0.10E 4.131 3.316 +D+0.150Lr4O.1501+0.450W 5.855 5.306 +Dt0.150Lt0.450W 5.169 4.620 +D+0.150L+0.5250E 5.202 4.581 +0.600+0.60W 2.602 1.810 +0.60D+0.10E 2.646 1.826 Lr Only 0.915 0.915 LOnly 1.557 1.551 W Only 0.610 -0.610 E Only 0.586 .0.586 11 Description: FB4 LPTI1 ........................................ .................... .................... ............ ........... ..... _....... ......................... .... Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- Compr 2,900.0 psi Ebend- xx 2,200.0 ksi Fc- PrIl 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 3.5x11.875 Span = 16.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, L = 0.040 ksf, Extent = 0.0->> 12.0 It, Tributary Width = 7.50 it Uniform Load: D = 0.020, L = 0.040 ksf, Extent = 10.330-->> 12.0 11, Tributary Width = 2.250 ft Point Load: D rO.6710, 1 = 1.070k @12.0 It . .... Maximum Bending Stress Ratio = 0.726 I Section used for this span 3.5x11.875 fb : Actual = 3,636.95 psi FB : Allowable = 5,008.88 psi Load Combination +1.20D+0.5OLr+1.60L+1.60H Location of maximum on span = 8.58411 Span# where maximum occurs = Span if 1 Maximum Shear Stress Ratio 0.374: 1 Section used for this span 3.5x11.875 Iv : Actual = 187.63 psi Fv : Allowable = 501.12 psi Load Combination +1.20D+0.50Lr+1.60L+1.6011 Location of maximum on span = 15.066ft Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.473 in Ratio= 406 >=360 0.000 in Ratio= 0<360 0.740 in Ratio= 259 >=240. 0.000 in Ratio= 0<240.0 r-.--._.... Load Combination Span Max. Deft Location in Span Load Combination Max. Deft Location In Span .D+L+H 1 0.7398 8.117 0.0000 0.000 Support notation Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Overall MAXimum . 3.982 3.592 Overall MiNimum 0.852 0.801 tD+H . . 1.419 1.335 +D+L+H 3.982 3.592 +D+Lr+H 1.419 1.335 Description: FB4 Support notation: Far left is ill Values in KIPS Load Combination Support 1 Support 2 +D+S+H 1.419 1.335 +D+0.150Lr+0.750L+H 3.342 3.028 +D+0.150L+0.150S+H 3.342 3.028 +D+0.60W+H 1.419 1.335 +D0.10E+Il 1.419 1.335 +D+0.750Lr+0.7501+0.450W+H 3.342 3.028 +D0.150L+0.150S+0.450WfH 3.342 3.028 +De0.150L0.750S+0.5250E+H 3.342 3.028 +0.600+0.60W+0.60H 0.852 0.801 +0.60D+0.70E+0.601-1 0.852 0.801 DOnly 1.419 1.335 LrOnly L Only 2.563 2.257 S Only W Only E Only H Only 12 13 rn L L LW Description: FB5 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D . Fb -Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,350.0 psi Ebend- xx 1,600.Oksi Fc - PrIl 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi WoOd Grade : No.1 Ri 170.0 psi Ft 675.0 psi Density 31.20pcI Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.045) 1(0.045) V V 600 Span = 20.50 ft 1AiII.L Service loads entered. Load Factors will be applied or calculations. Beam self weight calculated and added to loads Uniform Load: D =0.020, L = 0020 k1 Tributary Width = 2.250 ft JER3F!1JWMAIW Maximum Bending Stress Ratio = 0.4% 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 1,063.60psi fv : Actual = 38.08 psi FB:Allowable = 2,331.72psi Fv:Allowable = 293.76 psi Load Combination +l.20D+0.50Lr+1.60L+l .60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 10.250ft Location of maximum on span = 0.000 It Span # where maximum occurs Span # 1 Span # where maximum occurs = Span 111 Maximum Deflection Max Downward Transient Deflection 0.286 in Ratio= 859 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.644 in Ratio= 381 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 OveraH Maximum - .. -• r Load Combination Span Max. - Deft Location in Spar Load Combination Max. + Deft Location in Span +DL+H 1 0.6441 10.325 , 0.0000 0.000 Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.039 1.039 Overall MINimum 0.346 0.346 +D+H 0.577 0.577 +D+L+H 1.039 1.039 +D.Lr+H 0.577 0.577 +DiS+H 0.577 0.577 +Dt0.750Lr+0.750L+H 0.923 0.923 +D+0.7501.0.7505+H 0.923 0.923 14 F EJERCALC INCA Description: FBS Support notation: is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.517 0.571 +D+0.70E+H 0.577 0.577 +D0.150Lr+0.750L+0.450W+H 0.923 0.923 +D+0.750L+0.750S+0.450W+H 0.923 0.923 +DtO.750L.0.7505+0.5250E+H 0.923 0.923 +0.60D+0.60W+0.60H 0.346 0.346 i060D+070E+0601-1 0.346 0.346 D Only 0.577 0.577 Li Only I Only 0.461 0.461 S Only WOnly E Only H Only 15 Floor Beam Calculations F86 Span Roof Trib (ft)= 6.00 Floor Trib (ft)= 22.00 Pt Load (lbs)= 3850 From R1 x (ft)ro5 Roof Di. (psf)= 17 20 Floor DL (psQ= 20 Floor IL (psf)= 40 Add 'l Uniform (plf)r 250 Allowable IL i= L/k 480 Allowable TI I/ 360 _VV1 Load Combination= 1.2D+1.6L+.51r V w (plfl= 2423.8 V Service w (plf)= 1630.5 M, (ft*lbs)= 8558.36 V, (lbs)= 9428.73 RFT (lbs)= 7090.85 V RRIGHT (lbs)= 4096.41 Type/Specs LVl19FI Number of Plies= V Width (in)=, 1.75 Depth (in)= L1Z Fb(psi)= 2600 F(psi) 285 F,(psi)= 750 E(psi)= 1900000 V E 1 (psi)= 965710 6= 05 L= 0.99 C,orC= 1.0 X 0.8 54 le(in)= 111.2 Fb(psi)= 4459.4 F(psi)= 492.5 F psi) 1127.3 E'(psi)= 1900000 Emin(PSi) 1444702.16 I (in 4)= 732.62 S(in3)= 123.39 A (1n2)= 62.34375 C))M (ftibs)= 45852.95 Check: OK 4% (lbs)= 30703.05 Check: OK Au (in)= 0.01 ' 7714 ATL (in)= 0.01 =1/ 4697 Check: OK Req'd Bearing Length (in): EMEM 16 : EERCALC INC Description: High Roof Rafters ----.------ ............. .--...... .------ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor 0 Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 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 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling . Repetitive Member Stress Increase 0(0.034) Lr(0.04) D(0.034) Lr(O.04) L 1 2x8 2x8 Span = 4.0 ft Span = 8.50 ft Service loads entered. Load Factors will be applied 'or calculations. Load for Span Number 1 Uniform Load: D =0.0170, Lr = 0.020 ksf, Tributary Width = 2.01`1 Load for Span Number 2 Uniform Load: D = 0.0170, Lr = 0.020 ksl. Tributary Width = 2.0 ft NEW M-1-11 IMaximum Bending Stress Ratio = 0.357 I Maximum Shear Stress Ratio = 0.215 :1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 765.63 psi fv : Actual = 66.80 psi FB:Allowable = 2,145.I8psi Fv:Allowabte = 311.04 psi Load Combination il.20D41.60Lr+0.50L41.60H Load Combination 41.200+1.60Lrf0.50L+1.60H Location of maximum on span = 4.000ft Location of maximum on span = 4.00011 Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 3440 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.055 in Ratio = 1859 >=180. Max Upward Total Deflection -0.001 in Ratio = 106340 >=180. yraH Maxim is Load Combination - Span Max. - Dell Location in Span .........-........ Load Combination Max. '+' Deft Location in Span +D+Lr+H 1 0.0343 0.000 +D+lr+H -0.0009 3.598 +D+LrtH 2 0.0548 4.796 0.0000 3.598 V'caiñacions L Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.680 0.245 Overall MiNimum 0.188 0.068 +D+H 0.313 0.113 +D+L+ll 0.313 0.113 +DLr+H 0.680 0.245 la 17 0 eam Et ; File ERLJtIC ;c Description: High Roof Rafters 1Raiohs Support notation: Far s#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S4H 0.313 0.113 +D+0.750Lr+0.750L+H 0.588 0.212 +D+0.7501.0.750S+H 0.313 0.113 +D+0.60W+H 0.313 0.113 +De0.70E+Il 0.313 0.113 +D0.750Lr+0.150L+0.450W+H 0.588 0.212 +D+0.150L+0.750S+0.450W+H 0.313 0.113 +D0.150L.0.150S+0.5250E+H 0.313 0.113 +0.600+0.60W+0.60H 0.188 0.068 +0.60D+0.70E+0.6011 0.188 0.068 0 Only 0.313 0.113 Lr Only 0.368 0.132 L Only SOnly W Only E Only H Only PASSED 18 i F 0 R I E v MEMBER REPORT Roof Dec W3rd Floor, Roof Deck 1 piece(s) 117/8" TM® 210 @ 16" OC OvI Le,m: f2? 101 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are honzontai;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 616 @3 1/2" 1005 (1.75°) Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 616 @3 1/2" 1655 Passed (37%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-Ibs) 1848 @6 3 1/2° 3795 Passed (49%) 1.00 1.0 D + 1.0 L (Al Spans) Live Load Dell. (in) 0.122 @6 3 1/2° 0.300 Passed (1./999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.157 @6 3 1/2" 1 0.400 1 Passed (L/918) 1 -- 1.0 0 + 1.0 L (All Spans) T)-Pro" Rating 55 1 40 1 Passed -- I -- Deflection criteria: IL (L/480) and TL (1/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 4'8 1/4° 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 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 T)-Pro°" Rating Include: None System : Floor Member Type : Joist Building Use: Residential Building Code: IBC 2012 Design Methodology : Aso Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead - For Live Total 1 - Hanger on 117/8" OF beam 3.50" Hanger' 1.75"1 - 143 503 646 See note I 2-Hanger on Single 2X OF plate 3.50" Hanger' 1.75° / - 143 503 646 See note I ° At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger 1 See Connector grid below for additional information and/or requirements. 'Required Bearing Length / Required Bearing Length with Web Stiffeners Connector: Simpson Stron -Tie Connectors Support Model Sent Length TopNlls Face Nails Member Nails Accessories -Face Mount Hanger IUS2.06/11.88 2.00° N/A 10-10d x 1-1/2 N/A 2 - Top Mount Hanger rr52.06/11.88 2.00° 4-10d x 1-1/2 2-10d x 1-1/2 N/A I I Dead I FloorUve Loads Location (Side) Spacing (0.90) I (1.00) Comments 1 - Uniform (PSF) 0 to 12'7" 16' 17.0 I Residential - Living lAreas I Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panda and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestiy standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable PSTM standards. For current code evaluation reports refer to http://www.woodbywy.com/serviceus_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator uSrAlNAaLE fOrttSllfr INITIAtIVE Forte Software Operator Job Notes I Bret: Ererly R2H Enginoerinci bbiy72".coII 1212.1/2016 7:33:41 AM ForLev5.i. Design Engine: V6.5.1.1 Joists 4ta Page 2 of 5 F 0 R T E MEMBER REPORT Roof Dec W3rd Floor, Roof Deck with Hot Tub 1 piece(s) 1 3/4" x 117/8" 1.9E Microllam® LVL @ 16" OC PASSED 19 OvaILe,tiP1" [1 II All locations are measured from the outside lace of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Loestlon Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1513 @3 1/2" 1969 (1.50") Passed (77%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1161 @ 1' 3 3/8" 3948 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3215 @4' 6 1/2" 9281 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.093 @4' 6 1/2" 0.213 Passed (1/999+) -- 1.00 + 1.0 L (All Spans) Total Load Dell. (in) 0.100 @4' 6 1/2" 1 0.283 1 Passed (1/999+) 1 1.0 D + 1.0 L (All Spans) 1)-Pro" Rating 68 1 40 1 Passed -- I -- Deflection criteria: U. (L/480) and TL (1/360). Bracing (Lu): All compression edges (top and boom) must be braced at 8'6" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 4% increase in the moment capacity has been added to account for repetitive member usage. - 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 Ti-Pro"" Rating include: None Supports Bearing Leads to Supports (ibs) Accessories Total Available Required Dead Use Total 1 - Hanger on 11 7/8' OF beam 3.50" Hanger' 1.50' 103 1514 1617 See note -anger on Single 2X DFplate 3.50" Hanger' 1.50 103 1514 1617 See note' At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger I See Connector grid below for additional information and/or requirements. System: Floor Member Type : Joist Building Use: Residential Building Code : IBC 2012 Design Methodology : ASD Connector: Simpson Strom -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger U14 2.00" N/A 14-10d common 6-10d x 1-1/2 2 - Top Mount Hanger MI71711.88 2.50" 4-10d x 1-1/2 2-10d x 1-1/2 2-10d a 1-1/2 Loads I Location (Side) I Spacing I Dead J (0.90) I I Floor Live I (1.00) I Comments 1 - Uniform (PSF) 0 to 9' 1 16" 17.0 I 60.0 I Residential - Living Areas 2- Uniform (PSF) 0 to 91" I 16" I - I 190.0 I Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project 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 ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAiNAIS.E FOREStRY INrUAINE Fort. Software Operator Job Notes BretrBrady 112H i::r,ginner.ng bbr,d!1r2h.wn' 12/21/2016 7:33:41 AM Forte v5.1, Design Engine. V6.5.1.1 Joists 4(6 Page 3 o15 °AUd i t , Member Reaction (Ibs) .838 @4 1/2' 1505 (3.50°) Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 810 @5 1/2' 1705 Passed (48%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 4169 © 10'7" 6180 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Deft. (in) . 0.470 © 10'7" 0.510 Passed (11522) -- 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.704 © 101 7" 1.021 Passed (1/348) -- 1.0 0 + 1.0 L (All Spans) T)-Pro°M Rating - 34 My. Passed -- -- Deflection criteria: U. (1/480) and TI (11240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3/16° 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - • 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 T)-Pm'" Rating include: None - System:Floor Member Type: Joist • Building Use Residential Building Code: IBC 2012 Design Methodology: ASD - BearIng - J L pp oadstoSuorts(lbc) Supports Total Availabli. Required Dead Fior Total Acsones 1-Stud wall - OF . 5.50° 4.25°. 1.75" 282 564 846 1 1/4° Rim Board 2-Stud wall - OF 5.50° 4.25" 1.75° 564 846 1 1/4" Rim Board 282 Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 0 èad FlcUve — Loads 1t8 ILocatlon (Side) Spacing (0.90) (1.00) Comments - 1 - Uniform (PSF) 0 to 21'2" 16 20.0 40 0 Areas ResidenIal JobNts-. ... . . . . 12121/2016 7:33:1 AM - I ttretiBrady . Forte v5.1. Design Engine: \'6.5.1.1 R2H 1:-n9in8eni . .. Joists. bbatilr2Lcorn Paçe4ot5 cai@Lpn ño9 Member Reaction (Ibs) 775 @4 1/2' 1460 (3.50") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 747 @5 1/2' 1655 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3547 @99 1/2" 3795 Passed (93%) 1.00 1.0 D + 1.0 L(All Spans) - Live Load Deft. (In) 0.432 @9' 9 1/2" 0.471 Passed (1/523) -- 1.0 D + 1.0 1 (All Spans) Total Load Defi. (in) 0.649 @9' 9 1/2" 0.942 Passed (11348) -- 1.0 D + 1.0 1 (All Spans) TJ-Pro"'" Rating 35 Any Passed -- -- Deflection criteria: U. (1/480) and TI (1./240). Bracing (Lu): All compression edges (top and bottom) must be braced at T 4 5/8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. 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 Ti-Pro'" Rating Include: None T Bearlrr bs) LoadstoSupports(iMAN T [upports TotI quJ4 j e Ulk Tot., ACC as ri- Stud wall - DF 5.50" - 4.25" 1.75" 261 522 783 1 1/4' Rim Board 2 - Stud wall - DF 5.50" 4.25' 1.75" 261 522 783 1 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. - Oe,rd Floor Lrnc Loads Location (Side) Spa clnu (0.90) - (J00) J co,n.irentsf! 1 - Uniform (PSF) 0 to i 16' - 20.0 40.0 tesidential -Living System : Floor Member Type : Joist Building Use: RsidentJal Building Code: IBC 2012 Design Methodology: ASO wr k NNW su~wmdd Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. - (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to * circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to -' assure that this calculation is compatible with the overall project 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 ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servlces/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ........... . - - 12/21/2016 7:33:61 AM 0retiB lady . I - - Forte v5.4, Design Engine: V6.5.1.1 RIH iinginmnrrp Jo!sts.4te I • _'i_. bbnrovr2'..con j - ' Page5of5 I I 4 22 Engineering, Inc. JOB NO.________ PROJECT P.A$O DATE BY SUBJECT SHEET ____ OF ____ 23 Vertical Distribution of Seismic Forces (Flexible) C (Strength) 0.124 W= 125k Base V= 15k k= 1 Roof 01= 17 psf Floor DL= 20 psf - Wall DL= 12 psf Diaphragm Level w (k) IN. (ft) w5h5k C.F (k) 124.53 EWXhK= 2391.535 • 30 715.2 0.299 4.62 3rd Floor 49.640 24 1191.36 0.498 7.69 2nd Floor 51.050 9.5 484.975 0.203 3.13 Diaphragm Design Forces - ASCE7-10 12.10.1.1 Max Min Design Diaphragm Level w, (k) F (k) F (k) Fpx (k) Fp. Fpx (k) Roof 23.84 4.6 3.0 5.4 2.7 4.62 3rd Floor 49.64 7.7 6.2 11.2 5.6 7.69 2nd Floor 51.05 3.1 6.3 11.5 5.8 6.33 IW 124.53 k EF= 15 k Sd5= 0.806 le= 1 F= (EFx/Ewx)*wpx Max F= 0.4*Sds*le*wpx Min F= 0.2*Sds*le*wpx 24 25 Seismic Loading (Roof) - ASCE7-10 Enclosed Simple Diaphragm Low-Rise Buildings Total Tributary Area: [ 09sq ft Grid 2 Roof Tributary Area sq ft %of Total Trib Area = 0.137206 V5= 0.63 KIPS Grid 1 Roof Tributary Area =F:sq ft % of Total Trib Area = 0.363412 Is= 1.68 KIPS Grid B Roof Tributary Area = 11,1 Osq ft % of Total Trib Area ='0.137206 V= 0.63 KIPS Grid 0 Roof Tributary Area 2:sq ft % of Total Trib Area = 0.363412 V5 1.68 KIPS Near Grid 3 btwn A&C Roof Tributary Area = sq ft % of Total Trib Area 0.137206 Vt= 0.63 KIPS Grid 4 Roof Tributary Area sq ft % of Total Trib Area 0.363412 V5= 1.68 KIPS Grid C Roof Tributary Area = 4J sq ft % of Total Trib Area 0.500618 Vs= 2.31 KIPS xxx Roof Tributary Area = o': sq ft % of Total Trib Area 0 V5= 0 KIPS Seismic Loading (3rd Floor) - ASCE7-10 Enclosed Simple Diaphragm Low-Rise Buildings Total Tributary Area: 12dsq ft Grid 2 Floor Tributary Area =__i!5T°jsq ft % of Total Trib Area = 0.229876 V5 1.77 KIPS Grid 1 Floor Tributary Area = 326. sq ft % of Total Trib Area = 0.270539 V5= 2.08 KIPS Grid A Floor Tributary Area =[.l77Jsq ft % of Total Trib Area = 0.229876 Vs= 1.77 KIPS Grid D Floor Tributary Area =L f 326; 1sq ft % of Total Trib Area = 0.270539 Vs= 2.08 KIPS 26 Grid 5 Floor Tributary Area =2J sq ft % of Total Trib Area 0.229876 Vs= 1.77 KIPS Grid 4 Floor Tributary Area =32j sq ft % of Total Trib Area 0.270539 Ve 2.08 KIPS Grid C Floor Tributary Area =Co"] sq ft % of Total Trib Area 0.500415 V5 3.85 KIPS xxx Floor Tributary Area sq ft % of Total Trib Area 0 Vs= 0 KIPS Seismic Loading (2nd Floor) - ASCE7-10 Enclosed Simple Diaphragm Low-Rise Buildings Total Tributary Area: I.IMsq ft Grid 2 Roof Tributary Area =4sq ft % of Total Trib Area = 0.241461 Vs= 0.76 KIPS Grid 1 Roof Tributary Area =: 9sq ft % of Total Trib Area = 0.258936 V5 0.81 KIPS Grid A Roof Tributary Area = 394 sq ft % of Total Trib Area = 0.241461 Vi=,0.76 KIPS Grid Roof Tributary Area =26 sq ft % of Total Trib Area = 0.258936 Vs= 0.81 KIPS GridS Roof Tributary Area =304 sq ft % of Total Trib Area 0.241461 Vs= 0.76 KIPS Grid 3 Roof Tributary Area =M 26M sq ft % of Total Trib Area 0.258936 V5= 0.81 KIPS Grid C Roof Tributary Area =3J sq ft % of Total Trib Area 0.500397 Vs= 1.57 KIPS xxx Roof Tributary Area =' sq ft % of Total Trib Area 0 Vs= 0.00 KIPS Wind Speed= r 1i mph Exposure= C Mean Roof Height=, 30ft Roof Pitch=1 3 /12 0= 14.04 Risk Category=j7.ii lw= 1.00 1.4 K= 1.00 Wind Loading - ASCE7-10 Enclosed Simple Diaphragm Low-Rise Buildings 28 MFWRS C&C P530 (psf) P530 (psf) Zone Zone B Zone C zone Zone 4 TZone 5 21.4 -8 16 -4.6 -20.4 1 -24.6 MFWRS C&C P (psf) P530 (psf) Zone A Zone B Zone C ZoneD Zone4 Zone 5 29.96 8.00 22.40 8.00 28.56 34.44 Grid 2 Roof Roof End TAoN( B)= =Roof Int. TAIZONE Wall End TAlzoNEA 1.46...................29 =Wall Int. TAIZONEC, VS= 2028 LBS Grid 1 Roof Roof End TA(ZO.1EB)1 13 20 =Rooflnt TA(zoN(o) Wall End TA(zoNEA= '28J =Wall mt. TA(ZONECI VS= 1730 LBS Grid B Roof Roof End TAmzoNE B)= =Roof Int. TAmzONEO) Wall End TA(ZONEA)1 29 0 =Wall Int. TA V= 869 LBS Grid Roof Roof End =Roof mt. TA oNED) Wall End )=j 28 14 =Wall TAmzoNE TAzo A Vs= 1336 LBS - Near Grid 3 btwn A&C Roof Roof End TAmzoNEBm 0 0 =Roof mt. TA(ZONED) Wall End TAfzoNE=j 46 - 29 =Wall Int. TA)ZONEC) V= 2028 LBS Grid 4 Roof Roof End TAIZONE 0= 13 20 =Roof mt. Wall End TAmzoNEA)= 28 28 =Wall mt. TAmzoNEc) V= 1730 LBS Grid C Roof Roof End TA(ZONEB)=1 - 23 =Roof Int. TA(wNEDj Wall End TA(zoNEA1 0............71 =Wall Int. TA(zoNEc Vs= 1774 LBS xxx Roof Roof End TAIzQEB)0 0: =Roof mt. TAI2ONED Wall End TAmzoNEA)= 0 0 -* =Wall Int. TAZONEc V,= 0LBS Wind Loading - ASCE7-10 Enclosed Simple Diaphragm Low-Rise Buildings 29 Wind Speed= 1.1b1mph Exposure= Cl Mean Roof Height--,. nft Roof Pitch= 33/12 0= 14.04 Risk Category=1P 1.00 1.4 1.00 MFWRS C&C P 0 (psf) P (psf) Zone Zone B Zone C Zone Zone 4 Zone 21.4 -8 16 -4.6 . -20.4 -24.6 MFWRS C&C P, (psf) P30 (psf) Zone A Zone B Zone C - ZoneD Zone 4 zone 29.96 8.00 22.40 1 8.00 28.56 34.44 Grid 2 Floor Roof End TA(ZONE B)=[' =Roof Int. Wall End TAczoNEA)=S198 =Wall mt. TAoNEc) V= 4622 LBS -. Grid 1 Floor Roof End TAIZONE B) 0 o =Roof Int. TA(ZONED) Wall End TA(ZONEA)= 67 67 =Wall Int. TA(ZONEC) V5= 3508 LBS Grid A Floor Roof End TA(ZONE B) =Roof Int. TA(ZoNE 0) Wall End TA)ZONEA) 3 29 =Wall lnt.TA(NEc) V= 3076 LBS Grid D Floor Roof End TAIZONE B) ;: =Roof Int. TA(ZONEO) Wall End TA ONEA)= - 1 -Wall mt. TA(ZONEC) V= 2769 LBS Grid 5 Floor Roof End TA(ZoNEB)=3 '. =Roof mt. TA(ZONED) Wall End TA)ZQNEA)= 81 98., =Wall lot. TAIZONEC) Vs= 4622 LBS Grid 4 Floor Roof End TAIZONE B) 0 =Roof lot. TA(ZONE D) Wall End TA)ZONEA) L 7 67 WalI I nt. TA ONECl Vs= 3508 LBS Grid C Floor Roof End TAtzONE B) 0 0 =Roof lot. TA(NE 0) Wall End TA)ZONEA) 176 Id, =Wall Int. TA(ZONEC) VS= 3942 LBS xxx Floor Roof End TA ONEB) =Roof lot. TAIZONE Wall End TA(ZONE A)= 0 =Wall lot. TAIZONE 0LBS Wind Speed= IF r11imph Exposure= Mean Roof Height= 301ft Roof Pitch= .2_ 3j/12 0= 14.04 Risk Category=jj Iw= 1.00 1.4 K= 1.00 Wind Loading - ASCE7-10 Enclosed Simple Diaphragm Low-Rise Buildings MFWRS C&C P (psf) P530 (psf) Zone A Zone B Zone C Zone Zone 4 Zone 5 21.4 -8 16 -4.6 -20.4 -24.6 MFWRS C&C P. (psf) P (ps Zone A Zone B Zone C 22.40 TEiq8.00 28.56 Zone4 Zone 5 29.96 8.00 34.44 Grid 2 Floor Roof End TA(ZONE B) =Roof mt. TA(ZONE D) Wall End TA2ONEA)= 84 102 =Wall Int. TA(ZONEC) VS= 4801 LBS Grid 1 Floor Roof End TA oNEB)= 0...................... Rooflnt.TA ZONEOI Wall End TA(ZoNEA) ' !. Wall Int. TAtZONECI V5= 3508 LBS Grid A Floor Roof End TA(ZONE B,= 0 0 =Roof lnt. TA(ZONE 0) Wall End TA zoNEA)= =Wall mt. TA(,NEc) V5= 3189 LBS Grid Floor Roof End TA(zo.lErn= 0 0 =Roof mt. TA(ZONE D) Wall End TA ONEA 67 34 A=Wall mt. TA NE :- V,= 2769 LBS Grid 5 Floor Roof End TA(ZONE B=9b =Roof mt. TA(ZONE.) Wall End TAmzoNo A=L E4 102 =Wall Int. TA(ZON(C) VS= 4801 LBS Grid 4 Floor Roof End TA(ZONE B1 r a 6 =Roof mt. TAIZONE 0) Wall End TAIZONEA)= ....? .... =Wall mt. TAIZONEC) Vs= 3508 LBS Grid C Floor Roof End TA(ZONE 0 1 =Roof mt. TA(ZONE 0) Wall End TA(ZONEA)=I o 5 =Wall mt. TA(ZONEC) Ong V= 4816 LBS xxx Floor Roof End TA(ZONE = 0 0 =Roof Int. TA(ZONE 0) Wall End TA(ZONE A) 0 0 =Wall mt. TA(zONECm V,= 0LBS Shear From Above: Near Grid htwn ABC Total Shear: Shear from Diaphragm: Roof WIndy. 