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HomeMy WebLinkAbout155 WALNUT AVE | 157 WALNUT AVE; ; PC160049; Permit(rc ity of Carlsbad Print Date: 07/17/2018 Permit No: PC160049 Job Address: 155 Walnut Ave Permit Type: BLDG-Migrated Parcel No: 2041211300 Valuation: $0.00 Occupancy Group: # Dwelling Units: Bedrooms: Work Class: Lot #: Reference #: Construction Type Bathrooms: Orig. Plan Check #: Plan Check #: BLDG-Migrated DEV15027 Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: Closed - Finaled 08/08/2016 07/17/2018 Project Title: FLORA RENOVATION Description: FLORA: 953 SF ADDITION, 501 SF GARAGE, DECK 422 SF 11640SF ZDU Applicant: Owner: SAMUEL WRIGHT COOWNER FLORA ROBERT L&MONICA 2911 State St, A 2208 Eastbrook Rd CARLSBAD, CA 92008-2338 VISTA, CA 92081 760-213-1460 FEE AMOUNT Total Fees: Total Payments To Date : Balance Due: Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov /CP1 b• THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUj(NCE: EJPLANNING DEN5INEERING DBUILDING DFIRE DHEALTH HAZMAT!APCD Building Permit Application Cat y of 1635 Faraday Ave., Carlsbad, CA-92008 Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad email: budding©caiisbadca.gov Plan Check No. ( 4.' Est. Value PnCk/D7oSit JOB ADDRESS ,',' L—.4jV SUITE#/SPACE#/UNIT# APN I 20(2( 13 Go CT/PROJECT A JLOT # PHASE # # OF UNITS A BEDROOMS U BATHROOMS __JTENANT BUSINESS NAME CONSTR. TYPE I 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) - tACAA c - ( 4-0 Ck-ppr (j e....0 t.. EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES#_ NO[—] AIR CONDITIONING YES DNO El IFIRESPRINKLERS YESEl NOEl APPLICANT NAME Primary Contact v4? ?ROP RTY OWNER ADDRESS . r( r. c,. LJ ADDRESS "2-. - ( , tte.ai. ps. CITY - i.-- STATE ZIP G tc CITY STATE ZIP .. ,. PHO14% FAX PHONE FAX EMAIL At- L-r e - c EMAIL bb -(e'(&t C9. (I* DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE LIC. U STATE LIC.# CLASS CITY BUS. LiC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law jChap ter 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)). 9003131 0 I700() Workers' Compensation Declaration:! hereby affirm under penalty of perjuiy one of the following declarations: [J I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Ell have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number am: Insurance Co. Policy No. Expiration Date______________________ is section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (9100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. AS CONTRACTOR SIGNATURE DAGENT DATE 000)00 0 70®1) I hereby affirm that! am exempt frorn Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for 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). [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property, who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J I am exempt under Section _____________Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement [:]Yes DNo 2.1(have / have fbI) signed an application for a building permit for the proposed work. I have contracted with the following pe n (firm) top e the proposed construction (include name address! phone I contractors' license number): I plan to provide portions of the we ut I have hi to person to coordinate, supervise and provide the major work (include name/ address/phone/contractors' license number): 5.1 will provide some of the work, bu have con ire the to owl persons to provide the work indicated (include name/address/phone/type of work): PROPERTY OWNER SIGNA E AGENT DATE io ..,fr ®((@O ?COO S(?O®) (® 0000@0100 O(®O)® Imalong om(lv Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration term or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes Ci 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? Cl 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. ®?O®) 11@000I)121 I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address Oi1J OO17O Icerti,thatI have read theapplication and state thattheaboveinthnnationisconectandthatthein mationontheplansisaccurate. IagmetocomptrjwlthaIICityordinanncsand State laws iaIalinglobuiIdingconstiuction. I hereby authorize mpresentatKe of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE COY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHIC MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. An OSHA permit is required terexcava50ns over 50' deep and dem norconshudion ofstructuresover3stones in height EXPIRATIOIt Every permit issued by the Building Oftial under,Vre provis f all expire by limitation and become null and void fthe building or work authorized by such permit isnot commenced within 180 days from the date of such permit or if the building o7 11'a uthorized y permit is s nded or abandoned at any time alter the work is commenced bra period of 180 days (Section 106.4.4 Uniform Building Code). ..'APPLICANT'S SIGNATURE ( DATE - STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CE RTIFICATE ...NTurJ Fax (760) 602-8560, Email bUiIdingtäcarlsbadCa.goVor Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: n CONTACT (Listed above) o OCCUPANT (Listed above) a CONTRACTOR (On pg. 1) E3 ASSOCIATED CB# MAIL TO: o CONTACT (Listed above) a OCCUPANT (LIsted above) a CONTRACTOR (On P. 1) Cr NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: o CHANGE OF USE / NO CONSTRUCTION M'APPLICANT'S SIGNATURE DATE 100,/ &a4,'J 2 ,i /3. N,, le'c i4 George Postulka Inspection Services : P0 Box 503 Poway, CA 92074 (858) 354-9918 SPECIAL INSPECTION REPORT p, 's c, Address: IS r Wa. In 1 City: C,/dai Permit Number PC I/o qq Plan File Number__________________ TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry Field Welding___ Epoxy. Prestressed Concrete Shop Welding Bolting Fireproofing___ Number of Samples: Type: Matenals/DesignMix/Psi: ,4 362 i9 Cola s',1 xP F ck 2 ce - Date: J/9-/t-/? REPORT ai S r A0 WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED I-. 7/0~ 3 7/A lee. car,c, TIME IN: 10.' CD TIME OUT:______ lnspectortPrnt) Certification # General Contractor: Address:_______________________ City:_______________________ 1 eR' Phone: dJoL, Site Contact Signature - Carlsbad PC16-49 08/18/2016 RECEI SPECIAL JAN flv0t7pment Services PECIAL INSPECTION CITY 0 F AGREEMENT CITY OF CARL Building Division SB,J5 Faraday Avenue BAD B-45 BUILDING DIVISION 760-602-2719 CARLS www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: F c_1 (0 -4-1 Project IZ7 A _ttJ T 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) eS . L-16 . A 'XWU-X (First) (M.I.t (Lest) Mailing Address .1_-_ .T. '%.... Email-(#P' 4T'4ai.i% — VL,,bR.) CI-4 Phone- _1(..o• ito' 7c I am: OProperty Owner ,poperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction aterials sting and off-site fabrication of building components, as prescribed in the statement of special inspections note n the ap ns and, as required by the California Building Code. Signature: . Date: 7.P..• t.'Ot C.0 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor! builder! owner-builder. Contractor's Company Please check if you are Owner-Builder Name: (Please print) - t- L-0 (First) (Lest) Mailing Address: '22 Email: 6n b 4 Phone: 235_0 72-0 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 forexercising 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. 8-45 Page 1 of 1 Rev. 08/11 EsGil Corporation In tFartnership with government for(Building Safety DATE: 01/20/2017 U APPLICANT "flRIS. JURISDICTION: Cäilsbäd. U PLAN REVIEWER U FILE PLAN CHECK NO.: PC16-49 SET: II PROJECT ADDRESS: 155 Walnut Ave PROJECT NAME: Flora Addition / Second Dwelling Unit The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. F] The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. IlIl 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. 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. LIII EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: —t") Email: Mail Telephone Fax In Person REMARKS Clouded note addeUo6heefGN1 Applicant to match any City-held sets-., By: Dwight Ashman Enclosures: EsGil Corporation U GA 0 EJ 0 MB 0 PC 01/10/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 __________ EsGil Corporation In PartnersIiip with government for Bui(iing Safety DATE: 08/18/2016 0 APPLICANT -1URIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC 16-49 SET: I PROJECT ADDRESS: 155 Walnut Ave PROJECT NAME: Flora Addition / Second Dwelling Unit The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. E 