2838 [its r iD28 lbs Seismic V 634 lbs j.634 lbs Abs ids IS) 16" 0.0.) . Seismic Length(ft) Inside Height it/. Ratio 2w/h - tffecliveleisnsic Length Ift) lhs SWS SWS Uniform DL Wind Seitmis Wind iS Seismic 11 f II 5ffllnlfl jlbs JghftllSsl HalO Donan PanelS 4 37 9 9 2.03 0.962 4.17 400 146 .2 2399 817 055137 0.506 0.337 Panel2 Panel Panel C Panel 5 Panel I Panel Panel 9 Panel 10 Wood Shear Walls (3rd Floor Walls) 31 Grid 2 Total Shear. Shear From Diaphragm: Roof Wind V- 3028 lbs r 2028: lbn 5 059 Sts Flea lafloorSicap Nailing at Bottom Plaija Seismic Va .634 Has :@lb5 ds @16" o.c.) Seismic Length (it) Inside height N WwRatio 2w/h Panel 1 1.83 9 9 Effective Seismic Length (it) SWS Wind (p11) SWS Seismic(pll) Uniform Dl. Wind Seismic Wind i on wall (p11) Uplift lIbel Uplift (lbs( Hold Down (in) Seismic Al (in) 1.20 1.003 7.83 259 81 i100 1164 319 G16 0.174 0.184 Pencil PnneI3 we PorouS Panel?.. NNW Pa9 0 Pane nel l 1 Shear From Above: Effective Wind Length. 7.83 it Effective Seismic Length. 7.83 It Perforated Shear Wall Total Length.r ii Vn 0 lbs Height- It V0,a 0in Man Opening Helghtt ft I n" 0 lbs Length Inside h/va 2w/h Wall DL Segment Segments Segment 3 Segment Segment Segment Segment? Segment - Effective Wind Length. 0.00 It Wind Uplift" -- lbs Effective Seismic Lengthy 000 it Seismic Uplift- His Hold Down. Wind S in Seismic Sn in Total Effective Wind Lesrgthn 7.83 At Total Effective Seismic Length- 7.83 it Wind- SW1 Selonslo. Owl Perforated Shear Wall 2: Total Length-' 7.ft V..ya 0 lbs Neigh:. It Vaa 0 lbs Max Opening Height. ;it t v Olbs .ev 1.Cll Length Inside h/w 2w/h Wall Di. segment 1 Segment? Segment 3 Segment 4 Segment S' Segment 6 Segment 7 Segment 8 Effective Wind Length= 0.05 It Wind Uplift- lbs Effective Seismic Length. 0.00 It Seismic Uplift. lbs HSld Down. Wind S- in Seismic iS in 3/6" 010 Serucloral I (Studs gt 15 o.c.( Capacities SWI Owl 5W3 SW4 6" ox. 4e.c. 3" nc. 2" D.c. Wind 49271 7548 SeismIc_3508_5387_6890_5145 9647 12810_lbs lbs Effective Wind Length. 4.33 It Effective Seismic Length. 4.1664222 it Perforated Shear Wall Total Length It V. 01bs Height It Vu.. 0 Ins Mao Opening Height-11. ft i.e. . 0 lbs Length Inside h/m 2w/h Wall DL Segment 1 Segments 0egmen53 Segment 4 Segment S Segment 6 Segment 7 - -- Effective Wind Length. 0.40 ft Wind UpSIL. lbs tffectiveleivmlcLength- 000 ft Seismic Uplit- lbs Hold Down. Wind .5" In SeismiciS. in Total Effective Wind Length. 4.33 ft Total Effective Seismic Length. 4.17 It Wind. Owl SeIsmIc. OWl Install SWI Perforated Shear Wall 2 Total Length. ft Vve olbs Height. It OWe MaxOpenlngHeight. ft "n. GIbe C.= Lergth Inside 1./w 2w/h Wail Dl. Segment 1 Segment 2 Segment 3 Segments Segments Segment 6 Segment 7 Segment 8 Effective Wind Length. 000 ft Wind Uplift. Has Effective Seismic Length= 000 it Seismic Uplift. HIS Hold Down. Wind 2,- in Seismic .1- in 318" 0S8 Stranteral S [Studs @58" e.c.) CapacitIes Owl SW2 1W3 5W4 6' ac. 4 e.c. 3" e.e. 2" D.C. Wind 2759 4174 SSSS 7084 [Its Seinmic_1867_286E_366h_4866 Its 3 32 Grid Total Shear: Shear From Diaphragm: Shear From Above: Wind V- 1730 IDS ç i73ô'Ibn "AbsRoof r SeicmlcV 1679 lbs 1679 IDS ,. she . i/o osa Stnscte,al I lSIts @16o.c4 Seismic tllectineSeamlc SWS SWS Uniform Dl. Wind Seismic Wind l Seismic fláoetHèStrapr jftl -Length inside Height W h/. Rare 2w/I: Length (it) cfp' pnwat(pii) Uplift ([Its) Uplift (firs) Hold Down .JL ...J!L Nalibigat Bottom Plato Panel 1 a eli 11167 8 098 1.000 817 212 206 30 649 S53 dIG 0.216 0.213 Panel 2 Pane13 '..... flsf 4 .. .. :.. .. PanelS Pannl7 .. ':. . .. Fanelli. Panel Pan Dig Panel 10 .... . ....... ->, ..•. Effective Wind Length- 8.167 It Effective Seismic Length= 8.167 It Force Tmnnfer Shear Wail 1 Force Transfer Shear Wall Total Length'i './9"ft ________________________ V 0105 Total Lvngthj -.'T-:ft V' 0 lbs V,r oibs He ..:.'. -:.ift Vnw Olbo Max Opening Height- ,.lt tv oibs Man0pneing Height- _-jft ten, olbs Ca 1.00 C,' 1.00 Length Inside h/m 2./h WaS DL Length lathe h/w 2w/h Wall DL Segment I .. 9 Segment! Segment 2 '.- . ':-. Segment S - ' . Segment 3 Segment - . ..- Segment 4 ' •. P..: .. Segment 2.. SegmentS ". . . Segment 6 Segment 8 . . SegmentS.. Segment? .. . - Segment - - - Segment 7.' ...... _ Effective Wind Length' 0.00 TI Wind iJgiiftn o7I Effective Wind Length' 0.00 it Wind Uplift- ID Effective Seismic Length- 0.110 It seismic Uplift. lbs Effective Seismic Length- 0.00 ft SeitmlcUpiift' lbs Held Dawn' Hold Dom- Wind.!- in MAMA- in Seismic 1' Is Seismic 3' In Total Effective Wind Length' 6.17 ft 3/0' 058 Structural 1(Stads @1W o.c.) Capacities Total flfesnlee Seinn,ln Length' 8.17 ft SWI SW? SW3 5W4 • Woe. 4'o.c. 3'o,c. 2 D.C. Wind' SWI Wind 5129 78731 Seisnolce SWI Seismic_3859_5619_7187_9539 10062 13361_ib lbs Install SWI Gild 4 Total shear: OScar From Diaphragm: Shear From above: Roof Wind W 1730 lbs Seismic V. 1679 lbs - 1730 lbs [ Its "IDS ,Jiht 3/8' 066 Strutturall)Stndn@ 16'o.n.) Seismic Effective Seismic SWS SWS Uniform DL Wind Seismic Win dSeismic Floor to!!o.Straps: .., Length (it) - Inside Height W h/m Ratio 2w/h Length fbI Wind lnl jpi sn wall 1plf) b!(ibs Held Down .J!L.. _J!L. Panel 1 '' ." : . .- S Panel Panel :. ...... ;--. Panel . .- Panel i-........,-, panelS Panel Panel Panel9 Panel SO Effective W:nd Length' 0 it Effective Seismic Length' 0 It Force Transfer Shear Wall S Perforated Shear Wall, Total Length- '11.SS5ft V0,e 1730 lbs Total Length- ....ft VIe oihs Heigiit4 -: S :.lft 1879 lbt HelghSJ'i' -., It V,,,nee 0:- Max Opening Height 4-'jft I e' 226 lbs Max Opening HeiglorL It en' _R bs C,' 1.00 . . C,' 1.00 - Length boldn h/nv 2w/It Wall DL Length Inside h/ne 2w/h Wail DL Segments. 2, S 2.00 1.000 '150, segment! Sngment2 -- : 0.73 1.050 150 Segmnnt2 Segment 3 S ' Segment 3 Segment 4 . . ;.. Segment 4 .. Sngn:ent5 : . '- Segment 6 ' , Segment 6 Segment 7 . .: ' Segment S.. Segment 7 Segment 8 ' ... Segment 0 tflenthm Wind Length. 7.58 It Wind Uplift. 196 IbTI Effective Wind Length' 0.00 ft Wind Uplift'IDS Effective Seismic Length' 7.13 ft Seismic Uplift' 389 lbs Effective Seismic Lengthy 0.00 It Seismic Uplift' lbs Hold Down. C510 Hold Down Wind 1' 0.233 in Wind 3. in Seismic 3' .2301. Seismic 1e in Total Effective Wind Length' 7.58 ft ' 3/8' 016 ttrarsnral I (Studs @16' ac.) Capacities Total fflantlne Seismic Lengtls. 7.58 It SWS IWO SW3 55W W D.C. 4 n.e. 3' er. 2' or. Wind' OWl Wind N601 7307 9339 12401 lbs Selsnrlrn SWI Seismic _3336_MIS_6670_8853 lbS Install SWI Grid B Total Shear: Shear From Diaphragm: Shear From Above: Roof Wind 669 this S6lbs 'lbs Seismic Se 634 lbs 6j4 lbs . lbs 3/8 056 StrssctU all (Studs @16 ox.) Seismic Ellectine Scum SVJS SWS I Uniform Dl. Wind Se smw Floor Stiop' Length 155 I inside Height It I wasRatio 2w/I' Length (It)Wind 1plfl Seismic (pillI cis wall (pif) Uplift fibs) Uplift (lbs) Panel! 9 0.02 1.000 21.00 79 SB 35 .12 NOT REDO 0.039 0.020 Panel Panel 4.,, PanelS PanelS Panel PanelS PanelS Panel10 Seismic9 Odd C Roof Tisioi Pie t; to P500,5050 Effective Wind Lengtbs 11 ft Effective Seismic Lengtlm ii If Perforated Shear Wall I Total Lengtlw 1ft fibs Height It 0 be Max MaoOpening Helghl, It tn 0 1111 Len9ih Inside h/m 211/h Wall DL Segments, ...:. Segment 2 Segment 3 Segment 4 Segment Segment 6 Segment? Segment It tffective Wind Length= 0.00 It Wind Uplift- lbs Effective Seismic Length- 0.00 it Seismic Upillcn lbs Hold Downe Wind .0 in Seismic S In Total £flectlne Wind Lengtltc 11.00 It Total Effective Seismic Length. 01.00 Is Wind- Owl Selseelen SWS Install SWi Wind V- 1774 lbs ......4155 Seismic Se 2312 lbs L.'lbs 175ids9) 16' o.c.) Seismic j} Inside veht & h/m Ratio Sm/h -Length i1ibn Effective Seismic Length Ift) SWS SWS Uniform DL Wind Seismic Wind.0 Seismic .3 JE!) Seismic bill onwahlolfi ibsl Upi:ft(ibs) Hold OWIn 9e) 11 Panels 1975 5.51 54 1.27 . 1.000 10.25 170 226 415 178 1175 G16 0.312 0.355 Panel2 L Panel Panel Panel: Panel Panel7 panel :' •' , . Panel Panel 10 ' -. Perforated Shear Wall 2: Total Length- It V. 0 lbs Heightn m'ft v0,= 0 lbs Max Opntrieg HeighW,_ ,_Jft t.v= 0 Its Ca 1.00 Let. 'h Inside h/w 2w/h Wall Di. Segment " Segment 2 SegmentS Segment 4 tegmetrth Segment 6 24a Segment? Effective Wind Length- 0.00 It Wind Uplift= Effective Seismic Length= 0.05 It Seismic Uplift- Hold Down- Wind .t Seismic 318 056 Structural 1(Studs 9) 16' s.c.) Capacities OWl 51512 5W3 SW4 6' ac. 4' ox. 3' p.c. 2' p.c. Wind 59Sf 10504 13552 17996115$ Seismic_4020_7566_9580_12iJibs lbs In In 33 Effective Wind Length- 10.25 It Effective Seismic Length= 10.25 ft Perforated Shear Wall 1 Total Length='1ft VwsP S lbs Heighte It 0 His Max Opening) .1 ft t =v 0 lbs Cr l.e5 - Inside W. 2w/h Wall OL segment .'. . Segment 2.' , SegmentS Segment 4 Segment S Segment 6 . . ... Segment 7 segment a. Effective Wind Length- 0.00 ft Wind Uplift- lbs Effective Seismic Length- 0.00 ft Seismic Uplift lbs Held Downy Wind A- In Seismic.-I. in Total Effective Wind Length' 10.05 ft Total Rffoctive 5e15ndt Length. 1015 ft Wind' SWI SeIsmic' 3W1 Install OWL Perforated Shear Wall Z: Total iength'ft V 0 lbs Height=ft Olbs Mao Opening ldeiejrt4 ft t'e' 0 lbs C' 1.00 Length I inside h/m I 2w/h Wail DL Segment I Segment 2 Segment 3 Segment 4 Segment S L Segment Segment 7 Segment 6 4a... Effectian Wind Length- 5.00 ft Wind Uplift' lbs Effective Seismic Length' 0.00 ft Seismic Uplift- lbs Hold Down' Wind S' in Seismic 1' in 3/8' 056 Structural I (Studs @16" ac.) Cupadtins SWS OWl 1W3 SW4 r O.C. 4' nc. 5' p.c. 2' oc. Wind -3ZI 9861 22620 26769 lbs Seismic 4592 7052 90201 119721lbs 34 Odd 0 Roof lie WigatBbttbI! r&,tI th.. :..,., Wind V 1336 His ["Ve3lbs Selsinlcift 1579 lbs j!l3s i(Sds ) 16 ac.) Seismic - Length (Pt) Inside Hph? Is' h/w Rate' 2w/I' . Elletive Seismic Length (Is) Ibi lbs SWS SWI Unilnim DL Wind Selsmls Wind Seismic Wind (pit) Seismic (pit) on wall (pll) Uplift jibs) Uphft(lbs' Hold Down Jj (in) ateJ Panel I Panel 7 2 8 2 1.119 1.033 7.33 182 229 275 270 791 C516 0.217 0.238 Panel Panel Panel S PaneI7 - Panel8 Panel 6. . . ..; PanelS .< . Panel 15 - . ...... Effective Wind Lnngtlw 7.33 II Effective Seismic Length= 7.33 It Pesfaneted Shine Wall Total Lenfthft V, 0 lbs HeighW. ft V,,, 0 lbs Moo Opening Heiet,,fI tn 0 lbs Cn Length inside 51w 2w DL Segment 1 .5 Segment Segment 3 .,.:.- . Segment 4 Segment S f. ...........S Segment 6 Segment - Segment 6 - - - - Effective Wind Length- 0.03 It Wind 52(4W lb, Effective Seismic Length- 0.119 It Seismic Uplift- lbs Hold Downc Wind 3. In Seismic S in yotolcffecelee Wind Length= 7.33 ft Total Effective Seismic Lengelne 7.33 ft Wlodn OWl Seismic. SWI Install SWi Penfo,olndShno, WallS: Total Length- Ift V 0 bs Height ft I V,, 0 lbs Max Opening Height' ""4'Jft t=n= 0 lbs C,= 1.00 Ler- Inside 1,/w 2w/li Wall DL Segment I . Segment 2 SegmentS S Segment 4 Segment S Segment 6 SegmentS Se memil Effective Wind Length= 0.00 It We'd Uplift' lbs Elteellee Seismic Length' 0.00 It Seismic Uplift' lbs Hold Dowit' WindS' in Seismic a= In 3/3' 038 Structural 1(Stsds @16 o.c.)CaItecities SWI SeeS SW3 SW4 6'o.c. 4'o.c. 3'o.c. 2'o.c. 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I 119 10091 pll000pod II £9195 II39U013IW1i0S00l12aØ3 U £9190 0933001 PU!MOOIO3O)I3 00 Iauod OPlUOd 9)009,1 £ I000d 9IUUVd 5)009,1 010USd 5)000,1 V 000,1 Wa 501 01 I euous00W3ullleVl - (3)1 1113001 35100)j03l009 ('30 59)6911 WI lOVE 5A3iW0)05 WI 14q • WI 0860 '6 1'I596 qd0oUoij 5505 :0100o4d010 000,1 000qç 00045 I020j V P150 AC Grid 0 Total Shear. 3rd floor Dlaph. Wind V= 4105 lbs i3roi;i(s ida @ 16" o.ci p100, to Roo, Stsapn Panell Seismic V. 3760 lbs 2031!Ibs Lengthlft) Inside Heght Is h/ecffatio Seismic 2w11r J36lffiIbs Effective Se,smic Length (it) SWS Windlpif) SWO loisnticlpll) Uniform DL an Uniform Wind Uplift jibs) Seismls Uplift (lbs) HoldDown Wind (in) Seismic . (w) Panel 2 r# Panel 4 L Panel S Pannt6 Panel 7 Panel iiiss PanelS WI Shear From Diaphragm: Shear From Above: 423i lbs i33&lbs 38 Effective Wind LengthS 0 It Effective Seismic Lengthy 0 It Force Troonfer Shear Wall Total Len0th1i'ft V." 4105 lbs Helght4 ê It 3760 lbs Mas Opening Height 6 :ft tv" 316 lbs C," 1.00 Length ictide h/w 2wTh Wall DL Segment 2.00 LOSS Segment . - 10 0.60 1.000 312 Segment 3 5egmen54 Segment 6 Segment Segment 7 - Effective W! 5V' 13.00 ft Vh:no Uplilt d I MF Effective Seismic Length- 13.00 ft Seismic Uplifft IS Hold Down= CSIG Wind S" 0.228 h Seismic S 0.235 in Total Effective Wind Leegthn 13.00 It Total Effective Seismic Lengthy 13.00 It Windy Owl Setsmlc SWI Install SWI Perforated Shear Wall 2: TotalLength-9-jft . V,p 0 lbs Height- Max Opening Heisltnj ft 1ft V,v 0 lbs tyvy ffllss Cv 3.00 Lerrh Inside lw 2w/Is Wall DL Segment 1 Segment 2 Segment3 Segment 4 Segments Segment Segment Segment S. _ Effective Wind Leegth= 0.00 It _- Wind Uplift" lbs Elloytlee Seismic Length" 0.00 ft Seismic Uplift lbs Hold Downy Wind 2v in Seismic L. In 3/8" 053 Stractural I (Stads 6116" ac.) Capacities Owl SW2 SW3 SW4 6" o.c. 4" o.c. 3"o.c. 2" o.c. WFMI 0164 12532 Seismic _5324_ff944_11440_15184_lbs 16016 21266_lbs Effective Wind Lengthy 0 In Effective Seismic Lengthy 0 It Force Transfer Shear Wall 1 Total LengtherniSf It V, 11272 lbs Heig8tv 8,5 .ft V,oxoi,v 3159 his Man Opening Heignt4 - ft teen 86216. Cy= 100 - Leu inside h 2w/h Well DL Segments 102 1.000 Segment ..- 200 0.708 120 Segment S 331 0.605 120 Segment 4 SegmentS segment 6 Segment 7 - -- Effective Wind Length= 1305 It Wind Uplift= 4395 lbs Effective Seismic Lengthy 11.30 It Seismic Uplift- 1070 ID. Hold Downy 076014/14113 Wind .j= 0.424 In Seismic 5v 0.213 in Total Effective Wind cengtha 13.88 It Total Effective SeIsmIc Lengthy 11.30 It Windy 5W2 Seisnsicn SWi Install SW2 Perforated Shear Wall 2: Total Length- It Va 0 bs Height= ft Yndina 016. Max Opening Height- It teny 0 55 Cy 1110 ternh Inside h/m 2w/It Segment 1 Segment 2 - Segment Segment 4 Segment S Segment 6 Segment 7 Segment _#_- -- Effective Wind Length- 5110 It Wind Uplift= Effective Seismic Length- 0.50 Ii Seismic Uplift- Hnld Downy Wind -I- seismic .3- 31W 1118 Strluctural liStods @ 19 cc.) Capacities SW1 SW2 SWO 5W4 6o.c. 40.c. rot. 20.c. Wind $214 126091 16115 21399lbs SeIsmic_5061_7773_9941_18194 bs ::1 Wood Show Wall. (is: Floor Walls) GrId 2 Total Shea,: Zed Floor Olaph. 39 - Shear From D!,nhnaam: Shear From Ahnue: Wind Va 11272 lb. 2210, Seismic V- 3139 lbs 6155 ds 16mo.c.) Seismic Length (ft) Inside Hei,/,i Is WRatio 2w/h 4lbs gtlecclveSnismic length (it) 8fibs SWS SWS Uniform Ill. Wind Seismic Wind it SOiSmicil Wind (p11) Seismic (p11) an wlI (p11) Uplift (lb.) Uplift (Ibs) Hold Down (In) (In) Panel 05 6.5 2.83 0.705 2.12 867 190 120 twit Up 0.903 0.640 Panv12 6 167 S 5 5.5 1.38 1.000 6.17 067 269 21 4201 1421 5T6054/14Rl 0.559. 0.329 Panel 3 1 & 85 2.22 0.901 3.45 867 243 ,. 4265 1331 5111014/14630.713 0.462 Panel PanelS Panel S Panel PanelS Panel 10 L Effective Wind Lengthy 12.997 It Effective Seismic Lengthy 11.736153 ft Perforated Shear Wall I Total Lengthy ft V ea 0 Ito Height- lit It 0 lbs Max opening 14ei0htv lane 0155 Coo Lnnlr , Inside h/in 2w/h Wall DL 1cgment1 Segment 2 Segment 3 Segment 4 Segment S Segment 6 Segment 7 Segment In - - Effective Wind Lengthy 0101 It Wind Uplift= Effective Seismic Lengthy 000 It Seismic Uplift= Hold Dome Held Downy Wind 5= In L Wind a Seismic toe in Seismic 5a Total Effective Wind Lengthy 33.00 ft 3/g 056 Structural l(Studs @I6 o.c.l Canacltien Total gffectlne Seismic Lengtha 11.74 ft SWS SW2 SW3 5811 50.c. 40.c. 30c 2o.c. Windy SW2 Wiadj 81621 12529 26012 Snlsmtea Owl SeIsmic_52S _8074_10326_13708_lbs 25363_lbs Install SWZ Grid S Total Shear: Shear From Diaphragm: Shear From Above: Znd Floor Doph WndV 11272 lbs TThbs 'lbs Seismic Y- 3139 lbs L Z:2 lbs S/8OS8SIns. nny,al ittds 1)) 16 n.e.) Snlssnie Effective Seismic SWS SWS Uniform DL Wind lelsmls Sleap.tlnHnldawv Lgngthlft) Inside Height It It/weatia 2w/h Length(ft) Wind hill) I Seismc(pll' nn wall 1pll) Uglft)lbs) I .lplift(lbs) Ito. Effective Wind l.ae3tls= 0.00 it Wind Uplift- His Effective Seismic Length- 0.00 it SeIsmIc Uplifta lbs in in WindS Seismic 9 Permeated Shear Wall 2: Total Length- ft Vv 0 lb, Heighte II Vonvea 0 Ins Max openingHeigha It tan. 0 Its Ce 5.00 Length Inside h/m 2w/h Wall DL Seamen: 1 - Segment 2 Segment 3 Segment Segments Segment 6 Segment 7 Segment P Panel Panel 2 Pantl3 a Panel Panels Panel 6 Panel7 panel Panel Panel 10 II Odds Total Shear StIaIts 1ie Held.wnn Pi thai,, Fm,. Sianhra,,n: Si I—Ahana, Ind PIece Olaph. Wind V. 9504 lbs "1''i,. seismic IN 5258 lbs ,j ,V.hlbs 44ilbs 6396: Length IftI Inside Height h h/m Ratio 2w/li Length It) Wind (pill Seismic (pIff on mall (pill Uolilt(lbs) Uplift (Iso) Hold b ds 81 16 o.c4 Seismic Effective Seismic SWS SWS Uniform DL Wind Seismic Wind -.1 Seismic iS Down (in) (in) Panel PanelS Pan 4 Panel S 44 Pa.:: 7 PanelS Fannie S Panel 10 Effective Wind Length. 0 ft Effective Seismic Length. 0 it Petfwnted ShearWalli Totall. 7ft V,. 5004 lbs Height. H ft Vewne 42W Ibi Max Opening Height. Hf1 I... 657 lbs C,' 0.83 Lengft, Inside h/m I 211/h Wall DL Segment 1 j15.1t2 0.56 1.000 Segment 2 3 2.83 0.706 100 legmeniT Segment Segments Segment H Segment 7 Segment C Effective Wind Letsgth. 15.08 ft Wind Uplift. 3555 list tlfestlee Seismic Length. 14.35 It Seismic Uplift. 2423 Has Held Dowit. STHD14/1461 Wind 25. 0.333 in Seismic S 0.22511 Total Effective Wind Length. 1503 ft Total Effective Seismic Length. 14.33.15 Wind. SIR SeismIc. SW1 1,5543115002 Odd 3 Total Shea,: Shea, erect Diaphragm: 2nd Floor Dlaph. tru HDU Holdawns Length Perforated Shear Wall 2: Total Length. ft V. 0 bs Height. ft Vm,e 0 lbs Man Opening t.n. 0 ha C,. 2.00 Lcr'tl lsnidn h/w . 2w/h Wall Dl. Segment 3 1/ Segment 2 Segment 3 Segment 4 Segment Segment t Segment? 15r5H L.iS •. _______ - Effective Wind Length. 0.00 It Wind Uplift. lbs Effective Seismic Length. 0.011 ft Seismic Uplift. lbs Held Down. Wind 25' In Seismic 3/3' 055 Structural 1(Stsds 8)16' o.c.) Capacities SWI SUct SW3 5W4 6' D.C. 4' e.g. 3' o.:. 2' D.C. Wind 9469 24536 18577 24604 lbs Seismic 6427 0070 12625 16750 its ift) Wind V. 7549 lbs 35051,5, Seismic V- 3484 lbi AW3 ds @16' o.c.) Seismic Inside h hJ 2w/h - 8llective Seismic Length Ift) lbs SWS SWS Uniform DL Wind Seismis Wind 25 Seismic 25 Wind (pill Selsmic(pll an mall (pIf) lbs Uplift (lbs) Hold Down .J!....._ ....J!!L. Panel1'2.S 425 85 7 2.80 0.714 1.78 759 388 1041 6299 6393 HDUB 0.801 0.565 Panel .2.5 25 85 7 2.40 0.714 1.79 759 388 iWi 6299 3746 HDUS 0301 0.565 Panel 3 Panel Panels Patti 6 Panel 7 Pannig . Panel9 Panel ig -- . Effective Wind Length. 20 It Effective Seismic Length. 7.1428571 It Fame Transfer Shear Wall I Total Length' ft V,.i,. 0 lbs Height. ft V,,..,.0 Max Opening Height. ...s .........ft I.e. olbn C. j•g3 Length Inside h/m 2w/h Wall DL Segment 1 Segment 2 Segment 3 Segment Segment Segment 6 Segment? Segment •..•. Effective Wind Wind Length' 0.00 ft Wind Uplift. lbs tlfectiveSeismic Length. 0.00 ft Seismic Uplift. lbs Held Dow.. WindS. In Seismic iS. in Total Effective Wind Length= 18.08k Total Effective Oelsn,le Lengtha 7.14 ft WInd. SWS Seismic. 5002 Install SWZ Perforated SlIcer Wall Z: Total Length. "4 ft _____________________________ V_. 0 lbs Height. It V,,,,_. 0 lbs MasOpening Helght. ----lt t.n. olhs C 100 Lerp:h Inside 1,1w 2w/h Wall DL Segment 1 Segment 2 ' Segment Segment 4 Segment 5 Segment 6 sea. .17 SegmeetS sff 45 Effective Wind Length. 0.00 ft Wind Uplift. 55 Effective Seismic Length. 0.00 ft . Seismic Uplift. lbs Hold Dew,. Wind 41. In Seismic .5. in 3/4' 008 Snracts:ral l (Studs LID IS- e.c.) CapacIties SWI 5W2 5W3 1W4 6' e.g. 4 o.c. 3 or. 2,ec Wind 62901 9040 SeismIc 6286_8343 _3200_4914_ 12320 16300_lbs lbs Odd A Total Shear Shear From Diaphragm: 2nd Pinovolaph. Weld ye 7022 lbs if 3 ô776 ib Seismic SM 5119 Ike 8"OB1al I(SI 10taeHoldown, p.T s 5) 24" nc.) 1ft) inside Ig h h/w Ratio - Seismic lwlllr Eflcdne Sesmic Length III) SWS d)plL) SWS Seinmlc(plf) Uniform DL !ll)lQUplift(lbs) Wind Seismic ft(lbst WINd A Se is mic A PanelS NOW Down pawl Panel Panel Panel panel 5 r Panel Panel 7 Pan elS Panel Panel 10 Shea, From Above: 41 Odd C 2nd FInn, Dlapl,. Effective Wind Length 0 ft Effective Seismic Length= 0 5 Perforated Shear Wall Total Length- 255 -ft V 7022 lbs Height-S ft 3159 lbs May Opening Height -ft t 460 lbs C.= 071 -length Inside him Th WaIIDL Segment 1 5. 9. 0.05 1.000 Segment - 1.05 1.000 150 Seg men tS 2.32 0.864 150 Segment 4 Segment S Sag m6 Segment? Segment - - MA - - - - Effective Wind Length- 1S.27 It Wind Uplift" 257 lbs Effective Seismic Length" 14.91 It . Seismic Uplift .190 lbs Hold Down S LSTHDB/SRI Wind 0.275 In Seismic .7." 0.160 in Total Effective Wind Length- 15.27 It Total Effective Selsask Length- 14.91 It Wind- Owl Setsmicn Owl Install SW1 Wind 9659 lbs F 5'" 3I lbs SeismlcVn 7730 lbs 656lbs dsftll4"o.c.) Seismic Inside Hvi9ht W bi'w Ratio 2./h - 5717J1b5 51625b5 Eflective3eismic Length )ft) - SWS SWS Uniform DL Wind Seisreis Wind A 1eismic. Wind (off) Seismic(plI) on well 1pff Uplift lips) Held Down (iv) (in) Panel 1 Panel2 - Panel Panel 11 Pane iS . --- panel6 ------- - F Panel Pan PairtlO- elS ... - - Panel 101 - --- Perforated Shea, Wall 2: 70141 Length" $ft *s.a" 0 Its Height" ft 0 lbs Max Opening Height" ft 0 lbs C" 1.00 Let th Inside trim 2o,J1r Well DL Segment I - - Segment 2 Segment 3 tegrneet 4 Segment S Segment 6 Segment? - Effective Wind Length" 0.00 It Wind Uplift- Its Effective Seismic Length" 0.00 If Seismic Uplift" lbs Hold Cowl" Wind A- in Seismic a= In 31r 058 Structural 1)Stads 5) 24" b.c.) Capacities W/t 51112 SW3 5W4 6" D.C. 4" o.c. 3" o.c. 2" D.C. Wind NO NO NC NO lbs Seismic NO NC NO ND lbs Effective Wind Lengtb 0 ft Effective Seismic Length" . 0 It Force Transfer Shear Wall 1 Total Lnngtlr=r 27Wft V 9659 lbs Height" 65 ft 7730 lbs Mao Opening Neigh----------------ft I v 487 lbs C,p LIJO Length Inside him 2w/h Wall DL Segmenti 23.5f 0.09 1.000 j312 Segment 2 625 - 1.20 1.000 012 segmeoi3 Segment 4 - segment Segment 6 Segment 7 Sngnwistg S Effective Wind Length" 19.03 ft Wind Uplift" 11 lbs EffectIve Seismic Length 19.03 it Seismic Uplift 200 lbs Held Onwn" HDU2 Wind A. 0.260 Its Seismic A" 0.2151. Total Effective Wind Length" 19.83 It Total Effective Seismic Length 1943 It Wind" 5W1 Setsmlev SWO Install SWI Performed Shear Wall 3 Total LvngtInqq tt HeigIrt"it it Max Opening Height C5" 1.00 LetS- InsIde Segment 1 r Segment 2 - tegreeet3 Segment Segment 5 125 Segment Segment 7 Segment 9 Effective Wind Length" aoo ft Effective Seismic Length" 000 ft Seismic Uplift" Held Down" Wind A Seismic 3i0' 038 Structural 1)Studs 5) 24" o.c.) Catsnclties SWI Sf112 SW3 SW4 5'a.c. 4" nc. 3" eL 2" D.C. Wind NO NO NO NO Its Seismic NO NO NO NO lbs lbs lbs V a" Olbs V__" 0 lbs t"n" Olbs 61w I 2w/h ) Wall DL Grid D Total Shear: Shear From Diaphragm: Shea, From Above: Ind Floor olaph. Wind V. 0874 lbs fl69:lbn tS5]lbs seismic V- 4571 lbs I 1lbn ,POD:lbn OSO eachet 1 ds@ 16e.c.I Seismic gllectiveSeismic SWS SWS linllormoL Wind S,ismis Wind .1 Seismic a.HàSkilaII Length (It) Inside H Oh? h h/m Ratio 2w/I: length (It) Wind loW Seismic (oil) cm wall (0lP Jul41 libel Uplift (lbs Hold Down (In) (in) 44 Panels ?1 85 0.5 0.35 1.030 24.00 286 190 741 549 LSTHDS/HIU 0.171 0.227 Panel . Panel Panel Panel Panel Panel ::: 4. Panel Effective Wind Length- 0.00 II Wind Uplift- Elfectino Seismic Length= 0.00 ft Seismic Uplift- Hold Downa Wind= Seismic /. Total Lifetime Wind Length- 240 It Total oifeeetne Seismic Lm.gtls= 24.00 It Wind. Owl Selsmlca SWI Install SWI 42 Effective Wind Length= 24 II £11c401ve Seismic Length= 24 It Forenironnfe, Shear WaS 1 Total Length= it Hclght4a .. Ift Max Opening ft Cna 1.00 Length Inside Segments Segment 2 Segment 3 segment 4 )L. Segment r Segments Segment 7 Segment 0 2 Pereorated Shea, WallS: Va 0 lbs Toeal Length. jft ft Va 0 lbs V,a Olbs HeightS it V,ë olbs tana Ohs Max Opes:ingHeighta8 tana 0 lbs C 1.00 him 2w/h Wall DL Leh Inside him 2w/h Wall DL Segments : Segment 2 Segment 3 It Segment 4 Segments Segment II Segment Segment 5 Effective Wind Length- 0.00 It lbs Effective Seismic Length- 0.00 ft Seismic Uplift- lbs I Hold Down- in Wlnd2a in Seismic L: in 3/8" DSP Structural 1(Studs @16" or.) Capacities SWI SW2 SW3 SW4 6"e.c. 4"e.c. 3"o.c. toe. wincil 150721 23136 29563 59264 lbs Seismic_10752_16512_21120_20032 lbs 43 Horizontal Diaphragm - Flexible 25% Increase per ASCE 7-10 12.3.3.4 j Grid 2 Root Wind V= lbs Seismic wl 72lbs r S/8Shhh: Unblocked bj Sift - 2?;51ft Max opening-- Qft Diaphragm (pit) Vd (plf)= 253 638 OK (plf)= 99 456 OK Chord Force Collector Aspect Ratio= OK w,= 180 plf Opening= 0 ft 16d Common Nails M= 11406 ft-lbs T= 0 lbs Z= 141 lbs/nail T= 1426 lbs Z 248 lbs/nail Top Plate Splice: 6 Use (8) nails @ top plate splice Near Grid 3 btwn A&C Roof Wind V r 7fl28 lbs Seismic V • _91 lbs S/S Sheathing: Diaphragm Unblocked (p11) .............Sf1 V)plf)= 253 638 OK L=!4 .2'5 1 ift V,,5(plf)= 99 456 OK Max opening= ft Chord Force Collector Aspect Ratio= OK wp 180 p11 Opening= 3 ft 16d Common Nails Mu= 11406 ft-lbs Tz 760 lbs Z= 141 lbs/nail T= 1426 lbs ZIE 248 lbs/nail Top Plate Splice: 6 Use (8) nails @ top plate splice Grid 1 Roof Wind V=j: :i73OJ lbs Seismic V=L209.lbs Diaphragm Unblock V (pit) b= 2Tlft V.. (Pin= 82 638 OK L=1 zskt V— (Pif)= 100 456 OK Max opening= :1Jft Chord Force Collector Aspect Ratio= OK wuZ 150 plf Opening= 13 ft 164 Common Nails 14687 ft-lbs 1= 1299 lbs Zz 141 lbs/nail T= 699 lbs Z.= 248 lbs/nail Top Plate Splice: N= S Use (8) nails @ top plate splice Grid 4 Roof Wind V '1734Jlbs Seismic V.'2098Ibs 5/8 Shthi . Diaphragm .•Unblock : Lt V(plf) V.4 (plf)= 82 638 OR L= 28ft (plf)= 100 456 OR Max opening-- it ChordForce Collector Aspect Ratio= OR we 150 plf Opening= 9 ft 16d Common Nails M0 14687 ft-lbs • T 899 lbs Z= 141 lbs/nail T= 699 lbs Z 248 lbs/naIl Top Plate Splice: - N= 4 Use (8) nails @ top plate splice Grid B Roof Wind V..869 lbs Seismic V:::.79jlbs r-7,-5AFih—eaiW.gq Diaphragm - Ubiakd V.Pww. (p11) bm fL V,(plf)= 39 638 OR (ptn= 35 456 OR Max opening Chord Force Collector Aspect Ratio= OR w= 217 pIt Opening 75 It 16d Common Nails 1738 ft-lbs T= 290 lbs Z= 141 lbs/nail - T= 77 lbs ZIE 248 lbs/nail Top Plate Splice: N: 1 Use (8) nails @ top plate splice Grid C Roof Wind V=!17lbs Seismic V=289. lbs IT. 5/8Sheathi Diaphragm (p11) 223.ft V (pIt): 79 638 OR L 2ft Iplf)= 328 456 OR Max opening= Chord Force Collector Aspect Ratio: OK wum 275 pIt Opening: 3 ft 16d Common Nails. M: 15174 ft-lbs T: 385 lbs Z: 141 lbs/nail T: 674 lbs Z': 248 lbs/nail Top Plate Splice: N: 3 Use (8) nails @ top plate splice 44 45 Grid Roof Wind V.13 lbs SeismicV:jö98jlbs Diaphragm (pit) b[28ft V.Id (P'Q= 48 638 OK L= 1ft V.;,.k (plf)= 75 456 OK Max opening=LE j6sft Chord Force Collector Aspect Ratio OK %= 200 pIt Opening 16.5 it 16d Common Nails M 11015 ft-lbs T= 1236 lbs Z= 141 lbs/nail 1= 393 lbs Z,= 248 lbs/nail Top Plate Splice: 5 Use (8) nails @ top plate splice - U F1 46 Horizontal Diaphragm - Flexible 25% Increase per ASCE 7-10 12.3.3.4 Grid 2 3rd Floor Diaph. Wind V 5622 lbs Seismic V= Z211 lbs '''5/8 1lieathing Unblácked b= -19 ft 1= 31ft Max opening= 3 ft Diaphragm (p11) (plf)= 243 638 OK V,.1 (plf)= 116 456 OK Chord Force Collector Aspect Ratio= OK W.= 298 p11 Opening= 3 ft 16d Common Nails M.= 35820 ft-lbs 1= 730 lbs 2= 141 lbs/nail 1= 1885 lbs 2= 248 lbs/nail Top Plate Splice: N= 8 Use (8) nails @ top plate splice Grid 3rd Floor Diaph. Wind V= lbs Seismic V= lbs s/8sithi% Diaphragm (PIl) b- ift V 5(pIf)= 350 638 OK 1 31 ft V,, -k (p11)= 158 456 OK Max opening-- —.6ft Chord Force - Collector Aspect Ratio= OK w= 429 p11 Opening= 6 ft 16d Common Nails M.= 51535 ft-lbs 1= 2100 lbs Z= 141 lbs/nail 1= 2712 lbs Z= 248 lbs/nail Top Plate Splice: N= 11 Use (11) nails @ top plate splice Grid 1 3rd Floor Diaph. WindV=r l666 lbs Seismic V= 346& lbs 18thi'n Unblocked b=1 21 ft L--j 8ft Max opening= ....•ft Diaphragm V 510 (p11) V (p10= 222 638 OK V(pIf)= 165 456 OK Chord Force Collector Aspect Ratio= OK wu= 333 pIt Opening= 6 ft 164 Common Nails M.= 32661 ft-lbs T= 1333 lbs Z= 141. lbs/nail 1= 1555 lbs Z,= 248 lbs/nail Top Plate Splice: N= 6 Use (8) nails @ top plate splice 47 Grid - 3rd Floor Diaph. Wind V!%35lbs Seismic lbs f"s/8 Diaphragm V(plf) b= 1!Ift V w (plf)= 112 638 OK L- 28 it Max opening4 it ~Lo V...(plf)= 124 456 OK Chord Force Collector Aspect Ratio= OK w= 186 plf Opening= 10 ft 16d Common Nails . M.= 18213 ft-lbs T= 1239 lbs 2= 141 lbs/nail T= 867 lbs Z,= 248 lbs/nail Top Plate Splice: 5 Use (8) nails @ top plate splice Grid A 3rd Floor Diaph. Wind V=lbs Seismic W lbs i ':5iShath Diaphragm Unblockédl V(plfl '[ ft V.id 127 638 OK I 1ft V,_1 (plf)- 97 456 OK Max opening=, Chord Force Collector Aspect Ratio= OK w 415 plf Opening= 15 ft 16d Common Nails M.= 18740 ft-lbs T= 1909 lbs Z= 141 lbs/nail T= 605 lbs Z'= 248 lbs/nail Top Plate Splice: N= 8 Use (8) nails @ top plate splice Grid 3rd Floor Diaph. Wind V -i9&2 q lbs Seismic V=;48i3pbs f '5/ithlng Diaphragm L 5ed (pit) b 13 ft V (pil)- 303 638 ox L4 21 ft (pIt) 370 456 ox Max opening= Chord Force Collector Aspect Ratio= Oil wu= 458 plf Opening= 0 ft 16d Common Nails M.= 25266 ft-lbs T= 0 lbs Z= 141 lbs/nail 1= 1944 lbs Z.= 248 lbs/nail Top Plate Splice: - N= 8 Use (8) nails @ top plate splice 48 Grid D 3rd Floor Diaph. Wind yr 27C) lbs Seismic yr 6Ot lbs 5/8 5heathin? Unblocked. br 8ft Lr ft Max opening= i...... Diaphragm (pIt) Vr (plf)r 99 638 OK 1plf)= 93 456 OK Chord Force Collector Aspect Ratio= OK Wrr 264 pIt Opening= 9.5 ft 16d Common Nails Mrr 14537 ft-lbs Tr 939 lbs Z= 141 lbs/naIl Tr 519 lbs Z,= 248 lbs/nail Top Plate Splice: Nr 4 Use (8) nails @ top plate splice Horizontal Diaphragm -Flexible 25% Increase per ASCE 7-10 12.3.3.4 Grid 2 2nd Floor Diaph. Wind V r!4622lbS Seismic V gibs 5/8 iiii WT Diaphragm L. cke V (pit) W 19 ft Vvw (PIQ= 243 638 OK tr iijft V,,,5(plf)= 101 456 OK Max opening IjJtt Chord Force Collector Aspect Ratio OK W 298 pIt Opening= 3 ft 16d Common Nails M4= 35820 ft-lbs T= 730 lbs 2= 141 lbs/nail T= 1885 lbs Z= 248 lbs/nail Top Plate Splice: 8 Use (8) nails @ top plate splice Grid 2nd Floor Diaph. Wind V=ilbs Seismic V=L*'.1911 lbs. r 5/8iihil Diaphragm iflhilO&e2. V,1 (plf) ft V(plf)= 243 638 OK L 3ift V,.,5(plf)= 101 456 OK Max opening= . Chord Force Collector Aspect Ratio OK w= 298 p11 [OpnIng=3 ft 16d Common Nails M.= 35820 ft-lbs 1= 730 lbs Z= 141 lbs/nail T= 1885 lbs 2= 248 lbs/nail Top Plate Splice: N= 8 Use (8) nails @ top plate splice Grid 1 2nd Floor Diaph. WlfldV=rilb Seismic V=L20lba r5/rshii Diaphragm [!cd V (pit) b j ft V,, (p11) 167 638 OK L= 24ft v (pif)= 98 456 OK Max opening Chord Force Collector Aspect Ratio= OK W.= 292 pIt Opening= 3 ft 16d Common Nails mum 21049 ft-lbs T= 501 lbs 2= 141 lbs/nail T= 1002 lbs Z*z 248 lbs/nail Top Plate Splice: N= 4 Use (8) nails @ top plate splice 49 Grid 3 2nd Floor Diaph. Wind V lbs Seismic W j1 lbs 0/8" Sheathing: Unblocked b= 2l ft 1' 16 2 4ft Max opening" 16 ft Diaphragm V!i5W j (pit) VWIA (plf)= 361 638 OK vvw-[r 1pff)= 321 456 OK Chord Force Collector Aspect Ratio" OK w= 632 p11 Opening" 16 ft 16d Common Nails M.= 45532 ft-lbs 1" 5782 lbs 2" 141 lbs/nail 1= 2168 lbs Z= 248 lbs/nail Top Plate Splice: N" 23 Use (24) nails @ top plate splice Grid A 2nd Floor Diaph. Wind V) 3O2 lbs Seismic W 16 lbs S/6 Sheathing Diaphragm ,I,ló.li d (p11) b" —3 It . V.. (pit)" 99 638 OK Lc Aft V(plf)" 62 456 OK Msxopening 1ft Chord Force Collector Aspect Ratio" OK w," 324 plf • Opening" 5.5 ft 16d Common Nails M" 14613 ft-lbs 1" 546 lbs Z" 141 lbs/nail T" 471 lbs Z,= 248 lbs/nail - Top Plate Splice: N= 2 Use (8) nails @ top plate splice Grid C 2nd Floor Diaph. Wind W 394 i lbs Seismic V= 3060 lbs Diaphragm Unblocked V 5 ,.(pl1) b" 2ft Vd(pIfl= 171 638 OK L" 2t10t (plf)z 172 456 OK Max opening" 1lft Chord Force Collector Aspect Ratio" OK w" 377 pIt Opening" 10 it 16d Common Nails M= 20791 ft-lbs T= 1722 lbs 2" 141 lbs/nail 1= 904 lbs 2," 248 lbs/nail Top Plate Splice: N" 7 Use (8) nails @ top plate splice Grid 0 2nd Floor 0iaph. Wind W r727-6°1 lbs Seismic V 2u4 lbs 51 S/8 Shthii:' Unbieckedj : L5 2lft Max opening-- cift Diaphragm (plO V fld(plf)= 115 638 OK (Plf)= 85 456 OK Chord Force Collector Aspect Ratio= OK w 264 plf Opening= 0 it 16d Common Nails M= 14537 ft-lbs T= 0 lbs Z= 141 lbs/nail T= 606 lbs Z.= 248 lbs/nail Top Plate Splice: N= 2 Use (8) nails @ top plate splice L STUD WALL CALCULATION Typical Exterior Wall Species &Grade=1 OF 1U2 Stud Size= 2x61 LOADING Stud Width= 1.5 in Roof Live 20 psf Stud Depth (d)= 5.5 in Roof Dead= 17 psf Length= `9 ,ft Floor Live= 40 psf Stud Spacing= 1.33-ft Floor Dead= 20 psf Braced by Sheathing Fb= 900 psi Roof Trib Length=i 12 ft F= 1350 psi Floor Trib Length= 21.ft Fc(perp)= 625 psi Additional (uniform)= 320plf E= 1600000 psi Emin= 580000 psi Out-of-Plane Wind= 34.4 psf Area= 8.25 in' 7.56 in Gravity Loads Only D+L w. 2372.72 plf Cd= 1 fcciperp) 287.60 psi (le/d)x = 19.64 V.I.= 580000 C= 0.8 FCE = 1236.45 F= 1350 FCE/F. = 0.92 psi (1+FCE/F C)/2c = 1.20 C = 0.660 F = 890.82 psi Check= OK Stud Bearing on Wall Plates 1.25 F'c(perp) = 781.25 psi Check= OK Gravity + Out-of-Plane 45.81 plf Cd= 1.6 C,= 1.35 M= 3339.199 in*lb fb= 441.5 psi F, b= 1944 psi Check= OK Axial: F= 2160 FCE/F. = 0.572432 (1+FilF)/2c = 0.98 Cp = 0.482 F' = 104214 psi Interaction: D/C Check D+.751+.75D+.75(.6W)= 0.29 OK .6D+.6W= 0.25 OK STUD WALL CALCULATION Typical Interior Wall 53 Species & Grade= DFL #2 Stud Size= 2x61 Stud Width= 1.5 in Stud Depth (d)= 5.5 in Length=' 8 5 ft Stud Spacing=, .1.33 ft Braced' by,hèathung 900 psi F= 1350 psi Fc werp)= 625 psi E= 1600000 psi Em;n= 580000 psi Area= 8.25 in 7.56 in Gravity Loads Only D+L wuz 4097.065 plf Cd= 1 fc~fcwerpff 496.61 psi (ljd). = 18.55 E'.j.,= 580000 C= 0.8 FCE = 1386.20 1350 FCE/F C = 1.03 psi (1+FCE/F C)/2c = 1.27 CP = 0.700 Fle = 945.07 psi Check= OK Stud Bearing on Wall Plates 1.25 F'c(perp) = 781.25 psi Check= OK LOADING Roof Live 20 psf Roof Dead= 17 psf Floor Live= 40 psf Floor Dead= 20 psf Roof Trib Length= ' Ms ft Floor Trib Length= i 40ft Additional (uniform)= 40plf Out-of-Plane, Interior Wall= 5.0 psf Gravity + Out-of-Plane w0= 6.65 plf Cd= 1.6 Cr 1.35 Me 432.4163 inlb b 57.2 psi Fb= 1944 psi Check= OK Axial: 2160 F,,/F., = 0.641758 (14C(/F'j/2c = 1.03 C= 0.525 Pc = 1134.90 psi Interaction: 0/C Check D+.75L+.75D+.75(.6W)= 0.21 OK .6D+.6W= 0.05 OK STUD WALL CALCULATION Tall Exterior Wall 54 Species & Grade=1ti2. Stud Size= I 2x6 Stud Width= 1.5 in Stud Depth (d)= 5.5 in Length= lsft Stud Spacing=J Braced byShea 1.33 ft thing Fb= 900 psi F= 1350 psi F (perp,= 625 psi E= 1600000 psi Emin= 580000 psi Area= 8.25 in 7.56 in Gravity Loads Only D+.751+.755 w. 1425.76 plf Cd= 1.15 ccperp1= 172.82 psi (leld)x = 32.73 E min= 580000 C= 0.8 FCE = 445.12 F = 1552.5 FcE/F C = 0.29 psi (1+FCE/F C)/2c = 0.80 C, = 0.267 F'c = 414.87 psi Check= OK Stud Bearing on Wall Plates Cb= 1.25 F c(perp) = 781.25 psi Check= OK LOADING Rooftop Patio 60 psf. Roof Dead= 17 psf Floor Live= 40 psf Floor Dead= 20 psf Roof Trib Length= 6 ft Floor Trib Length= i lOft Additional (uniform)= 200:plf Out-of-Plane Wind= 34.4 psf Gravity + Out-of-Plane w. 45.81 plf 1.6 Cr 1.35 Me 9275.553 inlb b 1226.5 psi F. b= 1944 psi Check= OK Axial: F= 2160 FEE/F. = 0.206076 (1+FCE/F C)/2c = 0.75 C,= 0.196 = 424.37 psi Interaction: D/C Check D+.751+.75D+.75(.6W)= 0.94 OK .6D+.6W= 0.72 OK STUD WALL CALCULATION Tall Exterior Wall at Hot Tub Species & Grade= DF Stud Size= 2x6 LOADING Stud Width: 1.5 in Rooftop Patio 60 psf Stud Depth (d)= 5.5 in Roof Dead: 17 psf Length= Floor Live: 40 psf Stud Spacing= ;t,!, 33 ft Floor Dead= 20 psf L Braced byS eathing Fb= 900 psi Roof Trib Length=! ft F= 1350 psi Floor Trib Length= Oft Fc (perp)= 625 psi Additional (uniform)= 1 00 plf E= 1600000 psi Emin= 580000 psi Out-of-Plane Wind= 34.4 psf Area= 8.25 in' S= 7.56 in Gravity Loads Only Gravity + Out-of-Plane D+S wuZ 45.81 plf wuZ 1739.64 plf Cd: 1.6 Cd= 1 Cr: 1.35 fcciperpi 210.87 psi M? 7513.198 in*lb (le/d)x = 29.45 fb= 993.5 psi Emin= 580000 F'b= 1944 psi C: 0.8 Check= OK FCE = 549.53 Axial: F= 1350 F= 2160 FCE/F C = 0.41 psi FCE/FC = 0.254414 (1+FCE/F C)/2c = 0.88 (1+FCE/FJ/2c = 0.78 Cp = 0.365 C, = 0.239 = 492.86 psi F = 517.00 psi Check= OK Stud Bearing on Wall Plates Interaction: D/C Check Cb = 1.25 D+.751+.75D+.75(.6W) 0.76 OK F'cierp) = 781.25 psi .6D+.6W 0.67 OK Check= OK 55 KING STUD CALCULATION (Typ Wall Opening Width, w < 9) Species & Grade= DF LU Opening Width=1 9ft LOADING Stud Width=i 1 5in Rooftop Patio 60 psf Stud Depth (d)= 5-.5] in Roof Dead= 17 psf Length= 8 5 ft Floor Live= 40 psf Stud Spacing= 5.17 Floor Dead= 20 psf Fb= 900 psi Roof Trib Length= 121ft F= 1350 psi Floor Trib Length= 21ft Fc(perpl= 625 psi Additional (uniform)= 320plf E= 1600000 psi Emin= 580000 psi Out-.of-Plane Wind= 34.4 psf Area= 8.25 in S= 7.56 in' Gravity Loads Only Gravity + Out-of-Plane D+.75L+.75S wuz 178.05 plf wi. 1416.38 Cd= 1.6 Cd= 1.15 C= 1.15 cc(perp) 171.68 psi Me 11578.01 inlb (leld)x = 18.55 fb= 1531.0 psi Vm1n= 580000 F. b= 1656 psi C= 0.8 Check= OK FCE = 1386.20 Axial: F-c = 1552.5 F-c = 2160 = 0.893 FCE/F. = 0.642 (1+FCE/FJ/2c = 1.18 (1+FCE/F C)/2c = 1.03 = 0.651 Cp = 0.525 = 1010.05 psi F = 1134.90 psi Check= OK Stud Bearing on Wall Plates Interaction: Check Cb = 1.25 D+.75L+.75D+.75(.6W)= 0.81 OK F c(perp) = 781.25 psi .6D+.6W 0.96 OK Check= OK 56 KING STUD CALCULATION (Tall Wall Opening Width, w <6) Species&Grade= Opening Width= 6ft LOADING Stud Width= in Rooftop Patio 60 psf Stud Depth (d)= 5 5 in Roof Dead= 17 psf Length= 135ft Floor Live= 40 psf Stud Spacing= 3.67 Floor Dead= 20 psf Fb= 900 psi Roof Trib Length= ft F= 1350 psi Floor Trib Length= ft 41f F. (p.,p)= 625 psi Additional (uniform)= E= 1600000 psi Emln= 580000 psi Out-of-Plane Wind= 34.4 psf Area= 16.5 in 15.13 in Gravity Loads Only Gravity + Out-of-Plane D+.751+.755 w. 126.39 plf wi,. 1416.38 Cd= 1.6 Cd 1.15 Cr 1.15 ccperp= 85.84 psi M= 20731.91 inlb (le/d)x = 29.45 fb= 1370.7 psi E'min= 580000 Fb= 1656 psi C= 0.8 Check= OK 57 FcE = 549.53 Axial: = 1552.5 = FE/F. = 0.354 FCE/F'. = (1+F/F)/2c = 0.85 (1+FCE/F C)/2c = C= 0.323 C= = 501.64 psi F' = Check= OK Stud Bearing on Wall Plates Interaction: 2160 0.254 0.78 0.239 517.00 psi Check Cb= 1.13 D+.751+.75D+.75(.6W)= 0.76 OK F'c(perp) = 703.13 psi .6D+.6W= 0.87 OK Check= OK - KING STUD CALCULATION (Opening Width, w < 16') S a 58 Species & Grade= r r) .2 Opening Width= 6I ft Stud Width= 'in Stud Depth (dj= cin Length= 5 ft Stud Spacing= 8.67 Fb= 900 psi F= 1350 psi Fc (perp)= 625 psi E= 1600000 psi Emin= 580000 psi Area= 16.5 in S= 15.13 in Gravity Loads Only D+L w,. 87.1 Cdr 1 ccperp= 5.28 psi (Ie/d)x = 18.55 E'min= 580000 C= 0.8 FCE = 1386.20 F= 1350 FCE/F C = 1.027 (1+FCE/F'C)/2c = 1.27 CP = 0.700 F' = 945.07 psi Check= OK Stud Bearing on Wall Plates Cb= 1.13 F'c(gerp) = 703.13 Check= OK LOADING Rooftop Snow 60 psf Rooftop Patio Dead= 17 psf Floor Live= 40 psf Floor Dead= 20 psf Roof Trib Length= 'aft Floor Trib Length . ft Additional (uniform)= plf Out-of-Plane Wind= 34.4 psf Gravity + Out-of-Plane wun 298.59 plf 1.6 Cr= 1.15 M= 19416.13 jn*lb b 1283.7 psi F. b= 1656 psi Check= OK Axial: F= 2160 FCE/F. = 0.642 (1+FCE/F C)/2c = 1.03 C, = 0.525 F' = 1134.90 psi Interaction: Check D+.75L+.75D-f.75(.6W)= 0.58 OK .6D+.6W= 0.78 OK Description: Cl - 2x6, 9 tall, braced by sheathing .......... Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 eh- .................... ------ ......... ---.- ..... -.................................. Analysis Method: Load Resistance Factor Design Wood Section Name 2x6 End Fixilies Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height . 9.0 ft Wood Member Type Sawn Used for ncrsknder c23!cu!aUo) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in42 Cf or Cv for Compression 1.10 Fb - Tension 900.0 psi Fv . 180.0 psi lx 20.797 in4 Cf or Cv for Tension 1.30 Fb - Cornpr 900.0 psi Ft 575.0 psi ly 1.547 in4 Cm: Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 32.210 pcI Cl: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial KI: Built-up columns 1.0 NDS 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: Unbraced Length for X-X Axis buckling = lit. K = 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 9.0 ft. K = 1.0 77 Service loads entered. Load Factors will be applied 'orcatc.la ions Column self weiqht included: 16.608 lbs * Dead Load Factor AXIAL LOADS. -. Axial Load at 9.0 ft. Xecc = 0.50 in, D = 1.0. L = 3.0 k IGNSU4iMAW Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8306:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.01852 k Bottom along X-X 0.01852 k Location of max.above base 8.940 U Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V 0.0 in at 0.0 ft above base Applied Axial 6.020 k for load combination: n/a Applied Mx 0.0 k-11 Applied My -0.2483 k-ft Along X-X -0.6098 in at 5.255 It above base Fc : Allowable 1,559.53 psi for load combination: D+L Other Factors used to calculate allowable stresses:.. PASS Maximum Shear Stress Ratio = 0.008660:1 Agnft Compression Tension Load Combination +1.20D + 1.601-4.50S.0.601-1 Cf or Cv: Size based factors 1.300 1.100 Location 01 max.above base 0.0 ft LRFD - Format Conversion factor 2.541 2.400 2.700 Applied Design Shear 5.051 psi LRFD - Resistance factor 0.850 0.900 0.800 Allowable Shear . . 388.80 psi ....------ ... ELoad Combulahon Results' :• . ....................................... ................................................-........................ Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda Stress Ratio Status Location Stress Ratio Status Location 41404•1601-1 1.000 0.1477 PASS 8.940 ft 0.002021 PASS 0.0 ft +1.20D+050Lr+1.60Li-1.60H 1.000 0.8306 PASS 8.940 It 0.008660 PASS 0.0 It +1.20D+1.60L+0.50St1.60H 1.000 0.8306 PASS 8.940 ft 0.008660 - PASS 0.0 It +1.20D+1.60Lr+0.50L+1.60H 1.000 0.3098 PASS 8.940 ft 0.003897 PASS 0.0 ft i120D160Lr+050W+160H 1.000 0.1249 PASS 8.940 ft 0.001732 PASS 0.0 ft +1.200+0.50L+1.60S.1.60H 1.000 0.3098 PASS 8.940 ft 0.003897 PASS 0.0 ft i-1.20D+1.60S+0.50W+1.60H 1.000 0.1249 PASS 8.940 ft 0.001732 PASS 0.0 ft +1.20D+0.50Lr+0.50L+W+1.60H 1000 0.3098 PASS 8.940 ft 0.003897 PASS 0.0 it 4-1.20D+0.50Li0.50S+W+1.60H 1.000 0.3098 PASS 8.940 ft 0.003897 PASS 0.0 ft +1.20D+0.50L+0.20S+E+1.60H 1.000 0.3098 PASS 8.940 it 0.003897 PASS 0.0 ft +0.90D+W+0.90H 1.000 0.09167 PASS 8.940 Ft 0.001299 PASS 0.0 ft +0.90D+E+0.90H . 1.000 0.09167 PASS 8.940 ft 0.001299 PASS 0.0 ft 59 60 r!Ie L AL..i EERCAL1C19832O14Buød 14 der b 2)1 Description : Cl - 2x6, 9 tall, braced by shedlh'n Note: actorecL . Only non re listed. X-X Axis Reaction V-Y Axis Reaction Axial Reaction Load Combination @ Base @ lop @ Base @ lop @ Base D Only -0.005 0.005k k 1.017 k L Only -0.014 0.014k It 3.000 k DsL -0.019 0.019k k 4.017k .•,c ____ Load Combination Max. X-X Deflection Distance ---.---.....- Max. V-V Deflection ....................- Distance ................*-.--..-..-.- .................................... o Only -0.1525 in 5.255 ft 0.000 in 0.000 ft L Only, -0.4574 in 5.255 ft 0.000 in 0.000 ft D+L -0.6098 in 5.2550 0.000 in 0.0000 ENEP Description: C2 - 46, 9 tall, braced by sheathing ---..•.---.--------.:... Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Analysis Method: Load Resistance Factor Design Wood Section Name 4x6 End Fixities lop & Bottom Pinned Wood Grading/Manul. Graded Lumber Overall Column Height 9.0 It Wood Member Type Sawn I Used for.nonsiender cacuia!ions) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in CI or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in42 Cf or Cv for Compression 1.10 Fb - Tension 900.0 psi Fv 180.0 psi lx 48.526 in4 Cf or Cv for Tension 1.30 Fb - Compr 900.0 psi Ft 575.0 psi ly 19651 in4 Cm: Wet Use Factor 1.0 Fc- Prtt 1,350.0 psi Density 32.210 pcI Cl: Temperature Factor 1.0 Fc- Perp 625.0 psi Clu: Flat Use Factor 1.0 E : Modulus of Elasticity... . x-x Bending y-y Bending Axial KI: Built-up columns 1.0 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: Unbraced Length for X-X Axis buckling = lit. K = 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 9.0 ft. K = 1.0 - Service loads entered. Load Factors willbe applied 'orcalcuta ions Column self weiqht included: 38.753 lbs Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft. Xecc = 0.50 in, D = 2.50, L = 7.0k EDEsIGNsuMMARv [1 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4778:1 Load Combination +1.20D+1.60L Governing NDS Forumta Comp + Myy, NDS Eq 3.9-3 Location olmax.above base . 