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. Lii 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: Sam Wright 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: Sam Wright Telephone #: (760)213-1460 Date co,ptacted: b (byC_) Email: wrighthaus©roadrunner.com Mail Jelephone. Fax In Person LI REMARI " By: Dwight Ashman Enclosures: EsGil Corporation EJGA DEJDMB EJPC 08/11/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC 16-49 08118/2016 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC 16-49 PROJECT ADDRESS: 155 Walnut Ave FLOOR AREA: 973 Living 501 Garage REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 08/08/2016 DATE INITIAL PLAN REVIEW COMPLETED: 08/18/2016 JURISDICTION: Carlsbad STORIES: 2 HEIGHT: 24' DATE PLANS RECEIVED BY ESGIL CORPORATION: 08/11/2016 PLAN REVIEWER Dwight Ashman 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 PC 16-49 08/18/2016 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC16-49 PREPARED BY: Dwight Ashman DATE: 08/18/2016 BUILDING ADDRESS: 155 Walnut Ave BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Addition 928 166.81 154,800 2nd dwelling unit 640 139.52 89,293 Garage 501 36.40 18,236 Decks 593 19.71 11,688 Air Conditioning 1568 5.31 8,326 Fire Sprinklers 1568 3.94 6,178 TOTAL VALUE 288,521 Jurisdiction Code lCB IBy Ordinance Bldg. Permit Fee by Ordinance vj Plan Check Fee by Ordinance V I $1,297.O1I I $843.061 Type of Review: El Complete Review El Structural Only El Repetitive Fee El Other Hourly Repeats El EsGil Fee Hr. @ * I $726.331 Comments: In addition to the above fee, an additional fee of $43 is due (0.5 hour @ $86/hr.) for the CalGreen review. Sheet I of I macvalue.doc + Carlsbad PC 16-49 08/18/2016 . PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. 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). Structural sheets are not signed/stamped by the engineer. The scope of work indicates that the second dwelling unit will be under a separate permit. Please review, and if under a separate permit please omit items that are not included in this permit. . GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in doors. Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See window J - is this window more than 60" from the finished floor of the shower? Carlsbad PC 16-49 08/18/2016 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. Provide details and connection for the cable guards. 6. Handrails (Section R311.7.7): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1h/4 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 14/2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. 7. Provide stairway and landing details. Section R311.7. Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6'-8". Minimum width is 36". 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. . ROOFING 8. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. Or provide details to illustrate a ventless design per R806.5. 9. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1h" maximum openings. Section R806.1. Carlsbad PC 16-49 08/18/2016 . FOUNDATION REQUIREMENTS 10. 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 (See page 10 of soils report). II. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Show minimum underfloor access of 16" x 24". Section R408.4. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. . FRAMING Please clarify the framing. Many cantilevered beams are unidentified. Unable to locate which beam is FB-1. Please complete and return the attached Carlsbad Special Inspection Agreement. . ELECTRICAL Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). . PLUMBING Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Water heater load shall be 1 99000Btu - Energy Standards 150.0(n). Carlsbad PC 16-49 08/18/2016 Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing 'noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. . ENERGY CONSERVATION Residential energy lighting requirements: ES 150.0(k) In bathrooms, at least one fixture shall be high efficacy and all remaining fixtures shall be high efficacy or be controlled by a vacancy sensor. Lighting installed ingarages, laundry rooms, and utility rooms shall be high efficacy and be controlled by vacancy sensors. Please review and revise electrical/mechanical note #5(b). MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No 22. 