8.940 ft Al maximum location values are... Applied Axial 14.247k Applied Mx 0.0 k-li Applied My -0.5877 k.ft Fc : Allowable 1,556.35 psi PASS Maximum Shear Stress Ratio 0.008784:1 Load Combination 1 .20D+l .60L Location of max.above base 0.0 ft Applied Design Shear 5.123 psi Allowable Shear 388.80 psi Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.0 k Bottom along Y.V 0.0 k Top along X-X 0.04398 k Bottom along X-X 0.04398 k Maximum SERVICE Load Lateral Deflections Along V-V 0.0 in at 0.0 ft above base for load combination: n/a Along X-X -0.1140 in at 5.255 ft above base for load combination: Other Factors used to calculate allowable stresses... Bendino Compression Tension LRFD . Format Conversion factor 2.540 2.400 2.700 LRFD . Resistance factor 0.850 0.900 0.800 ELI Combiiion Results _______ ____... Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda C p Stress Ratio Status Location . Stress Ratio Status Location +1.40D 0.000 0.485 0.1186 PASS 0.011 0.002165 PASS 0.011 +1.20D+1.60L 0.000 0.485 0.4778 PASS 8.940 ft 0.008784 PASS 0.011 +1.20D+0.50L 0.000 0.485 0.2185 PASS 0.oft 0.004021 PASS 0.011 +1.20D . 0.000 0.485 0.1017 PASS 0.011 0.001856 PASS 0.011 i0.90D 0.000 0.485 0.07627 PASS 0.011 0.001392 PASS 0.0 II EMaxtmumReacti Note Only non mo reactions are listed X-X Axis Reaction V.V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only -0.012 0.012k k 2.539 k fD+L . -0.044 0.044 k k 9.539 k Note: V-V Axis Reaction Cm Base @Top k k k Max. V-V Deflection Distance 0.000 in 0.000 It 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.0000 0.000 in 0.000 ft non-zero reactions are listed. Axial Reaction @ Base 1.789k 1.523 k 7.000 k 62 File . S:1616039---112-CALC-1\columns.ec ENERCALC. INC. 1983-2016, Build:6.1610.31 Va6.16.10.3 Wood Column Description: C2 - 46, 9 tall, braced by sheathing Maximum Reactions X-X Axis Reaction Load Combination @ Base @ lop tD+O.ThOL -0.036 0.036k +0.60D -0.001 0.001k L Only -0.032 0.032k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance 0 Only -0.0300 in 5.255 ft +D+L -0.1140 in 5.255 It D+0.750L -0.0930 in 5.2550 +0.60D -0.0180 in 5.255 ft L Only -0.0840 in 5.255 ft Sketches V Li - ....................................Loads are tout entered value. Arrows do not reflect absolute direction. Description: C3 - 6x6, 9 [all, braced by sheathing Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Analysis Method: Load Resistance Factor Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9.0 It Wood Member Type Sawn ( used for flon•S!t•nder caiculationSi ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in cr or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in42 Cf or Cv for Compression 1.0 Fb - Tension 900.0 psi Fv 180.0 psi lx 76.255 in4 Cf or Cv for Tension 1.0 Fb- Compr 900.0 psi Ft 575.0 psi 1y . 76255 nM Cm: Wet Use Factor 1.0 Fc - PrIl 1,350.0 psi Density 32.210 pcf Cl: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial KI: Built-up columns 1.0 NflS 153' 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: Unbraced Length for X-X Axis buckling = ill. K = 1.0 V-V (depth) axis:. Unbraced Length for X-X Axis buckling = 9.0 It, K = 1.0 ...r.r;-.-r.r -- -------- Apphed Loads '1 Service loads entered Load Factors will be applied for calculations Column self weight included: 60.897 lbs Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft. XecC = 0.50 in, D = 9.0, L = 16.0 k [ESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9681 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+1.60L Top along V-V 0.0 K -Bottom along V-V 0.0 K Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.1157 k Bottom along X.X 0.1157 K Location of max.above base 8.940 It Maximum SERVICE Load Lateral Deflections At maximum location values are... Along V-V 0.0 in at 0.0 ft above base Applied Axial . 36.473k for load combination: n/a Applied Mx 0.0 k-ft Applied My -1.506 k-ft Along X-X -0.07733 in at 5.255 It above base Fc : Allowable . 1,519.24 psi for load combination: +D+L Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.01433:1 figaft Compression Tension Load Combination +1.2041.601- LRFD - Format Conversion factor 2.540 2.400 2.700 Location of max.above base 0.0 It LRFD - Resistance Factor 0.850 0.900 0.800 Applied Design Shear 8.356 psi Allowable Shear 388.80 psi [Lóid Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda C p Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.000 0.521 0.2760 PASS 0.oft - 0.004960 PASS 0.0 It +1.20D+1.60L 0.000 0.521 0.9681 PASS 8.940f1 0.01433 PASS 0.0 It +1.20D+0.50L 0.000 0.521 0.4107 PASS 0.0 It 0.00740 PASS 0.0 It +1.20D • 0.000 0.521 0.2366 PASS O.Oft 0.004251 PASS 0.0 ft +0.90D 0.000 0.521 0.1774 PASS 0.01t 0.003188 PASS 0.0 It [Maxlmum ReaCtIons Note Only nor ro reactions are listed - X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only .0.042 0.042k k 9.061 It D+L -0.116 0.116k k 25.061 k 63 64 Description: C3 - 6x6. 9 tall, braced by sheathing F-" - Note Only non -zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ lop @ Base @ lop @ Base ~0+0.7501 -0.097 0.097k k 21.061 k +0.600 -0.025 0.025k It 5.437k lOnly -0.074 0.074k k 16.000k -- -----..... iaximum Deflecttons for Load Combinat '1 fl Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only -0.0278 in 5.255 Ft 0.000 in 0.000 II +0+1 -0.0773 in 5.255 ft 0.000 in 0.000 ft +0+0.7501 -0.0650 in 5.2550 0.000 in 0.000 ft +0.600 -0.0167 in 5.255 ft 0.000 in 0.0000 L Only -0.0495 in 5.255 ft 0.000 in 0.000 ft ......,. . . .• . .. -77 .• .. . . . . . . :. .:; V 250k 0 005 Loads are total entered value. Arrows do not reflect absolute direction. ENERCALC INIC Description: C4 - 6x8, 9' tall Calculations per 2012 NDS, lBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Jrm ITT Analysis Method: Load Resistance Factor Design Wood Section Name 6x8 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for flVfl••sier?dCr c!cLon.) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fur - Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 41.250 in2 Cf or Cv for Compression 1.0 Fb - Tension 900:0 psi Fv 180.0 psi Ix 193.359 in14 Cf or Cv for Tension 1.0 Fb - Compr 900.0 psi Ft 575.0 psi ly 103.984 mM Cm: Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 32.210 pcI Cl: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kb: Built-up columns 1.0 1OS 15.32 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: Unbraced Length For X-X Axis buckling 9.0 ft. K = 1.0 Y.Y (depth) axis: Unbraced Length for X-X Axis buckling = 9.0 ft. K = 1.0 r'WLids Service loads entered.Load Factors ii be applied for calculabor's Column self weight included: 83.041 lbs Dead Load Factor AXIAL LOADS... Axial Load at 9.0 It, Xecc = 0.50 in, D = 10.0, L = 17.0k - Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9397:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+1.60L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.1250 k Bottom along X-X 0.1250 k Location of max.above base 8.940 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-Y 0.0 in at 0.0 It above base Applied Axial 39.30k For load combination: nla Applied Mx 0.0 k-111 Applied My -1.622 k-fl Along X-X -0.06124 in at 5.255 ft above base Fc: Allowable 1,519.24 psi for load combination: +D+L' Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.01132 :1 BendinQ Compression ]on Load Combination 4-1.20D41.601. LRFD - Format Conversion factor 2.540 2.400 2.700 Location of max.above base 0.0 ft LRFD - Resistance factor 0.850 0.900 0.800 Applied Design Shear 6.599 psi Allowable Shear 388.80 psi Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda C p Stress Ratio Status Location Stress Ratio Status Location +1.400 0.000 0.521 0.2253 PASS 0.01t 0.004041 PASS 0.0 ft +1.20D+1.60L 0.000 0.521 0.9397 PASS 8.9401t 0.01132 PASS 0.0 ft +1.200+0.50L 0.000 0.521 0.3287 PASS 0.01t 0.005918 PASS 0.0 It +1.20D 0.000 0.521 0.1931 PASS 0.0 it 0.003464 PASS 0.0 It +0.90D . 0.000 0.521 0.1448 PASS 0.0 it 0.002598 PASS 0.0 it ors Note: Only nr'n 7er0 reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base' @ Top @ Base D Only -0.046 0.046k k 10.083k +D+L -0.125 0.125k k 27.083k 65 66 r - EERC Description: C4 - 6x8, 9' tall Note: Only non-zero reactions are listed. X•X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ lop @ Base +0+0.7501 -0.105 0.105k k 22.833k +0.60D -0.028 0.028k k 6.050 k L Only -0.079 0.079k k 17.000 k Load Combination Max. X-X Deflection Distance Max. V-Y Deflection Distance O Only -0.0227 in 5.255 ft 0.000 in 0.000 It +0+1 -0.0612 in 5.255 ft 0.000 in 0.000 ft +0+0.7501 -0.0516 in 5.255 It 0.000 in 0.000 It +0.600 -0.0136 in 5.255 it 0.000 in 0.000 ft I Only -0.0386 in 5.255 It 0.000 in 0.000 ft rSketch 4 Loads are total entered value. Arrows do not reflect absolute direction. 67 nfl ENERD Description : C5- 5114" x T Paral rn Column Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Gjllnftion Analysis Method: Load Resistance Factor Design Wood Section Name 5.25x7.0 End Fixities Top & Bottom Pinned Wood Grading/Manul. Trus Joist Overall Column Height 13.0 ft Wood Member Type Parallam PSL I Used for no-'sk4)der CJJICU!8'3'JPS) Exact Width 5.250 in Allow Stress Modification Factors vvOOu Species Trus .joist Exact Depth 70 in Cf or Cv for Bending 1.0 Wood Grade Parallam PSL 1.8E Area 36.75 in42 Cf or Cv for Compression 1.0 Fb - Tension 2,400.0 psi Fv 190.0 psi lx 150.063 in4 Cf or Cv for Tension 1.0 Fb - Compr 2,400.0 p51 Ft 1,755.0 psi ly 84.41 in4 Cm: Wet Use Factor 1.0 Fc- PrIl 2,500.0 psi Density 45.050 pcf . Cl: Temperature Factor 1.0 Fc - Perp 425.0 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity.. x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 ff1.1' Basic 1,800.0 1,800.0 1,800.0 ksi Use Cr: Repetitive? No Minimum 914.88 914.88 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling w 13.0 ft, K 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 13.0 it, K = 1.0 - Service loads ente ed Load Factors will be applied for caicLia ions Column self weight included: 149.463 lbs * Dead Load Factor AXIAL LOADS Axial Load at 13.0 ft. D = 7.980, L = 19.980 k DES[SUMMAkV Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9175:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+1.60L Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NDS Forumla Comp Only. fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... Al maximum location values are Along V-V 0.0 in at 0.0 ft above base Applied Axial 41.723k for toad combination: n/a Applied Mx 0.0 k-Ft Applied My 0.0 k-fl Along A-A 0.0 in at 0.0 it above base Fc : Allowable 1,237.41 psi for load combination: n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.90D LRFD - Format Conversion factor 2.540 2.400 2.700 Location of max.above base 0.0 it LRFD - Resistance Factor 0.850 0.900 0.800 Applied Design Shear 0.0 psi Allowable Shear 0.0 psi oad.Cornb,natl!ResuIts:, ............................. .......................................................... Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda C p Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.000 0.229 0.2503 PASS 0.O ft 0.0 PASS 0.0 It +1.20D+1.60L 0.000 0.229 0.9175 PASS 0.011 0.0 PASS 0.011 +1.20Di-0.50L 0.000 0.229 0.4342 PASS 0.011 0.0 PASS 0.011 +1.20D 0.000 0:229 0.2145 PASS 0.0 ft 0.0 PASS 0.0 ft 40.90D 0.000 0.229 0.1609 PASS 0.0 it 0.0 PASS 0.0 It - F Maximum ReactIons -. ,,-=,1 Note: Only non -zero reactions are listed, X-X Axis Reaction V-V Axis Reaction - Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base DOnly k k 8.129k tD+L k k 28.109k 68 imn - ENF.R(.ALC NC 1983 2O16Bi61031 Ver1 Description: C5 - 5 1/4'x 7 PraLrn Column S .... Note: Only non-zero reactions are .isted X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+0.150L k k 23.114k +0.60D k k 4.818 k L Only . k k 19.980 k EMaP QrLQadQQrPbJn?tJQnS .....i! ............................................ . Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance .................................. D Only 0.0000 in 0.000 Ft 0.000 in 0.000 It +D+L 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 It ........ .. ................. V : 5.250.0 5.250in Loads are total entered value. Arrows do not reflect absolute direction. 69 Mn Description: C5 - 5 1I4 x T Paralam Column ITts .... Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 .... - Analysis Method: Load Resistance Factor Design Wood Section Name 5.25x7.0 End Fixities Top & Bottom Pinned Wood Grading/Manul. Trus Joist - Overall Column Height 13.50 ft Wood Member Type Parallam PSL / tJs.eij fbi- nonsknijer calcu!aUO!'s) Exact Width 5.250 in Allow Stress Modification Factors Wood Species Trus Joist Exact Depth 7.0 in CI or Cv for Bending 1.0 Wood Grade Parallam PSL 1.8E Area 36.750 in2 Cf or Cv for Compression 1.0 Fb - Tension 2400 psi Fv 190 psi Ix 150.063 irr4 Cf or Cv for Tension. 1.0 Fb - Compr 2400 psi Ft 1755 psi ly 84410 nM Cm: Wet Use Factor 1.0 Fc - PrIl 2500 psi Density 45.05 pcf Cl: Temperature Factor 1.0 Fc - Perp 425 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial KI: Built-up columns 1.0 N:)S I53' Basic 1800 1800 1800 ksi . Use Cr: Repetitive? No Minimum 914.88 914.88 - Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 13.50 It. K 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 13.50 ft, K = 1.0 . . .r ..rr .... .. *-..-- - . - d.Appited Loads I - Service loads entered. Load Factors will be applied for calculations Column self weight included: 155.211 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 13.50 It, D = 6392, L = 18.760k FEEDEsIGF!R4AR - Bending & Shear Check Results PASS Max. Axial-iBending Stress Ratio 0.8958:1 Load Combination .0.20D411.601- Governing NDS Forumla Comp Only. fc/Fc' Location of max.above base 0.0 ft Al maximum location values are... Applied Axial 37.873k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 1,150.42 psi PASS Maximum Shear Stress Ratio = 0.0:1 Load Combination +0.90D Location of max.above base 0.00 Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.0 k Bottom along V-V 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... AlongV.V 0.0 in at 0.0 ft above base for load combination: n/a Along X-X . 0.0 in at 0.0 ft above base for load combination: n/a Other Factors used to calculate allowable stresses. - - ggg Compression Tension LRFD - Format Conversion factor 2.540 2.400 2.700 LRFD - Resistance factor 0.850 0.900 0.800 catRr .. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda C p Stress Ratio Status Location Stress Ratio Status Location +1.400 0.000 0.213 0.2168 PASS . 0.0 ft 0.0 PASS 0.0 ft +1.200+1.60L 0.000 0.213 0.8958 PASS 0.0 ft 0.0 PASS 0.0 ft +1.200+0.50L 0.000 0.213 0.4077 PASS 0.0 ft 0.0 PASS 0.0 It +1.20D 0.000 0.213 0.1858 PASS 0.0 ft 0.0 PASS 0.0 ft +0.900 0.000 0.213 0.1394 PASS 0.011 0.0 PASS 0.0 ft .::: . . :.,:.•. - Note: Only non-zero reactions are listed. X.X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 6.547 k tD+L 25.307 k Description: C5 -5 1I4 x 7 Paralam Column ---------------- non-zero reactions are -........No..0n1y X-X Axis Reaction V-V Axis Reactibn Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base ~D+O.750L k k 20.617 k +0.60D k It 3.928 It LOnly k - k 18.760k - It Mar - T TL I I I. ..... - ....................... - ............................................................................. . ................................................ - ... ....................... Load Combination - Max. X-X Deflection Distance Max. V-V Deflection Distance D Only . 0.0000 in 0.000 Ft 0.000 In 0.000 ft +04 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L 0.0000 in 0.0000 0.000 in 0.0000 +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 It .. rs ketches V 25I52 5.250.0 5.250 in Loads are total entered value. Arrows do not reflect absolute direction. 70 71 Wall Footing Lie. # KW-06000291 Description: CF-20 Eccentic Code References Calculations per ACt 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information File . S:116116039--112-CALC-1U6O39.ec ENERCAIC, INC. 1983-2016, 8ulid:6.16 10.31, Ver:6.16.10.3 Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf LRebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff. = 0.30 ( Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth Min Allow % Temp Reinf. = 0.00090 when base looting is below = Mm. Overturning Safety Factor 1.0:1 Increases based on footing Width Mm. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = AutoCalc Footing Weight as DL : Yes when footing is wider than = Adjusted Allowable Bearing Pressure Reinforcing Footing Thickness = 24.0 in Bars along X-X Axis Rebar Centerline to Edge of Concrete... Bar spacing = at Bottom of looting = 3.0 in Reinforcing Bar Size = Dimensions Footing Width = 2.0 ft Wall Thickness = 6.0 in Wall center offset from center of looting = 9 in ft ksf It ksf R 2.50 ksf 12.00 #5 Applied Loads D Is 1. S W E. H P: Column Load = 0.5680 0.680 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing 72 fill Footing ,.... . ENER(LO INC Description: CF-20 Eccentic ...................................................................................................................................................................... Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-fl 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift' UtilizationRatio Item Applied Capacity Governing Load Combination PASS 0.9899 Soil Bearing 2.475 ksf 2.50 ksf +D+L PASS 0.0 Z Flexure (+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.008937 Z Flexure (-X) 0.2580 k-ft 28.871 k-ft +0.901) PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 P51 n/a rDIa Rafts ____ - Soil Bearing . Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio 0 Only . 2.50 ksf 4.453 in 0.0 ksf 1.208 ksf 0.483 +D~L 2.50 ksf 6.144 in 0.0 ksf 2.475 ksf 0.990 +D+0.750L . 2.50 ksf 5.852 in 0.0 ksf 2.139 ksf 0.855 .+0.60D 2.50 ksf 4.453 in 0.0 ksf - 0.7250 ksf 0.290 73 File S:1616039--.1\2-CALC.116O39.ec VVaII Footing ENERCALC. INC. 1983.2016, 8ulld:6.16 10.31. Ver:6.16.10.3 Description: CF-20 Interior Code References Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values rc : Concrete 28 day strength 3.0 ksi = 60.0 ksi Allowable Soil Bearing = 2.50 ksf lv: Rebar Yield Increase Bearing By Footin L g Weight = No Concrete Elastic Modulus 3,122.0 = ksi Soil Passive Resistance (for Sliding) = 250.0 pcI Concrete Density = 145.0 pcI Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface 0.0 ft Min Steel % Bending Reinl. = Allow. Pressure Increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00090 when base looting is below = 0.0 It Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Mm. Sliding Safety Factor = 1.0:1 Allow. Pressure Increase per foot of width = 0.0 ksf AutoCatc Footing Weight as DL : Yes when looting is wider than = 0.0 ft Adjusted Allowable Bearing Pressure = 2.50 ksf Dimensions Reinforcing Footing Width = 2.0 It Footing Thickness = 24.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of looting = 3.0 in Reinforcing Bar Size # 5 from center of looting Din Applied Loads 1) l..r P: Column Load = 1.50 0.330 OB: Overburden = 0.0 0.0 V-x = 0.0 0.0 M-zz = 0.0 0.0 Vx applied = 0.0 in above top of looting L S W E H 1.60 0.0 0.0 0.0 0.0 k 0.0 0.0 0.0 0.0 0.0 ksf 0.0 0.0 0.0 0.0 0.0 k 0.0 0.0 0.0 0.0 0.0 k-It EERC NC Description: CF-20 Interior 1DE3IGNSOMM... Factor of Safety - Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-It 0.0 k-It No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift UtilizationRatio Item * Applied Capacity Governing Load Combination PASS 0.7360 Soil Bearing . 1.840 ksf 2.50 ksf +D+L PASS 0.02543 ZFlexure (i-X) 0.7342 k-fl 28.871 k-It +1.20D+0.50Lr+1.60L PASS 0.009118 Z Flexure (-X) 0.2632 k-ft 28.871 k-Ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a rDl&1 RÜfl Soil Bearing Flotation Axis & Actual Soil Bearing Stress Actual i Allowable Load Combination... Gross Allowable Xecc -x Ratio DOnlv 2.50 ksf 0.0 in 1.040 ksf 1.040 ksf . 0.416 +D+L 2.50 ksf 0.0 in 1.840 ksf 1.840 ksf 0.736 +D+Lr 2.50k51 0.0 in 1.205 ksf 1.205 ksf 0.482 +D+0.750Lr+0.750L 2.50 ksf 0.0 in 1.764 ksf 1.764 ksf 0.706 +D+0.750L 2.50 ksf 0.0 in 1.640 ksf 1.640 ksf 0.656 +0.60D 2.50 ksf 0.0 in 0.6240 ksf 0.6240 ksf 0.250 74 Dimensions Footing Width = 2.50 It Wall Thickness = 6.0 in Wall center offset from center of footing = 6 Footin Adjusted Allowable Bearing Pressure = Reinforcing g Thickness = 24.0 in Bars along X.X Axis Rebar Centerline to Edge of Concrete... Bar spacing at Bott om of footing = 3.0 in Reinforcing Bar Size 6 in 75 Wall Footing tIqrM.MAXl;a-U1 gas Description: CF-26 Grid CD & 3) Code References Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information File:: S:1616O39-112-CALC-1\16O39.e ENERCAIC, INC. 1983.2016, Bulld:6.16 10.31 Ver:6.16.10.3 U Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Ec : Concrete Elastic Modulus 3,122.0 = ksi Soil Passive Resistance (for Sliding) = Concrete Density 145.0 pci Soil/Concrete Friction Coeff. = ( Values Flexure = 0.90 Shear 0.750 Increases based on tooting Depth Analysis Settings Reference Depth below Surface = Min Steel % Bening Reinf. = Allow. Pressure Increase per foot of depth Min Allow % Temp Reini. = 0.00090 when base footing is below - Min. Overturning Safety Factor 1.0: 1 Increases based on footing Width Mm. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = AutoCalc Footing Weight as DL : Yes when footing is wider than = 2.50 ksf No 250.0 pci 0.30 ft ksf it ksf ft 2.50 ksf = 12.00 #5 #5 bars 12inO.c. x.silijI2k1li1Q..