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 Dwight Ashman at EsGil Corporation. Thank you. Carlsbad PC 16-49 08/18/2016 A CITY OF CAR LSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: Project Address: THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder Q. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) (Lost) Mailing Email________________________________________________________ Phone:_________________________ I am: OProperty Owner ClProperty Owner's Agent of Record 0Architect of Record ClEngineer 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 Please check if you are Owner-Builder 0 Name: (Please print) - (First) (MI,) (Lost) 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 orovide a final renort/letter in compliance with CBC Section 1704.1.2 prior to requestinQfinai inspection. Signature: Date: B-45 Page 1 of 1 Rev. 08/11 I I Carlsbad PC 16-49 08/18/2016 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC16-49 PREPARED BY: Dwight Ashman DATE: 08/18/2016 BUILDING ADDRESS: 155 Walnut Ave BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Addition 928 166.81 154,800 2nd dwelling unit 640 139.52 89,293 Garage 501 36.40 18,236 Decks 593 19.71 11,688 Air Conditioning 1568 5.31 8,326 Fire Sprinklers 1568 3.94 6,178 TOTAL VALUE 288,521 Jurisdiction Code ICB 113y Ordinance Bldg. Permit Fee by Ordinance I $1,297.011 Plan Check Fee by Ordinance I $843.06 Type of Review: EJ Complete Review El Structural Only El Repetitive Fee El Other I Repeats El Hourly EsGil Fee Hr. © * I $726.331 Comments: - In addition t the above fee, an additional $JsMQ(Q hour Lhi.)ipr the CalGreen review. - Sheet of I macvalue.doc + EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 Bob & 1{4onica Flora May 1, 2017 2208 Eatbrook Road Project No. 15-1106E6 Fallbrcxk, California 92081 Subject Foundation Excavation Observation Proposed Residential Renovation 155 Walnut Avenue City of Carlsbad, California 92008 Referenpes: See Attached Dear Mk. & Mrs. Flora: In acco$dance with your request, we have observed the foundation excavations for the proposed residen*al renovation at the subject site. The focjtings have been excavated to the proper depth and width into competent bearing soils and are in 4ompliance with the approved building plans. Foundation excavations, soil expansion charact+ristics and soil bearing capacity are in accordance with the referenced geotechnical report (Refereice No. 3). If we cn be of further assistance, please do not hesitate to contact our office. Respectfully submitted, RCE 54071, GE 2704 MSD\thd 4 David Thomas Engineering, St ructural Engineering Services Structural Calculations (Renovation & SDU) Project Flora Residence / 15259 / 155 Walnut Avenue Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 4_7.1a__._ -- - 155 WALNUT AV 2041211300 PLANCK 3525 Del Mar Heights Road, Suite 31 08-08-2016 San Diego, CA 92130 Website:www.dtend.com PC1 60049 Job Flora Residence 15259 LDT E Sheet No. 1-of Calculated by DT Date 47 David Thomas Engineering TABLE OF CONTENTS PAGE 1. PROJECT SCOPE / DESIGN CRITERIA..........................................................2 2. DESIGN LOADS .......................................................................................... 3. VERTICAL ANALYSIS: HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) 'I VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ...................... - 4. LATERAL ANALYSIS: A. SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION ...........I D B. LATERAL LOAD-RESISTING DESIGN: SHEARWALL DESIGN .............................................................. Ti CANTILEVERED STEEL COLUMN ELEMENTS ............................. - STEEL MOMENT FRAMES ...................................................... - 5. FOUNDATION DESIGN: CONTINUOUS & SPREAD FOOTINGS ................................................. RETAINING WALLS .......................................................................... - CONCRETE GRADE BEAMS ............................................................... DEEPENED CONCRETE PIERS/CAISSONS..........................................