+z Applied Loads I) t..r L S W E H P: Column Load 0.9450 0.240 0.840 k OB : Overburden = ksf V-x = k M.zz = k.ft Vx applied = in above top of footing 76 H 14 a oo Ing !f r Fi!e i6ibO39i W116O39 r E ERALC INC 19832016 BuiId6110361U Description: CF-26 Grid (0 & 3) J.. Factor of Safety Item Applied Capacity Governing Load Combination 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 Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.7398 Soil Bearing 1.849 ksf 2.50 ksf +D+L PASS 0.01068 Z Flexure (+X) 0.3085 k-ft 28.871 k-ft +1.20D+0.50Lr+1.60L PASS 0.01388 Z Flexure (-X) 0.4008 k-ft 28.871 k-ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi . n/a QetaiIe.d;ResuIts_........ Soil Bearing ............- ....- ................... ....----.-.--.-..-...-.. .............................................. .............. ....-................................ Rotation Axis & Actual Soil Bearing Stress Actual i Allowable Load Combination... Gross Allowable MCC -x Ratio D Only 2.50 ksf 3.395 in 0.2204 ksf . 1.116 ksf 0.446 +D+L 2.50 ksf 4.267 in 0.1586 ksf 1.849 ksf 0.740 ,+DLr . 2.50 ksf 3.723 in 0.2028 ksf 1.325 ksf 0.530 +D+0.750Lr+0.750L 2.50 ksf 4.246 in 0.1608 ksf • 1.823 ksf . 0.729 +D+0.750L 2.50 ksf 4.109 in 0.1741 ksf 1.666 ksf 0.666 +0.60D 2.50 ksf 3.395 in 0.1323 ksf 0.6693 ksf 0.268 Z 77 Description: F-20 ................................................ --- ................. Calculations per ACI 318-11 BC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties f'c : Concrete 28 day strength fy: Rebar Yield Ec : Concrete Elastic Modulus Concrete Density p Values Flexure Shear Analysis Settings Min Steel % Bending Reini. Min Allow % Temp Reinf. Min. Overturning Safety Factor Mm. Sliding Safety Factor Add Fig WI for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear - Soil Design Values = 3.0 ksi Allowable Soil Bearing = 2.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = It = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes No = when max. length or width is greater than ksf - No Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis 2.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to ZZ Axis 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - 4 Reinforcing Bar Size = // 5 Bars parallel to Z-Z Axis Number of Bars 4 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a .. '.... li Bars required within zone n/a ........'a= .•. Bars required on each side of zone n/a D Ir L S W E H P: Column Load = 3.028 5.640 k OB : Overburden ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k • ENERCALC INC Description: F-20 y .................................................................... Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9540 Soil Bearing 2.385 ksf 2.50 ksf +D41 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-It 0.0 k-It 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 0.03940 Z Flexure (+X) 1.582k-ft 40.154 k-ft 0.20D0.601- PASS 0.03940 Z Flexure (-X) 1.582k-ft 40.154k-ft +1.20D+1.60L PASS 0.03940 X Flexure (+Z) 1.582 k-ft ' 40.154k-ft +1.20D+1.60L PASS 003940 X Flexure (-Z) 1.582k-ft 40.154k-ft +1.20D+1.601 PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching . 8.423 psi 82.158 psi +1.20D+1.60L 78 X m CL to to (I) re 14 a 79 General Footing Uc 0: KW-06000291 Description: F-26 Code References Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Fie - S:1616O39--1\2-CALC-1t16O39.ec ENERCAIC INC. 1983-2016, Build 6.16 10.31 Ver:6.16.10.3 Material Properties Soil Design Values fc: Concrete 28 day strength 3.0 ksi Allowable Soil Bearing ly: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) Concrete Density 145.0 per Soil/Concrete Friction Coeff. p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface Min Steel % Bending Reinf. Allow press. increase per foot of depth Min Allow % Temp Reini. = 0.00180 when footing base is below Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 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 i when max. length or width s greater than Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X.X Axis = 2.50 It Length parallel to Z-Z Axis = 2.50 It Z Footing Thickness = 18.0 in I = 2.50 ksf = No = 250.0 pcf = 0.30 = ft = ksf = ft = ksf = II Pedestal dimensions... px : parallel to X.X Axis = pz : parallel to Z.Z Axis Height - Rebar Centerline to Edge of Concrete... at Bottom of footing Reinforcing Bars parallel to X-X Axis - Number of Bars Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone Bars required on each side of zone Applied Loads in in in 3.0 in 4 5 4 #5 n/a n/a n/a D Lr L S P: Column Load = 5.520 5.520 OB : Overburden = M-xx = M-zz = V-x = V-z = 80 Description: F-26 FEW . .... -............. Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7936 Soil Bearing 1.984 ksf 2.50 ksf +D+L 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-It 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 0.05964 Z Flexure (iX) 1.932 k-ft . 32.395 k-ft +1.20D+1.60L PASS 0.05964 Z Flexure (-X) 1.932 k-It 32.395 k-ft +1.20D+1.60L PASS 0.05964 X Flexure (+Z) 1.932 k-It 32.395 k-ft +1.20D+1.60L PASS 0.05964 X Flexure (-Z) 1.932 k-ft 32.395 k-ft +1.20D+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi nIa PASS n/a 1-way Shear (-Z) 0.0 psi . 82.158 psi n/a PASS n/a 2-way Punching 12.880 psi . 82.158 psi +1.20D+1.60L General Footing Description: F-36 He = S:1616039--1l2-CALC-1k16039.oc ENERCAIC, INC 1983.2016, Build:6.16 10.31. Ver:6.16.10.3 -*5BEI --. ...............................................--- L______ S.15Bi,. -. 81 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information ...-- ............ ............................................................ Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing lv Rebar Yield : = 60.0 ksi Increase Bearing By Footing Weight c: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. q Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface Min Steel % Bending Reint. = Allow press. increase per foot of depth Min Allow % Temp Reini. = 0.00180 when looting base is below Min. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg WI for Soil Pressure : Yes Allowable pressure increase per foot of depth Use fig WI for stability, moments & shears : Yes when max. length or width is greater than Add Pedestal WI for Soil Pressure : No Use Pedestal wt for stability. mom & shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 It Footing Thickness = 24.0 in Pedestal dimensions... px : parallel to X-X Axis in pz : parallel 10 ZZ Axis in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a ill Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P: Column Load = 7.718 OB: Overburden = M-xx = M-zz = V-x = V-z 2.50 ksf = No = 250.0 pcf = 0.30 = ft = ksf = ft = ksf = ft Z Lr L S 1.338 18.759 W E H k ksf k-ft k-ft k k General 0 I i Rifld 6 10 iô ' 3 Description: F-36 .......:7;T..:J Mm. Ratio Item Applied Capacity Governing Load Combination PASS. 0.9804 Soil Bearing 2.451 ksf 2.50 ksf +D+L 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-It 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 0.1020 Z Flexure (4.X) 4.993 k-ft 48.914 k-ft +1.20D+0.501-r+1.601- PASS 0.1020 Z Flexure (-X) 4.993 k-ftc 48.974 k-It +1.20D+0.50Lr+1.60L PASS 0.1020 X Flexure (+Z) 4.993 k-ft . 48.974 k-ft +1.20D+0.5OLr.+1.60L PASS 0.1020 X Flexure (-Z) 4.993 k-ft 48.974 k-It +1.20D+0.50Lr+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 16.983 psi 82.158 psi +1.20D+0.50Lr+1.60L 09 June 2016 Mr. Gary Barberio Job No. 15-10764 4270 Clearview Drive Carlsbad, CA '92008 Subject: Preliminary Grading Plan Review Barberio Residence 228 Normandy Lane Carlsbad, California Dear Mr. Barberio: As requested, we 'have reviewed, an undated preliminary grading plan for the subject property prepared by Mr. Robert Sukup of The Sea Bright Company. The plan was reviewed from a geotechnical engineering viewpoint to verify adequate compliance with our recommendations as presented in our "Report of Preliminary Geotechnical Investigation" for the site, dated May 19, 2015. After review and discussions with Mr. Sukup, it is our opinion that the plan adequately conforms to the recommendations presented in our report dated May 19, 2015. We understand that a final grading plan is in progress. We should also review the final plan, when completed, to verify compliance with our recommendations. Any soil compaction and grading should be as required by the City of Carlsbad and in accordance with our report. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 15-10764 will help expedite a response to your inquiry. Respectfully submitted, GEOTCHNICAL EXPLORATION, INC. Jaime A. Cerros, P.E. f R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer cc: The Sea Bright Company 7420 TRADE STREET SAN DIEGO, CA. 921210 (858) 549-72220 FAX: (858) 549-16040 EMAIL: geotech@gei-sd.com Geotechnical Exploration, Inc., SOIL AND FOUNDATION ENGINEERING C GROUNDWATER 0 ENGINEERING GEOLOGY 09 June 2016 Mr. Gary Barberio 30b No. 15-10764 4270 Clearview Drive Carlsbad, CA 92008 Subject: Preliminary Grading Plan Review Barberio Residence 228 Normandy Lane Carlsbad, California Dear Mr. Barberio: As requested, we 'have reviewed an undated preliminary grading plan for the subject property prepared by Mr. Robert Sukup of The Sea Bright Company. The plan was reviewed from a geotechnical engineering viewpoint to verify adequate compliance with our recommendations as presented in our "Report of Preliminary Geotechnical Investigation" for the site, dated May 19, 2015. After review and discussions with Mr. Sukup, it is our opinion that the plan adequately conforms to the recommendations presented in our report dated May 19, 2015. We understand that a final grading plan is in progress. We should also review the final plan, when completed, to verify compliance with our recommendations. Any soil compaction and grading should be as required by the City of Carlsbad and in accordance with our report. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 15-10764 will help expedite a response to Your inquiry. Respectfully submitted, (EOTECHNICAL EXPLORATION, INC. Jaime A. Cerros, P.E. ( R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer cc: The Sea Bright Company 7420 TRADE STREETSAN DIEGO, CA, 921210(858) 549-72220 FAX: (858) 549-1604 0 EMAIL: geotech@gei-sd.com SH Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING 0 GROUNDWATER 0 ENGINEERING.GEOLOGY 05 June 2017 Mr. Gary Barberio 4270 Clearview Drive Carlsbad, CA 92008 Subject: Grading Plan Review Barberio Residence 252 Normandy Lane Carlsbad, California Dear Mr. Barberlo: Job No. 15-10764 RECEIVED JUN 192017 CITY OF CARLSBAD BUILDING DIVISION As requested, we have reviewed the grading plans (4 sheets) for the subject property, undated, and prepared by Mr. Robert Sukup of The Sea Bright Company. The grading plans have been reviewed from a geotechnical engineering viewpoint to verify their adequate compliance with Our recommendations presented in the "Report of Preliminary Geotechnical Investigation..." for the subject site, dated May 19, 2015. After suggested corrections were made, it is our opinion that the grading plans are in adequate conformance with the recommendations presented in our geotechnical investigation report dated May 19, 2015. Any soil compaction and grading at the site shall be as required by the City of Carlsbad and in accordance with our report. If you have any questions regarding this letter, please contact our office. Reference to our 30b No.15-10764 will help expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A. Cerros, P.E. R.C.E. 34422/G.E.2007 Senior Geotechnical Engineer Cc: The Sea Bright Company MAA Architects 7420 TRADE STREETO SAN DIEGO, CA. 921210 (858) 549-72220 FAX: (858) 549-1604 0 EMAIL: geotech@gei-sd.com 19 May 2015 Mr. Gary.Barberio Job No. 1510764 4270 Cléarview Drive Carlsbad, CA 92008 Subject: Reoort of Preliminary Geotechnical Investigation Barberio Residence 228 Normandy Lane Carlsbad, California Dear Mr. Barberio: In accordance with your request, a representative of Geotechnical Exploration, Inc. has visited the subject site and performed an evaluation of the soil conditions in the area of the proposed new structure. It is our understanding that the site Is being developed to receive a new three-story single-family residence with an attached two-car garage and associated improvements. The new structure will utilize continuous and isolated footings with concrete slab-on-grade. As part of our investigation, we observed and evaluated the shallow soil conditions at two locations within the proposed new building area. In addition, we reviewed the conceptual architectural plans by Ayala Architecture, dated July 30, 2014, in accordance with the requirements of the City of Carlsbad. We should review the foundation plans when available. The field work, conducted on May 8, 2015, consisted of excavating two hand- excavated test pits in the location of the proposed new structure. The excavati6ns revealed that the building site is underlain by approximately 12 inches of medium dense, silty sand fill/topsoil over medium dense to dense, silty sand formational 7420 TRADE STREETO SAN DIEGO, CA. 92121:0 (858) 549-72220 FAX: (858) 549-1604 0 EMAIL: geotech@gei.sd.com Barberio Property Carlsbad, California Job No. 15-10764 Page 2 materials. The on-site soils are considered to have a low expansion potential with an Expansion Index of less than 50. Based upon our observation, probing of the on-site soils, it is our opinion that the new foundations for the additions can be founded directly into the existing natural ground materials. The surface fill/topsoils in the proposed building pad area should be removed and/or properly compacted as part of site preparation under any new slab areas. The new fill should be compacted to at least 90 percent of Maximum Dry Density. The Maximum Dry Density of the soil has been determined per ASTM D1557-12. It is our opinion that the existing medium dense to dense formational materials will provide adequate bearing strength for the proposed new strucure foundations. New footings placed In the existing medium dense to dense natural soils or properly compacted fill soils can be designed for an allowable soil bearing capacity of 2,500 pounds per square foot (psf). We do recommend that the proposed footings and slabs be supported by formational soils and/or properly compacted fill, and contain at least a nominal amount of reinforcing steel to reduce the separation of cracks should they occur. The allowable soil bearing capacity may be increased one-third for structural design including seismic or wind loads. The proposed footings should have a minimum depth of 18 inches and a width of at least 15 inches, founded in the dense formational material or properly compacted fills. A minimum of steel for continuous footings should include at least two No. 4 bars continuous, with two bars 3 inches from the bottom of the footing. . Barberio Property Job No. 15-10764 Carlsbad, California S Page 3 Site-specific seismic design criteria to calculate the base shear needed for the design of the residential addition are presented in the following table. The design criteria was obtained from the California Building Code (CBC) 2013 edition, and is based on the distance to the closest active fault and soil profile classification. The proposed addition should be designed in accordance with Section 1613 of the 2013 CBC, which incorporates by reference the ASCE 7-10 for seismic design and the following parameters should be Utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of 33.1644 degrees and longitude of 117.3545 degrees, utilizing a program titled "Design Maps and Tools," provided by the USGS, which provides a solution for ASCE 7-10 (Section 1613 of the 2013 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of D. The response parameters for design are presented in • the following table. The design spectrum acceleration vs. Period T is attached. TABLE I Mapped Spectral Acceleration Values and Design Parameters i s, I Fa I Fv I Sms I Smi I Sds I Sd1 I 1.168 10.448 11.033 11.552 11.206 10.696 10.804 10.464 S. The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently Barberio Property Job No. 15-10764 Carlsbad, California Page 4 shaken by an earthquake. Soft saturated clays can also deform during earthquakes and contribute to significant settlement. On this site, the risk of liquefaction of foundation materials due to seismic shaking is considered to be remote due to the relatively shallow, medium dense fill soils, dense nature of the natural-ground material and the lack of a shallow static groundwater surface under the site. . No soil liquefaction or soil strength lossis anticipated to occur due to a seismic event. Any new concrete slabs on-grade (on properly compacted fill or dense formational soils) should be a minimum of 4 inches actual thickness and be reinforced with at least No. 3 steel bars on. 18-inch centers, in both directions, placed at mid-height in the slab. The interior slab should be underlain by a 15-mil vapor barrier (15-mil StegoWrap) placed directly on properly compacted subgrade. The sand base may be waived. We recommend that isolation joints and sawcuts be incorporated to at least one-fourth the thickness of the slab in any slab designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. In no case, however, should control joints be spaced farther than 20 feet apart, or the width of the slab. Control joints should be placed within 12 hours after concrete placement as soon as concrete sets and no raveling of aggregate occurs. Slabs spanning any existing loose soils and supported by perimeter deepened foundations should be designed as structural slabs. Although no retaining walls are planned, the active earth pressure (to be utilized in the design of cantilever, non-restrained walls) should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only) Barberio Property Job No. 15-10764 Carlsbad, California Page 5 if on-site soils are used. Additional loads applied within the potential failure block should be added to the active soil earth pressure by multiplying the vertical surcharge load by a 0.31 lateral earth pressure coefficient. For restrained wall conditions, we recommend an equivalent fluid weight of 59 pd. Surcharge loads on restrained walls may be converted to lateral pressures by multiplying by a factor of 0.47. Should seismic soil increment be required, the unrestrained walls with level backfill should be designed for a triangular pressure of 15 pcf, in addition to the regular static loading, with zero pressure at the top and the maximum pressure at the bottom of the wall.. 8. The passive earth pressure of the encountered fill soils (to be used for design of shallow foundations and footings to resist the lateral forces) should be based on an Equivalent Fluid Weight of 250 pcf. This passive earth pressure should only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properly compacted or dense natural soil. An allowable Coefficient of Friction of 0.35 times the dead load may be used between the bearing soils and concrete foundations, walls or floor slabs. / 9: Adequate measures should be taken to properly finish-grade the site after the new additions and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from perimeter foundations, floor slabs, and footings, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor Barberlo Property Job No. 15-10764 Carlsbad, California Page 6 slabs. Failure to observe this recommendation could result in undermining, differential settlement of the building foundation or other improvements on the site, or moisture-related problems. It is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and/or their retained construction inspection service provider to provide proper surface and subsurface drainage. 10. Due to the possible build-up of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures or behind retaining walls that may be planned. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth and high humidity. In order to minimize the potential for moisture-related problems to develop, proper cross ventilation and water- proofing must be provided for below-ground areas, in crawl spaces, and the backfill side of all structure retaining walls must be adequately waterproofed and drained. Proper subdrains and free-draining backwall material (such as gravel or geocomposite drains such as Miradrain 6000 or equivalent) should be installed behind all retaining walls on the subject project in addition to wall waterproofing. Geotechnical Exploration, Inc. will assume no liability for damage to structures that is attributable to poor drainage. . Barberio Property Job No. 15-10764 Carlsbad, California Page 7 11.. Planter areas and planter boxes should be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes should be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. The finish grade around the addition should drain away from the perimeter walls to help reduce or prevent water accumulation. Exterior slabs or rigid improvements should also be built on properly compacted soils and be provided with concrete shrinkage reinforcement and adequately spaced joints. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed in footing excavations prior to form and steel reinforcement placement. Should you have any questions regarding this matter, please contact our office. Reference to our 3ob No. 1510764 will help to expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Heiser Senior Project Geologist Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Enginéér Barberlo Property 228 Normandy Lane Carlsbad. CA. 32 31. 30 LEGEND ABAKER LAND SURVEYS INC. CARLSBAD. CA. (760)729-6676 REFERENCE: mpiatpnwvsp,epw(itip,men HP-1 exIsWg SURVEYPZAYbjSrLnc1&uveyslam ied7I1814andf,r,,non41teI1&drecovmaianco peifmmedby GEL rawmad PLOT PLAN Barbeilo Propeity 228 Normandy Lane Carlsbad, CA. Figure No. 11 Job No. 1540764 Geotechnical '1 !P!t!Q!I, Inc. My 2015 Approximate Location of Exploratory Handpit EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2' X 2' X 3' Handpit 5.8-15 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY ±75' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION - I -J .&A AND CLASSIFICATION __ . . cj + DESCRIPTION AND REMARKS (Gmln size, Density, Moistwe, Cob) Ici SILTY SAND, fine- to medium-grained, with SM - - - - — - some roots. Medium dense. Dry. Light brown. FILL! TOPSOIL (Oaf) I SILTY SAND, fine- to medium-grained. Medium SIM - dense to dense. Damp. Red-brown. OLD PARAUC DEPOSITS (QopJ k .3 1- - 23% passing #200 sieve. 8.0 134.5 k I - - Bottom@3' 4- Y PERCHED WATER TABLE BULK BAG SAMPLE J IN-PLACE SAMPLE MODIFIED CALIFORNIA SAMPLE 1 NUCLEAR FIELD DENSITY TEST STANDARD PENETRATION TEST JOB NAME Barberio Property SITE LOCATION 228 Normandy Lane, Carlsbad, CA JOB NUMBER I REVIEWED BY 15-10764 FIGURE NUMBER lIla LDRIJACI LOG No. eft" 1 HPwauon,ffic.I - EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2' X 2' X 3' Handplt 541-15 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTH LOGGED BY ± 75' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION -' U. AND CLASSIFICATION DESCRIPTION AND REMARKS cd RE + - (Grain size, Density, Moisture, Color) - SILTY SAND, fine- to medium-grained, with SM - some roots. Medium dense. Dry. Light brown. FILL! TOPSOIL (Qaf) T SILTY SAND, fine- to medium-grained. Medium - dense to dense. Damp. Red-brawn. SIVII - OLD PARALIC DEPOSITS (Qop2.4) 2- 3- - Bottom @ 3' 4- PERCHED WATER TABLE BULK BAG SAMPLE IN-PLACE SAMPLE JOB NAME Barberio Property SITE LOCATION 228 Normandy Lane, Carlsbad, CA MODIFIED CALIFORNIA SAMPLE NUCLEAR FIELD DENSITY TEST STANDARD PENETRATION TEST JOB NUMBER I REVIEWED BY 15-10764 FIGURE NUMBER IlIb LDR!JAC LOG No. w.on. Inc. HP=2 RRURR$I NIIII•VAI II.I1,Iui NNSNMAMMMW Emmmosommomwou UUJtLIJLUJIJJI RUUU•UUI•UUL ••RU•IUUUUI•••UI1 II•l•lRuI$UUuUNlIask UUU•UU•URU•UUUU•UUR• •••uuuu.uuuuu•uu••asiii ..u..a.......aN.••u•...u. u•uauu•uuuuuu•uuuuuu•• •••u•u•uuuuiiuui•uauuu RUURURRU•URR$UUUUUUU uuu•uuu muuu.uuuuuiu u•uiu•uamauuaauaaaaumu iuuuu•u•iu•u•uauu•uuu UUU*luI*uRIUuU•uUu lUNaR INIUUl$hi MMmMMMMMMMaw L. USGS—Provided Output MCEjt Response Spectrum 0.90 Design Response Spectrum 0.91 0.72 0.63 054 0.36 0.27 0.18 0.09 0.00 1.43 1.20 1.17 1.04 0.91 0.79 0.65 0.S2 0.39 0.26 0.13 0.03 C DO Period, I (sec) DO Perod, T (sec S= 1.168g Sms 1.206g •S08 = 0.8049 = 0.448 g S = 0.696 g SDI = 0.464 g For information on how the 85 and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. For PGA, TL' CRS, and C values, please view the detadetreoort. 19 May 2015 Mr. Gary.Barberio Job No.. 15-10764 4270 Clearview Drive Carlsbad, CA 92008 Subject: ReDort of Preliminary Geotechnical Investigation Barberio Residence 228 Normandy Lane Carlsbad, California Dear Mr. Barberio: In accordance with your request, a representative of Geotechnical Exploration, Inc. has visited the subject site and performed an evaluation of the soil conditions in the area of the proposed new structure. It is our understanding that the site is being developed to receive a new three-story single-family residence with an attached two-car garage and associated. improvements. The new structure will utilize continuous and isolated footings with concrete slab-on-grade. As part of our investigation, we observed and evaluated the shallow soil conditions at two locations within the proposed new building area. In addition, we reviewed the conceptual architectural plans by Ayala Architecture, dated July 30, 2014, in accordance with the requirements of the City of Carlsbad. We should review the foundation plans when available. The field work, conducted on May 8, 2015, consisted of excavating two hand- excavated test pits in the location of the proposed new structure. The excavations revealed that the building site is underlain by approximately 12 inches of medium dense, silty sand fill/topsoil over medium dense to dense, silty sand formational 7420 TRADE STREETe SAN DIEGO, CA. 92121:0 (858) 549-72220 MX: (858) 549-1604 0 EMAIL: geotech@gel-s(J.com 00q Barbeno Property Job No. 15-10764 Carlsbad, California Page 2 materials. The on-site soils are considered to have a low expansion potential with an Expansion Index of lessthan. 5Cc Based upon our observation, probing of the on-site soils, it is our opinion that the new foundations for the additions can be founded directly into the existing natural ground materials. The surface fill/topsoils in the proposed building pad area should be removed and/or properly compacted as part of site preparation under any new slab areas. The new fill should be compacted to at least 90 percent of Maximum Dry Density. The Maximum Dry Density of the soil has been determined per ASTM D1557-12 It is our opinion that the existing medium dense to dense formational materials will provide adequate bearing strength for the proposed new struciure foundations. New footings placed in the existing medium dense to dense natural soils or properly compacted fill soils can, be designed for an allowable soil bearing capacity of 2,500 pounds per square foot (psf). We do recommend that the proposed footings and slabs be supported by formational soils and/or properly compacted fill, and contain at least a nominal amount of reinforcing steel to reduce the separation of cracks should they occur. The allowable soil bearing capacity may be increased one-third for structural design including seismic or wind loads. The proposed footings should have a minimum depth of 18 inches and a width of at least 15 inches, founded in the dense formational material or properly compacted fills. A minimum of steel for continuous footings should include at least two No. 4 bars continuous, with two bars 3 inches from the bottom of the footing. Barberio Property Job No. 15-10764 Carlsbad, California Page 3 3. Site-specific seismic design criteria to calculate the base shear needed for the design of the residential addition are presented in the following table. The. design criteria was obtained from the California Building Code (CBC) 2013 edition, and is based on the distance to the closest active fault and soil profile classification. 4. The proposed addition should be designed in accordance with Section 1613 of the 2013 CBC, which incorporates by reference the ASCE 7-10 for seismic -design and the following parameters should be utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of * 33.1644 degrees and longitude of 117.3545 degrees, utilizing a program titled Design Maps and Tools," provided by the USGS, which provides a solution for ASCE 7-10 (Section 1613 of the 2013 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of D. The response parameters for design are presented in the following table. The design spectrum acceleration vs. Period T is attached. TABLE I Manned Snectral Acceleration Values and Design Parameters I s, I Fa I Fy I Sms I Smi I Sds I Sd1 1 1.168 10.448 11.033 11.552 11.206 10.696 0.804 10.464 5. The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently Barberio Property Job No. 15-10764 Carlsbad, California Page 4 shaken by an earthquake. Soft saturated clays can also deform during earthquakes and contribute to significant settlement. On this site, the risk of liquefaction of foundation materials due to seismic shaking is considered to be remote due to the relatively shallow, medium dense fill soils, dense nature of the natural-ground material and the lack of a shallow static groundwater surface under the site. No soil liquefaction or soil strength loss is anticipated to occur due to a seismic event. Any new concrete slabs on-grade (on properly compacted fill or dense formational soils) should be a minimum of 4 inches actual thickness and be reinforced with at least No. 3 steel bars on 18-inch centers, in both directions, placed at mid-height in the slab. The interior slab should be underlain by a 15-mil vapor barrier (15-mil StegoWrap) placed directly on properly compacted subgrade. The sand base may be waived. We recommend that isolation joints and sawcuts be incorporated to at least one-fourth the thickness of the slab in any slab designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. In no case, however, should control joints be spaced farther than 20 feet apart, or the width of the slab. Control joints should be placed within 12 hours after concrete placement as soon as concrete sets and no raveling of aggregate occurs. Slabs spanning any existing loose soils and supported by perimeter deepened foundations should be designed as structural slabs. Although no retaining walls are planned, the active earth pressure (to be utilized in the design of cantilever, non-restrained walls) should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only) V - - S. Barberio Property Job No. 15-10764 Carlsbad, California Page 5 if on-site soils are used. Additional loads applied within the potential failure block should be added to the active soil earth pressure by multiplying the vertical surcharge load by a 0.31 lateral earth pressure coefficient. For restrained wall conditions, we recommend an equivalent fluid weight of 59 pcf. Surcharge loads on restrained walls may be converted to lateral pressures by multiplying by a factor of 0.47. Should seismic soil increment be required, the unrestrained walls with level backfill should be designed for a triangular pressure of 15 pcf, in addition to the regular static. loading, with zero pressure at the top and the maximum pressure at the bottom of the wall. The passive earth pressure of the encountered fill soils (to be used for design of shallow foundations and footings to resist the lateral forces) should be based on an Equivalent Fluid Weight of 250 pcf. This passive earth pressure should only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properly compacted or dense natural soil. An allowable Coefficient of Friction of 0.35 times the dead load may be used between the bearing soils and concrete foundations, walls or floor slabs. Adequate measures should be taken to properly finish-grade the site after the new additions and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from perimeter foundations, floor slabs, and footings, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor Barberlo Property Job No. 15-10764 Carlsbad, California Page 6 slabs. Failure to observe this recommendation could result in undermining, differential settlement of the building foundation or other improvements on the site, or moisture-related problems. It is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and/or their retained construction inspection service provider to provide proper surface and subsurface drainage. 10. Due to the possible build-up of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures or behind retaining walls that may be planned. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth and high humidity. In order to minimize the potential for moisture-related problems to develop, proper cross ventilation and water- proofing must be provided for below-ground areas, in crawl spaces, and the backfill side of all structure retaining walls must be adequately waterproofed and drained. Proper subdrains and free-draining backwall material (such as gravel or geocomposite drains such as Miradrain 6000 or equivalent) should be installed behind all retaining walls on the subject project in addition to wall waterproofing. Geotechnical Exploration, Inc. will assume no liability for damage to structures that is attributable to poor drainage. I Barberio Property Job No. 15-10764 Carlsbad, California Page 7 11. Planter areas and planter boxes should be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes should be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. The finish grade around the addition should drain away from the perimeter walls to help reduce or prevent water accumulation. - Exterior slabs or rigid improvements should also be built on properly compacted soils and be provided with concrete shrinkage reinforcement and adequately spaced joints. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed in footing excavations prior to form and steel reinforcement placement. Should you have any questions regarding this matter, please contact our office. Reference to our Job No. 15-10764 will help to expedite a response to your inquiries. Respectfully submitted, ) GEOTECHNICAL EXPLORATION, INC 'Heiser Senior Project Geologist Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer VICINITY MAP out ueuu riuiiiy 228 Normandy Lane Carlsbad, CA. Figure No. I Job No. 15-10764 spli . '.5. I / 54'1557W 50.2f POWER roLe 'rouso 3/W IRON ME tt or r TA& fORADY LA 32 31 30 t BAKER LAND SURVEYS INC. ARLSBAD CA. 78O729-6876 PLOT PLAN Barheilo Pronth, g - REFEAENCE This PluZPtwi was pzep8ledfmmon I existing SURVEYPLATbBa*BrLSndSUNayS Inc. I neW4 7/18114 and from on.e8e8&dmconnaance pe*innadbyGB LEGEND 228 Nortnartcly Lane Carlsbad, CA. Approximate Location Figure No. 11. of Exploratory Handpit Job No. 15-10764 HP-1- GGtEChÜCa Eo, Inc. May2015 i.JIPMENT DIMENSION &rYPE OF EXCAVATION DATE LOGGED Hand Tools 2' X 2' X 3' Handpit 5-8-15 SURFACE ELEVATION .GROU NDWATERI SEEPAGE DEPTH LOGGED BY ± 75' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION - AND CLASSIFICATION LU ° DESCRIPT1thANDREMARKS (Grain size, Density, Moisture, Color) C6 z Z z0-1 - SILTY SAND, fine- to medium-grained, with - - - - - - - some roots. Medium dense. Dry. Light brown. FILL! - TOPSOIL (Qat) I - - SILTY SAND, fine- to medium-grained. Medium SM - dense to dense. Damp. Red-brown. - OLD PARALIC DEPOSITS (Qop2.J - 23% passing #200 sieve. 8.0 134.5 2 - 3 - Bottom @3' 4- . PERCHED WATER TABLE BULK BAG SAMPLE. J IN-PLACE SAMPLE MODIFIED CALIFORNIA SAMPLE [] NUCLEAR FIELD DENSITY TEST STANDARD PENETRATION TEST JOB NAME Barberio Property SITE LOCATION 228 Normandy Lane, Carlsbad, CA JOB NUMBER I REVIEWED BY 15-10764 FIGURE NUMBER lIla LDRIJAC LOG No. HPAwaoe, gee, rEQ UIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2' X 2'X 3' Handpit 5-8-15 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY ± 75' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND ' CLASSIFICATION LUus W . c LU DESCRIPTION AND REMARKS (Grin size. Density, Maisui Color) cq flre. I - SILTY SAND, fine- to medium-grained, with — — — - - — — some roots. Medium dense. Dry. Light brown. FILL! TOPSOIL (Qat) SILTY SAND, fine- to medium-grained. Medium SM - dense to dense. Damp. Red-brown. OLD PARALIC DEPOSITS (Qop) 2- P d 3:? - Bottom @3' 4- I PERCHED WATER TABLE BULK BAG SAMPLE J IN-PLACE SAMPLE MODIFIED CALIFORNIA SAMPLE [ NUCLEAR FIELD DENSITY TEST STANDARD PENETRATION TEST JOB NAME Barberio Property SITE LOCATION 228 Normandy Lane, Carlsbad, CA JOB NUMBER . . REVIEWED BY 15-10764 4F' Gem FIGURE NUMBER " IIBb LDRIJAC I "'o' WGfl, Inc.V=2 Ll •••u.uuiu MMMMMMMKMRo III. ••iuuuu. ••UIIU•L•1k is L UI•U•I••iik uuuu.uu••uus& ••uus•uuuuu•u•u&•i mommommommso EMMIRMAIMMMEME MEMMEMEMMOMM MEMMEMMEM MENMEMMME ......... I I I , IGS Design Maps Summary Rpor User-Specified Input Rep tTitle 228 Normandy Lane, Carlsbad Mon May 18, 2015 18:17:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.16440N, 117.3545°W Site Soil çlassificaon Site Class D - "Stiff Soil" Risk Category iiiiiiii Mae ________ MR !il MAE .. tt - g.. .7 S :-vl; WNT c:i Mir. -offs ¼ ............ .:.L. .. -- • - USGS-Provided Output S= 1.168g S= 1.206g Sjs = 0,804g = 0.448 g S 3.= 0.696 g S01 = 0.464 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP° building code reference document. - MCEa Response Spectrum Design Response Spectrum. 1.43 0.90 0.65 j 0.25 0.18 0.13 0.09 0.00 I I I I I I I I 0.00 I I I I I I I I I 0.00 0.20 0.40 0.50 0.90 1.00 1.30 1.40 1.50 1.90 2.00 0.00 0.20 0.40 0.50 0.90 1.00 1.20 1.40 1.50 L80 2.00 erid, I (sec) - . Period; T Isec) For PGA., To C, and C values, please view the detailed rost. . 1 RcivE MAR 282018 UI1Uc1U. Community & Economic Development CITy o CERTIFICATION OF SCHOOL FEES PAID E3UILDING'S8Ab I V/s/ON This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: DEV16022, RANCHO PARADISO Plan Check No.: CBRA2017-0016 Project Address: 252 NORMANDY LN Assessor's Parcel No.: 2030230400 Project Applicant: COOWNER BARBERIO GARY T&SANDRA (Owner Name) Residential Square Feet: New/Additions: 1,982 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 01/19/2017 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 70 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 9444300 x1166 E1San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) FON San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) EN Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project. Signature of Authorized School District Official: Title: ' . Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: O 33 6225 EL CAMINO REAL CARLSBAD, CA 92009 /1 -ii2 A Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 760-602-8558 fd I building@carlsbadca.gov City of Cdlsbad Community & Economic Development 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 school fee form. I Project No. & Name: DEV16022, RANCHO PARADISO Plan Check No.: CBRA20I7-0018 Project Address: 250 NORMANDY LN Assessor's Parcel No.: 2030230400 Project Applicant: COOWNER BARBERIO GARY T&SANDRA (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 428 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 09/08/2017 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 9444300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Date: 3 -1 Phone: ID ( 3 Title: CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: ____________________________________________________ 6225 EL AMINO REAL CARLSBADJ CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I bui ccity'o f Carlsbad HEIGHT CERTIFICATION B-60 Develoament Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Permit #: PC 28) ..oLI) Site Address: Owner's Name: Assessor's Parcel Number: Zbj 0Z3 - _____ This is to affirm that on . f (date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above tower of natural or finished grade elevation. (Attach 8 W'x 11" sheets showing elevation(s) of structure where measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to exceed: 0 ,62- Total Height: 5_ For additional information, please contact me at (phone number)47) 0) 6J3 3 e 0 j ii (c . c) CUA, Registered Civil Engineer, Structural Engineer, Seal of Registrati or Licensed Land Surveyor OF NOTE: Property owner or project applicant/developer may not certify building height. Planning Division Acknowledgement: Date:______________ PROJECr PLANNER B-6 Page 1 of 1 Rev. 02/15 I 1: II UQ6 v)'aygsIw) 9b •••. — 3NYI AGNVWION 1SZ OSIOVIVdOHDNV ARM] I EIEIEIIiIOI cv LO IiIIIIF II hI ro ! iiL1 It' I r' t Li LI I 11 4c g u • i t 0 0 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: 252 Normandy Ln BLDG-Permit Revision 2030230400 $ 0.00 # Dwelling Units: 0 Bedrooms: 4.00 'I C"City of Carlsbad Print Date: 10/23/2019 Permit No: PREV2018-0213 Work Class: Residential Permit Revisi Lot #: Reference #: DEV16022 Construction Type Bathrooms: 3.00 Orig. Plan Check #: PC2016-0041 Plan Check #: Status: Closed - Finaled Applied: 07/31/2018 Issued: 08/14/2018 Permit 10/23/2019 Finaled: Inspector: Final Inspection: Project Title: RANCHO PARADISO Description: BARBERIO: ROOF TRUSS CALCS Applicant: Owner: Co-Applicant: KIRK MOELLER ARCHITECTS INC COOWNER BARBERIO GARY T&SANDRA STEADY BUILDERS INC KIRK MOELLER 4270 Clearview Dr CARLSBAD, CA 92008 28821 Lilac Rd Valley Center, CA 92082-5426 760-803-8006 760-505-9090 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $109.00 Total Fees: $ 144.00 Total Payments To Date: $ 144.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Servicescr C1 I of DEFERRED SUBMITTAL Building Division I Ucrisbad APPLICATION 1635 Faraday Avenue I 760-602-2719 I B-I 5 www.carlsbadca.gov I I UILDLJJ'-f I . Original Plan Check Number fl 3iø1 Wf7 001k Plan Revision Number REM 6 1 !&- 09 -13 Project Address 2,52- 1'ìø L*.IE General Scope of Revision/Deferred Submittal: So vs CONTACT INFORMATION: Name frM-9 Phone 769 Df-'i1 Fax Address_2 l 1 '/ City Zip 2-0 9a Email Address VçeI,'A sfrq f 0 1 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: U Plans iulations D Soils U Energy U Other 2. Describe revisions in detail 3. List page(s) where each revision is shown i• C'fb- I.4-c1 'C cd .~ . ______________ Does this revision, in any way, alter the exterior of the project? iJ Yes Does this revision add ANY new floor area(s)? 11 Yes Does this revision affect any fire related issues? Yes fl-Na Is this a complete set? Yes I No - Signature — ' Date 1635 Faraday Avenue, Carlsbad, CA 92008 f: 760-602-2719 E: 760-602-8558 E02g&building@carisbadca.gov www.carlsbadca.gov V EsGil A SAFEbuI1t Company DATE: August 13, 2018 U APPLICANT .2i URIS. JURlSDlCTlONrlsb!4 PLAN CHECK #.: cbPC2016-0041 Rev 2 (PREV2018-0213) SET: II PROJECT ADDRESS: 252 Normandy Lane PROJECT NAME: SFD & 2nd Dwelling Unit for Gary & Sandy Barberio The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El 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 applicant that the plan öheck has been completed. Person contacted: Date contacted: ) Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente EsGil 8/13/18 Telephone #: Email: Enclosures: Original set of approved plans. 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 7HORROCKS ikji tNt___ 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92126 Office: 858.673.8416 www.horrocks.com RESPONSE TO: Truss Caics Date: , ' 08/10/2018 Project: Barberio Residence Project No.: 16039 By: BTB RESPONSE - The changes noted per the 07-16-18 response were reviewed and found acceptable. If any other changes to the truss calculations have occurred, other than those noted on the 07-16-18 response, they have not been reviewed. R2H ENGiNEERING, INC No Exception Taken M Proj #: 16039 -. Revise as Noted D Revise/ Resubmit 0 By: BIB D: Rejected / Resubmit 0 E. 'Not Subject to Review 0 Date:08/10/2018 - Review is only for geneiai confoomcevllh the design compt and the lntormelton QMN in the Consiniction Uocwnenft Any corretlofls or comments MOO On the shop droWings,dwtngttds reI8aIdOnOI reUee Contractor from compliance tth reuiramenlicf the Conslruthon DoaimantL The Contractor is responsible for: continuing ard catrelating all quantities aid tfirnersom latincation processes and tschniquesof conslmctimZ and co@rdInatlenofUie Work of all tractes. This retiw is W flhodMtionor vtaiions to the Cons1nton Downsnts, 11 I LI )4 n-2 nn I -ALL HANGERS SPECIFIED SIMPSON OR EQUAL I NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS i -ALL BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS I CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. I -ALL WALLS AT VAULT!CATHEORAL AREAS BALLOON BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS FRAME/RAKE TO TRUSS BOTTOM CHORD U.N.O. CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL -REFER TO TRUSS ENGINEERING FOR DESIGNS PRIOR TO CONSTRUCTION. I LOADING AND REACTION INFORMATION I ALL DESIGNS ARE PROPERTY OF MISSION TRUSS. I -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION I ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. ROOF PITCH: 3:12 U.N.O. I HEEL HEIGHT: 3-718f U.N.O. I SSUEDA1E1___________________ _I RANCHO PARADISO 7-9-18 CEILING PITCH: - U.N.O. TAIL LENGTH: 24 U.N.O. ___ REVISTOIr: FRANK MINICILLI iGGiON TRUSS I REVISIONiT1 '. RESIDENCE CARLSBAD. CA TAIL SIZE: 2x4 U.N.O. I REVISION 3: DESIGNED BY 0828-18 TRUSS SPACING: 24 U.N.O. 1 JF MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 3-12 PITCH Fax 916/676-1909 RANCHO PARAISO 3-12 PITCH The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R54871287 thru R54871289 My license renewal date for the state of California is March 31, 2020. .3 .3 .3.3 -.3 3 a a • .30.3333 cs .3 .3.3 .3 July 23,2018 Teodosescu, Eduard 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 ANSlITPl-1, Chapter 2. ( Job' Truss Truss Type Oly IPly RANCHO PARAISO 3-12 PITCH 3.12-PITCH T01A HIP GIRDER 2 I R54871287 Mission Truss, Lakeside CA - 92040, 8.220s May 24 2018 MiTek Industries, Inc. Mon Jul 23 11:31:02 2018 Page 1 ID:JP5PIi7waz7vVGVD1 UC0Al2JSP-VX109gmfJl-lreIiahhjulRDm395hyNzPI3RDD2wyv8yt 3-8-6 7.4-12 • 9-11-0 12-5-4 , 16-5-4 20-5-4 22-5-4 b- i-4 3-8-6 3-8-6 2-6-4 2-6-4 4-0-0 ' 4-0-0 2-0-0 Scale = 1:40.2 3.0012 4x8 = 3x8 = 4x8 3x8 1.38 ii 21-0-B - -p.7-4 3-9-14 7-4-12 7-7-12 9-51-0 12-2.4 , 16-3-12 20-5-4 - 0-74 3.9-14 3-6-14 030 2-3.4 2-3-4 • 4-1-8 4-1-8 Plate Offsets (X.'fl- (1:0-5-1.0-0-81. (5:0-4-7.0-0-91 LOADING (psi) SPACING. 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.29 9 >870 240 MT20 . 20/195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -098 9 >257 180 MT20HS 16l/146 BCLL 0.0 - Rep Stress Incr NO WB 0.34 Horz(TL) -0.34 1 nla n/a BCDL 10.0 Code 15C2012/TP12007 Matrix-MS Weight: 211ib FT= 0% LUMBER- BRACING- TOP CHORD 21(4 OF No.1&Btr C TOP CHORD Structural wood sheathing tirectAly aplied or 6-0-0 6c purlins, exaept BOT CHORD 2X4 OF No.1&Btr C 2-0-0 oc purlins (6-0-0 ma.): 2-. 3 , . WEBS 2X4 OF Stud/Std C SOT CHORD Rigid ceiling directly applie'1109-0 oc brac(ng.- - -. - a REACTIONS. (lb/size) 1=194210-5-8.5--2077/0-5-8 ' Max Horz 5-38(LC 5) .1 Jj Max Uplift 5-26(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2.1081210. 2-3=-10937/0. 3-4=.11180/0. 4-5=-10570/0 BOT CHORD 1-10=0/10495. 9-10=0/11534.8-9=0/11534.7-8=0/10214, 5-7=0/10279 WEBS 2-10=012420,4-8=0/2508. 3-10=-904/83, 3-8=-644/100 NOTES- (16) 1)3-ply truss to be connected together with lOd (0.1311"x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-5-0 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=ll0mph (3-second gust) Vasei=87mph; TCDL=8.4psf; BCDL=6.0p5f h25ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL1.25 plate grip DOL=1.25 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 nonconcurrenl wilh any other live loads. ,po ESS/0 - 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. EOOQ A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1, 5 considers to value using ANSIPl 1 angle to formula. Building designer Should verity parallel grain grain 4z C 75435 capacity of bearing surface.uJ Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. EXP. 03/31/2020 This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along - * the Top Chord, nonconcurrent with any other live loads. -- Girder carries hip end with 8-0-0 right side setback. 7-4-12 left side setback, and 8-0-0 end setback. Graphical putlin representation does not depict the size or the orientation of the puulin along the top and/or bottom chord.' - ' Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 802 to down and 5 to up at 12-2-4. and 802 lb down and 5 lb up at 7-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. fIs23hee 9men desioned in of the 2016 RC July 23,2018. WARNING - Verify design pannnnrnrs and READ NOIES ON THIS AND INCLUDED MITER REFERENCE PAGE Mii7473 br. 10I03F201 BEFORE USE. Design valid for use only wilh MITeS® connectors. This design is based only upon paistinelors shown, and is for an individual building component. 1101 a truss system. Before use, the building designer must verily the applicability 01 design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent budding of Individual truss web arrdlor chord members only. Additional temporary and permanent bracing I £'dlilek is always required for stability and to prevent collapse with posslblo personal injury and proper.y damage. For guneral guidance Iegardrng the fabrication, storage. ttelrsory, erection and bracing of trusses and truss systems. see AN5ltTPl1 Quality Criteria. DSB-89 and SCSI Building Component I 7777 Greenback Lone Safety Information available from Truss Plate Institute. 218 N. Lao throat, Suite 312. Aioaandiia, VA 2231 - - _ Suite 1094. Got OW'S PIC VA CUPU0OiV 0I$ 100J1S 00 N 8I Olfli14Ui Olcid SOUL WDJj 0i14CIOU0 UOIWLUJOJUi 10414$ ouci 1pequSoO Iuo0dW03 Guipong IS38 PUC 68-SSO 0U01123 AIIICOD fldIJISNV 0oS SW04S.S 15fl5 PUO 14000141410 6U!314114 PUO UOISOJS .clou!IOP 060104s 00!wouqej 0144 6U11441460J iiaitep!nS iw0u08 i0 O6RWOP lUOdold puo d,fl!ui ieuos.u,d 041441450d qicu osdoo iuouojd Dl pue Al!pqins ioj poinb3, sde'uio 14! )ieli If%j 8upwq iuouetu,od puo Ajejodwol icuoplppv diuo 0014010W piop JOIPUO 14801 05044 ICr!P?.IPU4 JO 6lJipinqiUO50Jd OISI POICSJPUI 6upu U8ISOp UUIPI!514 A 1100440814104444 UGISOp S!%ii 01010d100U! dpadojd PU14014IOW%4JCd UGISOP JO dl!II000lIdd0 DIII dJ!400 490W uGoap 6upnq 0144041!! 040409 WOOdS SOUl e iou 4u0u0dw03 duupi.nq 8n44IA4pU4 UP 404 S PUP USnOIlS SIOISWPJSIJ uadn Ajuo 1401414145! UGISSP 14511 !410PU10 04110JJ141 44144 JIIUO 89fl 404 P!I 061000 IRM 36fl 3010d39 4440VCGIO14 CdPZ144414 30144 3N3U3d3#i X3LIJq1O3Cfl7DNI 00114 SIM.L NO S3JON 0143?) PUP £40J0WWOd 0641401441444314 ONINUVM - --- c Seen C cc Cornet . C cc C C entree terre - t CCC Ce en cc C Ce C C C C C C C Caere C C corer c e C r renter C C C Corce C C c C C e C C e C C careen a cc recent C C c tr cc C re C Ceerec C C CCC - od.j. ssruj ssruj qo (d)OL9 ()SOLuOL :mman (q;) speol peme.imueDuo3 99-=9- s9 -t-- '89-= :e/ (jid) speo wiojuuç aseaiouI 93Id 3seaiauj JGqwn :(pa9ueeq) BAII joo + peaa (i. piepue (s)asvo avoi - OO6 - V3 '3P'S 21 SSflJj UOSS 31OI dIH VLOi H3iIiL- 4 4. j a6e o: LE: t mr uo ui sai2snpui aj.si e io cej S Ø9 eauejaJO)l z L8LL8tSI H3J.Id L- OSJVVd OHNYd Aid 'lO 24 ,n=.t II 72 5x8 5x8 3.00 ii 22 3 234 Scale = 1:39.2 1.38 [iT 358 CSI. DEFL TC 0.68 Vert(LL) BC 0.61 Vert(TL) WB 0.36 Horz(TL) Matrix-MS BRACING- TOP CHORD SOT CHORD In (too) 1/defi L/d PLATES GRIP -0.25 10 >971 240 MT20 .2/195 -0.86 10 >284 180 -' -0.30 1 We nla IWeight: 71k..J:FT0% Structural wood sheathing 'âirectO applied or 2-8-12oc purlirts. except 2-0-0 oc purlins (3-10-0 mj34' - - - - Rigid ceiling directly applied or 10-0-0 oc brading. ,J 3 a a - .e- ....a LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code 18C20121TP12007 LUMBER- TOP CHORD 2X4 OF No.1&Btr G SOT CHORD 2X4 DF No.1&Str G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 6=1057/0-5-8. 1=880/Mechanical Max Horz 6=-46(LC 5) Max Uplift 6-8(LC 5) Job Truss jTruss Type OIy Ply RANCHO PARAISO 3-12 PITCH I R54871288 3-12-PITCH T01 IHIP 2 1 (obetegpjjpj,nj)___________________ MISSIOfl truss. Lakeside, CA - 92040, 8.220 $ May 24 2018 MiTek Industries, Inc. Mon Jul 2311:31:03 2018 Page 1 lO:JP5PIi7waz7vVGVO1UC0Atz_iSP-zjbmN0nH4bzVws9tFRP_RIBRV0H6QlRH5ymbMyvBys 4-86 4-8-6 2-3-6 2-5-0 1-04 2-5-0 - 2-7-0 . 5-0-0 • 2-0-0 10.54 6-11.12 9.6.4 0-3-12 12.10.4 20-5-4 6-11.12 2-0-8 0.9.8 2-5-0 7-70 FORCES. (Ib) -Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3808/0, 2-3---378310. 3-4=-306010. 453814/05-6.384010 BOT CHORD 1-13=0/3671.12-13=0/3133.11-12=0/3040, 10-11=0/3060. 9-10=0/3040.8-9=0/3131. 6-8=0/3704 WEBS 3-12=0/456.4-9=0/445. 3-13=-781856. 2-13=43077.4-8=-621893. 5-8=-340175 NOTES- (12) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vultll0mph (3-second gust) Vasd87mph; TCOL8.4p51: BCDL6.0psf, h25ft: Cat. II; Exp B: Enclosed: MWFRS (envelope) gable end zone: cantilever left and right exposed : end vertical left and right exposed: Lumber DOL1.25 plate grip DOL=1.25 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. 1 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 lit 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) 6 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 100 lb uplift at joint(s) 6. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord. nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. WARNING - vo,Iry design posrmcreza and READ NOTES ON THIS AND INCLUDED MITEJC REFERENCE PAGE MII-7473 Ins'. IWU3I2O15 BEFORE USE. 0051911 nalld for use only with MI1ek9. connectors. This design is based only upon parameters shown, and is for an Indinidual building component, not a sues system. Before use. the building designer must verily the applicability 01 design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of lndividu3l truss web andlor chord members only. Additional temporary and pomlanont bracing is always required for stability and to provonl collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage. delivery. oroclion and bracing 01 truSses and truss systems. 500 ANSIITPII Quality Criteria. 05849 and SCSI Building Component Solely Information onaitablo from Truss Plato Institute. 218 N. Lou Street. Suite 312. AtouandnO, VA 22314. 75435 rn xP.o3!::o OFC July 23,2018 MiTek 7777 Greenback Lane Suite 109 h_Lq CA 95610 4x10 = 3.00 Iii ,,.. 18 3 19 3x4 Scale = 1:38.5 1.381W . 3x8 3,) I7 '? -- 0 ó Job Truss Truss Type Oly Ply RANCHOPARAISO3-I2PITCH R54871289 3-12_PITCH TO1C SCISSORS 3 1 b(opjjgiaJ)_______________________ Mission Truss. Lakeside, CA - 92040. 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 23 11:31:04 2018 Page 1 ID:JP5PIi7waz7vVGVOlUC0AtziSP-Rw98aMnwru5MX0k3p8wDXerK?vMHrplbWliJ7oyvByr 4-.1j I 7-10 i 9!ThQl 11-11-10 15-2.2 • 254 22-54 4.11.8 2-10-14 2-0-10 2-0-10 3-2-8 5-3.2 2.0.0 10-0-12 I 7.10-fl I 9.9.8 g.1'I 11.11.10 10-2-2 •20.5.3 7-10-fl 1-10-IC o: 3-2.8 54-2 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 - Rep Stress Incr YES BCDL 10.0 Code 18C2012/TP12007 LUMBER- TOP CHORD 2X4 OF No.1&Btr G BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 5=1057/0-5-8. 1=879/Mechanical Max Horz 5=-47(LC 5) Max Uplift 5-5(LC 5) FORCES. (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-374210, 2-3=-3028/0, 3-4=-3026/0. 4-5=.3757/0 BOT CHORD 1.9=0/3605. 8-9=0/3599, 7-8=0/3614, 5-7=0/3621 WEBS 3-840/1489. 2-8=-835/43, 4-8=-852130 in (lc) 1/defi Lid PLATES GRIP -0.25 8 >990 240 MT20 32/195 -0.84 8 >291 180 - .3.3.3.30.3 -0.30 1 n/a n/a Weight:69I4iaJFT0% ji BRACING- TOP CHORD Structural wood sheathing 'directly applied or 2-2-0 ôc purlins. - - - BOT CHORD Rigid ceiling directly applie.l or 1-0-0 oc bracJ1g. . .3 .3 .3 J_•.3_.3J .3 .3.3 .1.3 - - .1 CSI. DEFL TC 0.82 Vert(LL) BC 0.63 Vert(TL) WB 0.61 Horz(TL) Matrix-MS NOTES- (10) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vultllomph (3-second gust) Vasd=87mph: TCDL8.4p5(: BCDL6.opsf: h25fl: Cat. It: Exp B: Enclosed: MWFRS (envelope) gable end zone: cantilever left and right exposed : end vertical left and right exposed: Lumber DOLe 1.25 plate grip DOL--11.25 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. - This truss has been designed for a live load of 20.0p51 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) 5 considers parallel to grain value using ANSIITPI I 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 100 lb uplift at joint(s) S. This truss has been designed for a moving concentrated load or 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. ESSi0 I? 1E00 111 C 75435 EXP. 03/31/2020 J July 23,2018 WARNING. Verify design parameters end READ NOTES ON 7WIS AND INCLUDED MITEK REFERENCE PAGE MI;-7473 . BEFORE USE. - - Design valid for use only will, MITeS® connectors. This design is based only upon parameters shown, and is lot 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 Co prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing lvi iTek is always required for stability and to prevent collapse with possible personal injury and proper.y damage. For gtrnurui guidance regarding the fabrication, storage. delivery. erection and bracing 01 trusses and buss systems. 550 ANSIITPII Quality Criteria. OSB-89 and Bcsl Building Component 7777 Greenback Lane Safely Information available from Truss Plato Institute. 218 N. Los Stroot. Suits 312. Aioeandris, VA 22314. sCitruyuite 109 9ightS.CA 95 - Symbols S 5, 30 .1. 03 Numbrrngatm -, A Genera' Safety Notes PLATE LOCATION AND ORIENTATION 0 11 - I Center plate on joint unless x, offsets are indicated. 6-4-8 I dimensions shown in ft-in-sixteenths I ... L (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 3 111 3 I 'r I 1 1) 5 1 ) ) 'I 5 1 Apply plates to both sidelof truss L ' 3 '5 '5 1 1 i ,2 Additional stability bracing for truss system. e.g. and fully embed teeth. TdP CHORDS 1 diagonal or X-bracing. Is always required. See BCSI. 0- C1-2 C2.3 Truss bracing must be designed by an engineer. For individual lateral braces themselves wide truss spacing, _________________________________ o '5 ,• '5 '5 .1 0 J ." (3 •I3 may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never 1 '5 '5 stack materials on inadequately braced trusses. ________ o Provide copies of this truss design to the building For 4 x 2 orientation, locate ,. CT'S C8'7 I-' designer, erection supervisor, property owner and plates 0- 'id' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 cut members to bear tightly against each other. Place plates on each lace of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. connector plates. THE LEFT. . Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. * Plate location details available in MiTek 20120 software or upon request. NUMBERS/LETTERS. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS Unless expressly noted, this design is not applicable for use with lire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate io. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311, ESR-1 352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1 397, ESR-3282 camber for dead load deflection. the length parallel to slots. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION - Lumber used shall be of the species and size, and in all respects, equal to or better than that 7 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. lop chords must be sheathed or purlinS provided at output. Use T or I bracing indicated design. spacing on if indicated. Lumber design values are in accordance with ANSIITPI 1 Bottom chords require lateral bracing at 10 it. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 Milek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. Install and toad vertically unless indicated otherwise. - Min size shown is for crushing only. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTe k Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing & Bracing of Metal Plate I Connected Wood Trusses. MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 3-12—PITCH Fax 916/676-1909 RANCHO PARAISO 3-12 PITCH The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R54871287 thru R54871289 My license renewal date for the state of California is March 31, 2020. 1UO 10, w pp C 75435 Lu EXP. 03/3112020 I :CIVIIL July 23,2018 Teodosescu, Eduard 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 ANSt/TPI-1, Chapter 2. P ~'o P'Wal I 2ap 13 Job Truss Truss Type Qty Ply RANCHO PARAISO 3-12 PITCH R54871287 3-12—PITCH T01A HIP GIRDER 2 Job Reference footionalt Mission Truss, Lakeside, CA - 92040, 8.220 s May 242018 Mfl'ek Industries. Inc. Mon Jul 2311:31:022018 341-6 2-64 - 2-6-4 - 4-0-0 ' 4-0-0 ' 2-041 Scale = 1:40.2 3.00 4x8 = 3x8 = 4x8 3x8 1.38 -9-7-4 3-9-14 7-4-12 l-T-29-11-0 12-2-4 16-3-12 20-5-4 3-9-14 3-8-14 0-3-0 2-3-4 2-3-4 4-1-8 4-1-8 Plate Offsets (X.Y)— '1:0-5-1,0-0-81.15:0-4-7.0-0-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (100) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.29 9 >870 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.98 9 >257 180 MT20HS 165/146 BCLL 0.0 • Rep Stress Incr NO WB 0.34 Harz(TL) -0.34 1 n/a n/a BCDL 10.0 Code IBC2012ITPI2007 Matrix-MS Weight: 211 lb FT = 0% LUMBER- - BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 OF No. 1&BtrG 2-0-000 purlins (6-0-0 max.): 2-4. WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1942/0-5-8, 5=20Th0-5-8 Max Horz 5=.38(LC 5) Max Uplift 5-26(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-110811210,2-3=-10937/0, 3-4-1111180/0,4-5-110570/0 BOT CHORD 1-10=0110495,9-10=0/11534.8-9=0/11534,7-8=0/10214,5-7=0/10279 WEBS 2-10=012420,4-8=012508,3-10-904183,3-8=-6"/100 NOTES- (16) 3-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 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-5-0 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=8.4psf; BCDL6.opsf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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. OFESSI0 * 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. EOOi A plate rating reduction of 20% has been applied for the green lumber members. Bearing at 1, 5 considers to value ANSIITPI 1 angle to formula. Building designer joint(s) parallel grain using grain should verify c 75435 capacity of bearing surface. LU Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along EXP. 0313112020 * the Top Chord, nonconcurrent with any other live loads. Girder carries hip end with 8-0-0 right side setback, 74-12 left side setback, and 8-0-0 end setback. Graphical Pullin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 802 lb down and 5 lb up at 12-2-4, and 802 lb down and Sib up at 7-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. July 23,20 18 confonce with Section 2303.4 of the 2016 CRC A WARNING - vedfydeSlgn paramerels and READ NOTES ON THIS AND INCLUDED MJTEIC REFERENCE PAGE 881-74731ev. 1010V2015 BEFORE USE Design valid for use only with Mrreke 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 Isle prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing fJIT 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 05610 Job Truss Truss Type Qty Ply RANCHO PARAISO 3-12 PITCH R54871287 3-12—PITCH TO1A HIP GIRDER 2 Job Reference (optional) MISSIOn I flJS5 Lakestae. (..A - idLU4U. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.25, Plate lncrease=1.25 Uniform Loads (plo Veil: 1-2u-68, 2-4-165,4-6-68, 10-111-20,7-10=-49(F=-29),7-14=-20 Concentrated Loads (lb) Veil: 10u-705(F) 8=-705(F) 8.220 s May 242018 MiTek Industries, Inc. Mon Jul 2311:31:022018 Page 2 ID:JP5Pli7waz7vVGVD1UC0AtzjSP-VX1O9gmfJHreliahhjuIRDm395hyNzPI3RDD2wyvByt A WARNING - Verify design Parameters, and READ NOTES ON THIS AND INCLUDED MuSIC REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTelde connectors. This design is based only upon parameters shown. and Is reran individual briIding component. not - a truss system. Before use. the building designer must verity the applicability or design parameters and property Incorporate this design into the overall V building design. Bracing Indicated into prevent buckling or individual truss web andior chord members only. Additional temporary and permanent bracing MOW Is always required for debility 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 - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply RANCHO PARAISO 3-12 PITCH R54871288 3-12-PITCH T018 HIP 2 1 - Job Reference (optional) Mission Truss, Lakeside. CA - 92040. 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 23 11:31:03 2018 Page 1 ID:JP5Pli7waz7vVGVD1UC0AtzjSP-zjbmN0nH4bzVws9tFRP_RlBRV0H6QlRH5ymbMyvBys I 4-8-6 i 6-11-12 i 9-4-12 no.5-4 i 18-10-4 i 15-5-4 20-5-4 i 22-5-4 4-8-6 2-3-6 2-5-0 1-0-6 2-5-0 2-7-0 5-0-0 2-0-0 Scale = 1:39.2 ,1 3.00 5x8 = 5x8 22 3 23 4 24 1.381W 3x8 104-4 I 6-11-12 9.6-4 0-3-12i 12-104 I 20-5.4 6-11.12 2-6-8 0.9.8 2-5.0 7-7-0 0.1-8 Plate Offsets (X.Y)- Jl:0-1-3.0-0-151.13:0-6-40-2-121. 14:0-'-120-2-41. 16:0-3-5.Edne 19:0-1-120-0-31.110:0-0-0.0-1-121, 111:0-0-0.0-1-121, 12:0-1-12,0.0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) b/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.25 10 >971 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.86 10 >284 180 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) -0.30 1 n/a n/a BCDL 10.0 Code lBC2012ITP12007 Matrix-MS Weight: 71 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc puffins, BOT CHORD 2X4 DF No.1&Btr G except WEBS 2X4 DF Stud/Std G 2-0-0 oc puffins (3-10-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1057/0-5-8. 1=880/Mechanical Max Horz 6=46(LC 5) * Max Uplift 6=-8(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2-380810,2-3=_3783/0, 3-4=-3060/0.4-5=3814/0.5-6=3840/0 BOT CHORD 1-13=013671,12-13=0/3133,11-12=0/3040. 10-11=0/3060,9-10=013040,8-9=013131, 6-8=0/3704 WEBS 3-12=0/456,4-9=01445, 3-13=--781856, 213..334/77, 4-6=-621893, 5-8-340/75 NOTES- (12) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live Iced 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. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ESSj Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) S. for load live located This truss has been designed a moving concentrated of 250.01b at all mid panels and at all panel points along the Top Chord, live loads. nonconcurrent with any other CO Graphical puriin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. Cr ) EXP. 03/31/2020 July 23,2018 AIL WARNING - Vezlfjr design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W14472 see. 1010312015 BEFORE USE. Design valid for use only with MiTelch 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 andlor chord members only. Additional temporary and permanent bracing WOW 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 AN5IITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lea Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heiohts, CA 95610 Job Truss Truss Type Qty Ply RANCHO PARAISO 3-12 PITCH R54871289 3-12-PITCH TO1C SCISSORS 3 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 s May 24 2018 MiTek Inc. Mon Jul 23 11:31:04 2018 ID:JP5Pli7waz7WGVD1UC0AtzJSP-Rwi 9-11-0 i 11-11-10 i 15-2-2 2110 2.0-10 3-2-8 Scale = 1:38.5 4x10 = 18 3 19 3x4 1.38111 3x8 10-0-12 I 7-10.6 i 9-0-4 0-1%-C 11-11.10 i 15-2.2 i 20-5-4 7-10.6 1-10-14 o-1-'tti 1-10-14 3-2-8 5-3-2 0-142 Plate Offsets (X.'fl- FI:0-1-7.0-0-151, 13:0-4-11.Edaet 15:0-%-9,Edpel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.25 8 >990 240 MT20 220/195 TCDL 14.0 LumberDOL 1.25 BC 0.63 Vert(TL) -0.84 8 >291 180 BCLL 0.0 • Rep Stress lncr YES WB 0.61 Horz(TL) -0.30 1 n/a n/a BCDL 10.0 Code 1BC20121TP12007 Matrix-MS Weight: 69 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0oc pwlins. BOT CHORD 2X4 OF No. 1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 5=1057/0-5-8. 1=879/Mechanical Max Horz 5-47(LC 5) Max Uplift 5=-5(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 11-2=-374210,2-3-3028/0, 3-4=302610.4-5=-375710 BOT CHORD 1-9=0/3605, 8-9=013599.7-8=013614, 5-7=013621 WEBS 3-8=011489.2-8=-835/43,4-8=-852/30 NOTES- (10) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.25 plate grip OOL=1.25 This truss has been designed for a 10.0 pal 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) 5 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 100 lb uplift at joint(s) 5. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along OFESS' O/(4 çt% the Top Chord, nonconcurrent with any other live loads. conformance of This truss has been designed in with Section 2303.4 the 2016 CBC. (P C 75435 rn EXP. 03131/2020 July 23,2018 A WARNING - Vesffir design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1151-7473 rev. 10103)2015 BEFORE USE -- Design valid for use only with MflekB 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 andlorchotd members only. Additional temporary and permanent bracing WOW 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 ANsI1rpl1 Quality Criteria, 051349 and BCSl Building component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. suite too Citrus Heights, CA 95610 Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP (WflRflS C1-2 C2-3 WEBS 5 I C7-8 CS-7 c" BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED 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, E5R1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 I 0 0 Symbols PLATE LOCATION AND ORIENTATION -, I Center plate on joint unless x, y offsets are indicated. L Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -i" 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 4 y 4 width measured perpendicular " to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING cfl Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint ç number where bearings occur. I Min size shown is for crushing only. Industry Standards: ANSlITPI1: 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. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. cut members to bear tightly against each other. S. 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 non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved M. M!Tek5 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 4ityof Carlsbad Print Date: 10/23/2019 Permit No: PREV2018-0223 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: 252 Normandy Ln BLDG-Permit Revision 2030230400 $0.00 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 08/20/2018 Reference #: DEV16022 Issued: 09/12/2018 Construction Type Permit 10/23/2019 Finaled: # Dwelling Units: 0 Bathrooms: 0.00 Inspector: Bedrooms: 0.00 Orig. Plan Check #: PC2016-0041 Final Plan Check #: Inspection: Project Title: RANCHO PARADISO Description: BARBERIO: FIREPLACE MODIFICATION & CREATE ZERO CURB SHOWER Applicant: Owner: Co-Applicant: KIRK MOELLER ARCHITECTS INC COOWNER BARBERIO GARY T&SANDRA STEADY BUILDERS INC KIRK MOELLER 4270 Clearview Dr CARLSBAD, CA 92008 28821 Lilac Rd Valley Center, CA 92082-5426 760-803-8006 760-505-9090 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN,FEE $35.00 MANUAL BUILDING PLAN CHECK FEE - $131.25 Total Fees: $ 166.25 Total Payments To Date : $ 166.25 - Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number PC2016-0041 Plan Revision Number PR\/0 I8 - ä22 Project Address 252 Normandy General Scope of Revision/Deferred Submittal: Fireplace modification and zero curb shower floor framing modification CONTACT INFORMATION: Name Kirk Moeller - MM Architects Phone 76031775 2173 Salk Ave. Suite 250 Address City Email Address kirk@maaarchitecs.com Fax Carlsbad, CA Zip 92008 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: I Plans E Calculations EJ Soils 0 Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Revised clouded delta 3 fireplace modification and zero curb shower revision. Al. 1, A2.2, A2.3, A3.1, A3.2 Revised clouded delta 2 fireplace structural wall framing modification and zero curb shower floor framing revision. Note: structural plan set is a complete set. Structural calcs included. so.i, SO.2, SO.3, si.o, s1.1. SI.2. S1.3. S2.0. S2.1, S2.2. 4. Does this revision, in any way, alter the exterior of the project? 0 Yes EJ No Does this revision add ANY new floor area(s)? 0 Yes No Does this revision affect any fire related issues? 0 Yes IJ No Is this a complete se Yes nX No Date 8-16-18 1635 Faraday Avenue, Carlsbad, CA 92008 Eb: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbulittompany DATE: August 30, 2018 O APPLICANT I JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: cbPC2016-0041 Rev 2 (PREV2018-0223) - SET: I PROJECT ADDRESS: 252 Normandy Lane PROJECT NAME: Fireplace Modification & Zero Curb Shower for Barberio Residence 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 opy 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: / (by() Email: Mail Telephone Fax In Person LI REMARKS: By: Abe Doliente Enclosures: Original set of approved plans. EsGil 8/23/18 ,2 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad cbPC2016-0041 Rev 2 (PREV2018-0223) August 30, 2018 (DO NOT PAY- THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: cbPC2016-0041 Rev 2 (PREV2018-0223) PREPARED BY: Abe Doliente DATE: August 30, 2018 BUILDING ADDRESS: 252 Normandy Lane BUILDING OCCUPANCY: R3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee Iv I Type of Review: o Complete Review 0 -Structural Only o_Repetitive Fee 0 Other Repeats Hourly 1_Hr. @ * EsGil Fee $105.00 * Based on hourly rate I $105.00I Comments: Sheet 1 of 1 San Diego, CA 92127 858.673.8416 tel 858.673.8418 fax STRUCTURAL CALCULATIONS ' RECEIVED ZOIB RANCHO PARADISO RESIDENCç' OF CpPLSBAD NISION j3UjLj)jNGD FOR MAA ARCHITECTS SUBJECT: SHEET NO: ADDENDUM #2—OWNER CHANGES AND UPDATES Additional Members ..........................................................................................................................87 -91 Job No.: 16039 Designed By: EAS Date: June 15, 2018 Checked By: RCH Title Block Line 1 You can change this area using the Settings menu item and then using the 'Printing & Title Block selection. Project Title: 87 Engineer: Project ID: Project Descr: Printed: 14 JUN 2018, 5:15PM j Description: HDR2 - fireplace header C6t1EES 777777.777 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,350.opsi Ebend-xx 1,600.0ksi Fc - Pill 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span = 4.50 ft Is led Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.9560, Lr = 1.125 k © 2.250 ft, (girder truss) .1........ .................... .................................. .-.- ... - ...................... --......... Maximum Bending Stress Ratio = 0.6051 Maximum Shear Stress Ratio = 0.246: 1 Section used for this span 6x6 Section used for this span 6x6 fb:Actual = 1,020.32psi fv:Actual = . 52.18 psi FB : Allowable = 1,687.50psi Fv : Allowable = 212.50 psi Load Combination 40+Lr4H Load Combination +D+Lr+H Location of maximum on span = 2.250ft 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 0.030 in Ratio = 1775 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.057 in Ratio = 951 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 _____ ....-., .--..--.... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fV F'v sD4l 0.00 0.00 0.00 0.00 Length 4.50ft 1 0.389 0.159 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 1215.00 0.49 24.29 153.00 4041#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.350 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 1350.00 0.49 24.29 170.00 404r41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.605 0.246 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.36 1,020.32 1687.50 1.05 52.18 212.50 1.000 1.00 1.00 1.00 1.4 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.304 0.124 1.15 1.000 1.00 1.00 1.00 1.06 1.00 1.09 472.61 1552.50 0.49 24.29 195.50 s040.750Lr'0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the Settings" menu item and then using the 'Printing & Title Block selection. Title Block Line 6 Description: HDR2 -fireplace header Load Combination Max Stress Ratios Segment Length Span # M V Project Title: 88 Engineer: Project ID: Project Descr: Printed: 14 JUN 2018, 5:15PM Moment Values Shear Values Cd C FN Ci Cr Cm C t CL M tb Pb V fv F'v Length 4.5Oft 1 0.523 0.213 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.04 883.39 1687.50 0.91 45.21 212.50 '040.750L+0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.5Oft 1 0.304 0.124 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 1552.50 0.49 24.29 195.50 +0+0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.5Oft 1 0.219 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 2160.00 0.49 24.29 272.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.219 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 2160.00 0.49 24.29 272.00 +D+0.750Lr+0.750Ls0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.409 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.04 883.39 2160.00 0.91 45.21 272.00 '0+0.750L'0.750S40.450W'H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 It 1 0.219 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 2160.00 0.49 24.29 272.00 "040.750L40.750S.0.5250E.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.219 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 472.61 2160.00 0.49 24.29 272.00 40.60D40.60W90.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.50ft 1 0.131 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 283.57 2160.00 0.29 14.57 272.00 +0.60D40.70E40.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.131 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 283.57 2160.00 . 0.29 14.57 272.00 Load Combination Span Max. Defi Location in Span Load Combination Max. Y Deft Location in Span 40+Lr+H 1 0.0568 2.266 0.0000 0.000 Support notation Far left is 11 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 1.055 1.055 Overall MiNimum 0.563 0.563 4041 0.493 0.493 404+H 0.493 0.493 1.055 1.055 *0+S41 0.493 0.493 40+0.7501r40.750L41 0.915 0.915 *040.750L40.750S41 0.493 0.493 4040.60W+H 0.493 0.493 +0+0.70E+I-1 0.493 0.493 '040.750Lr40.750L40.450W44 0.915 0.915 +0'0.750L40.750S40.450W41 0.493 0.493 +040.750L40.750S40.5250E41 0.493 0.493 ..0.60D+0.60W+0.60H 0.296 0.296 40.60D.0.70E40.60H 0.296 0.296 O Only 0.493 0.493 LrOnly 0.563 0.563 L Only S Only WOnly E Only H Only 89 --- Description: C2 - 44 9 tall, braced by sheathing ........ Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 iVaNw- Analysis Method: Load Resistance Factor Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used fbr non-slender ca/cJh9t!ons) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 inA2 Cf or Cv for Compression 1.10 Fb - Tension 900.0 psi Fv 180.0 psi lx 48.526 inA4 CforCv for Tension 1.30 Fb - Compr 900.0 psi Ft 575.0 psi ly 19.651 mM Cm: Wet Use Factor 1.0 Fc - PrIl 1,350.0 psi Density 32.210 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Cfo: Flat Use Factor 1.0 E: Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 1405 1 12 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: Unbraced Length for X-X Axis buckling = 1 It, 1< = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 9.0 It, K = 1.0 rldioadi Service loads entered Load Factors will be applied for calculations Column self weight included: 38.753 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, XeCc = 0.50 in, D = 2.50, L = 7.0 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4778:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.200+1.60L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.04398 k Bottom along X-X 0.04398 k Location of max.above base 8.940 ft Maximum SERVICE Load Lateral Deflections At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 14.247k for load combination: n/a Applied Appl i; 0 57 Along X.X -0.1140 in at 5.255 ft above base Fc: Allowable 1,556.35 psi for load combination: Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.008784:1 Bending Compression Tension Load Combination +1.20D+1.601- LRFD - Format Conversion factor 2.540 2.400 2.700 Location of max.above base 0.0 ft LRFD - Resistance factor 0.850 0.900 0.800 Applied Design Shear 5.123 psi Allowable Shear 388.80 psi ComnResufts Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda C p Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.000 0.485 0.1186 PASS . 0.0ff 0.002165 PASS 0.0 ft +1.20D+1.60L 0.000 0.485 0.4778 PASS 8.940 ft 0.008784 PASS 0.0 ft +1.20D+0.50L 0.000 0.485 0.2185 PASS 0.0ff 0.004021 PASS 0.0 ft +1.20D 0.000 0.485 0.1017 PASS 0.0ft 0.001856 PASS 0.0 ft -'O.gOD 0.000 0.485 0.07627 PASS 0.oft 0.001392 PASS 0.0 ft Note:Only non zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination © Base © Top @ Base © Top © Base DOnly .0.012 0.012k k 2.539k .44 0.044k k 9.539 k F 0 R T E ' MEMBER REPORT Roof Deck/3rd Floor, Copy of 3rd Floort2nd Floor 1 piece(s) 13/4" x 9 1/2" 2.OE Microllam® LVL @ 12" OC Overall Length: 21'2" 212 + 90 [] 11 All locations are measured from the outside face of left support (Or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result I !! I Load: Combination (Pattuns) Member Reaction (Ibs) 629 @4 1/2" 4648 (4.25) Passed (14°h) j -- 11.0 D + 1.0 L (All Spans) Shear (lbs) 560 @ 1'3" 3159 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3126 @ 10' 7" 6123 Passed (51%) j1.00J. 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.581 @ 10' 7' 0.510 Failed (L/422) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.872 @ 10'? 1.021 Passed (11281) 1 - 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 29 Any Passed - Deflection criteria: II. (1./480) and TI. (1/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12'3" 0/c unless detailed otherwise. J ode. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 0/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. acceptable 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 Ti-Pro'" Rating include: None Supports Bearing Length Loads to Supports (Iba) Accessories TOW Available Required Dead FkKW Live Totul 1-Stud wall - DF 5.50' 4.25" 1.5011 212 423 635 1 11/4" Rim Board 2-Stud wall- DF 5.50" 4.25" 1.50" 212 423 635 1 1/4" Rim Board Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed- I DeadlFloorLlvs Loads Location (Side) spacing j (0.90) (1.00) Conmientu 1 - Uniform (PSF) 0 to 21' 2" 12" 20.0 ° Residential - Living Areas System : Floor Member Type: Joist Building Use Residential Building Code : (BC 2012 Design Methodology : PSD SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims 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 jurisdiction. 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 ESR-1153 and ESR- 1387 and/or tested in accordance with applicable ASIM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator I Job Notes I Jens .'lu'st Horrocks Engneers 801) 763-5100 Ienshhocmds.com 8/17/2018 7:31:02 AM Forte v5.3. Design Engine: V7.0.0.5 Joists.4te Page 1 of 1 Segment S Segment 6 Segment 7 Segment 8_. IbTi Effective Wind Lengths 0.00 ft Wind Uplift- lbs Effective Seismic Lengths 0.00 it Seismic Uplifts I Hold Dawns In Wind An In Seismic As 3/gs 0S6 Structural 2 (Studs @20° or.) Capacities SWI SWZ SW3 5W4 V cc. 4" on. 3" nc. 2"o.o. Wind 1S1SS 15S85 19920 26449_lbs Seismic 7243 12123 14227 18803 lbs lbs In Shear From Above- Perforated Sheer Wall 2: Total Lengthsr ° ft Veas 0 ibs Heights Von..,,,: Sib: Max Opening Height _ft ft t___Sib : 1.00 Lee__1 inside h/m 2w/h Wall DL Segment Segment Segment 3' Segment 4 Segment S Segment 6 Segment Segments Wind Uplifts Effective Wind Lengths 0.00 it Effective Seismic Length= 0.00 ft Seismic Uplifts Hold Downs Wind An Seismic As 3/0" OSB Stn,ctsrai l(Stads @16° n.e.) Capacities SWI 5W2 SW3 SW4 6" nc. nc. 5" D.c. 2" 0.0. Wind 7850 12050 15400 20t50 ibs Seismic 5000 8600 11000 14600 ibs lbs In In Grid A Total Shea,: Sheer From Diaphragm: Shear From Above: 91 3rd Floor Olaph. 3/St OS0SSetiirnI 1(St 12 Fitiose4vnup Nailing at 6ottam P13 lv Wind Vs 3945 lbs 11111 E3Or6 . ..Ibs SeismIc Vs 2402 lbs 1769 di @16" o.c.) I Seismic - Length (it) Inn!dn Height h h/mftatlo 2w/h Effective Seismic Length (ft) SWS SWS Uniform DL Wind Seismis Wind A Seismic A jjlf SeismIc )plf) onwaii(pif) UoiiIJs) Uplift(lbs) Hold Down J!!L .J!L.. FDNWaii :51t7 U.5 13.5 0.84 2.000 16.17 244 149 270ft 1 667 341 CS16 0.280 0.217 Panel F" Panel 3 pan 5 panel 6 Panel9 PanchO Effective Wind Lengths 26.167 ft Effective Seismic Lengths 16.167 It Perforated Shear Wall Total Length= 'ft V,,,s 0 lbs Heights ft 0 lbs Max Opening Height-Aft Says 0 lbs cnn le,{:Ir Inside h/m 2w/It WailDL Segment S now Segment 2 Segment 3 Segment 4 Segments Segment 6 Segment 7 .:..:i Effective Wind Lengths 0.00 ft Wind Uplifts Effective Seismic Lengths 0.00 Is Seismic UpSfte Hold Downs Wind A Sol It As Total Effective Wind Lengths 16.17 ft Total Effective Seismic Lengths 16.17 ft Winds SWS Seinmico SWS Install SWS G,td C Totsi 5km,, Shear Cram fllanhrastn: Perforated Shear Wall 2: Total Lengths ft Vsa,as g lbs Heights Lz~ft ft V_,s 0 lbs Max Opening Heights tans 0 lbs C5n 1.00 3rd Floor Dloph. Wind Va 5717 lbs Seismic Vs 6102 lbs 344lbs 916* ac) Seismic I' 312: Effective Seismic lbs SWS I SWS Unifarm DL Wind Seismic Wind A Seismic A Ids j 'IIJ4i:ps ... Length(ft) Inside Iieitht h h/wRatlo 25,/h Length(ft) Selsmin(plf) onwaillelf' Upiift(ibs' Jlbs HoidDown (1s) (in) Panell 1L 9 0.5 0.60 1.000 12.50 457 493 312 1343 3158 M5T48 0.256 0.267 H5lljj,tBattarnPiata Pon eI2 Panel Ponel4 - . - PanelS ,... Panel Panel? : 1$ Panelo ..-.-. Panel . Panel 10.- . . Effective Seiwnio Lengths U.S ft Perforated Shea, Wail S Total tengths '1i Vwr. 0 lbs Heights ift V,ven 0 lbs Max Opening Heightn jh tans 0 lb, Can Lengib Inside h/w 2./h Wail DL Segment 1 Segment 2 Segment 3 .. . Segment 4 .- Segment S segment Segment 7 - - Effective Wind Lengths 0.00 ft Wind Uplifts lbs Effective Seismic Lengths 0.00 It Seismic Uplifts lbs Hold Downs Wind As in Seismic As In Total Effective Wind Lengths 12.50 ft Total Effective Seismic Lengths 12.80 ft Winds 5W1 Seismiss SW2 Install SWZ Pour demander un exemplaire an francais de ce Manuel du propriétaire, visitez www.heatnglo.com/translations. Owner's Manual Installation and Operation GAS-FIRED Oi c®us LISTED o•,1V k A HEATêGLO.. No one builds a better fire Models: 6000C-I P1 6000C-I P1 LP 8000C-I P1 8000C-I P1 LP This pp e ris teen retiree Serviie parts p within have been rermc refer to the md a on tho brand wotcs rNOTICE DO NOT DISCARD THIS MANUAL Important operating • Read, understand and follow • Leave this manual with and maintenance these instructions for safe party responsible for use instructions included, installation and operation. and operation. £ WARNING: FIRE OR EXPLOSION HAZARD Failure to follow safety warnings exactly could result in serious injury, death, or property damage. DO NOT store or use gasoline or other flam- mable vapors and liquids in the vicinity of this or any other appliance. What to do if you smell gas - DO NOT try to light any appliance. - DO NOT touch any electrical switch. DO NOT use any phone in your building. - Leave the building immediately. - Immediately call your gas supplier from a neighbor's phone. Follow the gas sup- plier's instructions. - If you cannot reach your gas supplier, call the fire department. Installation and service must be performed by a qualified installer, service agency, or the gas supplier. In the Commonwealth of Massachusetts installation must be performed by a licensed plumber or gas fitter. See Table of Contents for location of additional Commonwealth of Massachusetts requirements. 01 W HOT GLASS WILL CAUSE BURNS. DO NOT TOUCH GLASS —1 UNTIL COOLED. ---- NEVER ALLOW CHILDREN TO TOUCH GLASS. A barrier designed to reduce the risk of burns from the hot viewing glass is provided with this appliance and shall be installed for the protection of children and other at-risk individuals. This appliance may be installed as an OEM installation in manufactured home (USA only) or mobile home and must be installed in accordance with the manufacturer's instructions and the Manufactured Home Construction and Safety Standard, Title 24 CFR, Part 3280 in the United States, or the Standard for Installation in Mobile Homes, CAN/CSA Z240 MH Series, in Canada. This appliance is only for use with the type(s) of gas indicated on the rating plate. This appliance is not convertible for use with other gases, unless a certified kit is used. rA 6 1eat & Gb . 6000C-IPI, 8000C-IPI • 2164 . Al • 11/17