- - E............................................- 6. SCHEDULES: A SHEARWALL SCHEDULE ........................................................... ......... 5" B. HOLD DOWN SCHEDULE ................................................................... .cj C. SPREAD FOOTING SCHEDULE ........................................................ç2 Job Flora Residence 15259 TP Sheet No. 2 of 7, Calculated by DT Date__________ David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed renovation and SDU at an existing one-story single family residence at 155 Walnut Avenue, Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of conventional stick-frame, and the foundation system to consist of a combination of raised wood floor joist with perimeter stem wall footings and conventional slab-on-grade with deepened perimeter footings. A soils report was provided for this project. Therefore, the foundation design will be based on the allowable soils bearing capacity and other recommended soil values as specified in the soils report prepared for this project. David Thomas Engineering makes no representations concerning the suitability of the soils and/or allowable soil values recommended by the soils engineer. These calculations have been prepared for the exclusive use of Bob & Monica Flora and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. DESIGN CRITERIA SUMMARY 2013 C.B.C. fc = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, I'm = 1500 PSI, SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM A615, Fy =60 KSl FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy 50 KSI (ALL W SHAPES, ONLY) ASTM A36, Fy =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy =35 KSI (STRUCTURAL PIPES) DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2005 NDS. BOISE-CASCADE: BCI-JOIST ([CC-ESR-1 336), VERSA-LAM (ICC-ESR-1 040) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOILS REPORT BY: MflY "w% ceA;.v(-'T4'r10N DATED: if 7/I _LP _- ALLOWABLE BEARING PRESSURE =_17 oo PSF ACTIVE SOIL PRESSURE (CANTILEVER) = _-PCF ACTIVE SOIL PRESSURE (RESTRAINED) =_PCF PASSIVE SOIL PRESSURE =oo PCF COEFFICIENT OF FRICTION GOVERNING CODE: CONCRETE: MASONRY: REINFORCING STEEL: STRUCTURAL STEEL: SAWN LUMBER: E.W.P.: GLULAMS: SOIL: Job Flora Residence 15259 Sheet No. 3 of 52. Calculated by DT Date David Thomas Engineering DESIGN LOADS CASE I CASE It MATERIAL: 'ATEc.Pjc 61 ROOF SLOPE: FLM IIZ- DEAD LOAD: ROOFINGMATERIAL ............................................................................(p'u PSF (0,0 PSF SHEATHING..................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES .........................................................................4.0 4.0 INSULATION....................................................................................................1.5 1.5 DRYWALL........................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.) ......................................................................0.5 0.5 TOTAL DEAD LOAD: I( .0 PSF (4, .0 PSF LIVE LOAD: '2.c_.0 _PSF -2-0.0 PSF TOTAL LOAD: 3W .0 PSF ',c' .0 PSF FLOOR DECK FLOOR MATERIAL: 11..f... ri DEAD LOAD: FLOORINGFINISH .........................................................................................14,0 PSF 14, PSF LT. WEIGHT CONCRETE ("t _in.) ............................................................... t5O SHEATHING...................................................................................................2.0 2.0 JOISTS..............................................................................................................3.5 3.5 DRYWALL.........................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.) ........................................................................ .3.0 3.0 TOTAL DEAD LOAD: LIVE LOAD: 4o.0 PSF 4-0.0 PSF 4-.0 PSF 4ô .0PSF TOTAL LOAD: 1& .0 PSF %o .0 PSF EXTERIOR WALL FINISH: STUDS..............................................................................................................1.0 PSF 1.0 PSF DRYWALL.......................................................................................................2.5 2.5 INSULATION....................................................................................................1.5 1.5 EXTERIORFINISH ....................................................................................../o..0 .0 OTHER................................................................................................................1.0 1.0 TOTAL LOAD: ,c.p .0 PSF .0 PSF INTERIOR WALL STUDS...............................................................................................................................1.0 PSF DRYWALL............................................................................................................................5.0 OTHER.......................................................................................................................................1.0 TOTAL LOAD: PSF TDE David Thomas Engineering Job tZor4 '&rn Sheet No. ____________f 62. Calculated by _DT Date Beam Design DESIGN LEVEL: UI) fL()Of1 LABEL: SPAN =_/j. 0 FT. - wi= (L )(1101Z. )= FLF W2 = Q,ixflJ)* c (fl/z) op)('*c) =- M = (1w .ODIPY40140.) IL') R1= lbs. Ri 5 23& lbs USE: 04'xii-1i" V1M,J GRADE: oO C: — Vx=_ 2ZC) lbs. E=2)000 ksi ALT: GRADE: C: _____ MPMX = JO) U, 1) ft-lbs. IREQD = 0 LABEL: tB 2 SPAN= _lCD C) FT. WI = e(D 7*j)4 =51%S'LF W2 = Pi = (/0 ?5F)&/z) + P2 I Ri •7 07 tb . •t -. =. ,°u,2_ LS R1 = lbs. R= lbs tiPr) (3)z)("&) 2,5(1 V.= 9530 lbs. E= 2, boo ksi x /J & 'L(J GRADE: , lOp C: MMAX= _ft-lbs. IREQ'D =_- Ifl4 LABEL: _[j32) SPAN Zo.O FT. kL— WI = 0 ThF)('!ztJ) 7(oO b 1p, L4 q ic,i , izt - L /O' 2.. W2 = j = I I (I pP2= 7/01 tvT-z -W ___ lbs. = O(é lbs 9fl\ USE: 1 GRADE: 160 C: — VMAX =/, 9YO lbs. E= &CO& ksi ALT: GRADE: C: Mii*x = ft-lbs. IREQO =_____ 1i4 Ri, = (bo )t"k)1"/i. 1 (&sY'/z) 4 (,p',r)('J) t(3frPsF)(z))(n)q) t 3oi LPJS TP DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 david@dtengsd.com w.dtenqsd.com - I Wood Beam File Project Tile: Flora Residence Engineer: David Thomas, S.E. Project Descr Sheet No. 5 of 57-- INC. Project ID: 15259 Pfimtedlt 1 APR 2016, 1:30PM 4ñghfEngineeiog'kraec8 Suild:6.1111,330. Ver.6.16.3.30 Description: FB-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0ksi Fc - PrIl 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced . D(0.1)L(0.1) 0(1.3) Lr(0.195) 1(0.44) 5.2541.875 5.25x11.875 5.25x1 1.875 Span = 4.0 ft Span =4.0 ft Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: 0 = 0.0320, Li = 0.020 ksf, Tributary Width = 8.0 ft. (WALL + ROOF) Point Load: D=1.30, Lr = 0.1950, 1= 0.440k Cdt 0.0 ft Load for Span Number 2 Uniform Load: D = 0.0320, Lr = 0.020 ksf, Tributary Width = 8.0 ft. (WALL + ROOF) Uniform Load: D = 0.040, L = 0.040 ksf, Tributary Width = 2.0 ft. (Deck) Load for Span Number 3 Uniform Load: D = 0.0160 ksf, Tributary Width = 8.0 ft. (Ext Wall) Uniform Load: D = 0.040, L = 0.0250 ksf, Tributary Width = 8.50 ft. (Roof Deck) Uniform Load: D = 0.040, L = 0.040 ksf, Tributary Width = 2.50 ft. (Dedk) Point Load : D=0.990, Lr=0.040, L=0.1880kCd0.0ft DESIGN SUMMARY .. 0 . 111- Maximum Bending Stress Ratio = 0.28a I Maximum Shear Stress Ratio = 0.273 :1 Section used for this span 5.25x11.815 Section used for this span 5.25x11.875 fb : Actual = 890.12psi fv : Actual = 77.71 psi FB: Allowable = 3,091 .63ps1 Fv: Allowable = 285.00 psi Load Combination 404U+H, LL Comb Run (L Load Combination 4041H, LL Comb Run (*LL 00ft Location of maximum on span = 4.0 Location of maximum on span 4.000 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.027 in Ratio = 3618>=360 -0.004 in Ratio = 12760 '=360 0.129 in Ratio= 742 >=240. -0.015 in Ratio = 3294 '=240. Maximum Forces & Stresses for Load COmbinations DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence (, Structural Engineering Services Engineer: David Thomasof_52 S.E. Project ID: 15259 Office: (619) 940-6257 Project Descr Sheet No. Cell: (858) 336-9902 davld@dtengsd.com www.dtejsd.coin Printet 1 APR 201 1:30PM Wood Beam File: DSthrageD tsDavidThm ENERCALC, INC. 1983-2016. Builte:16.3.30. Ve6.16.3.30 Licensep.: DAVID THOMAS ENGINEERING A.P.! Description: FBA Load Combination Max Strew; Ratios Moment Values Shear Values Segment Length Span# M V C C FN C1 Cr Cm C CL M - lb Pb V s, F'v D Only 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.258 0.200 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 2783.25 2.13 51.23 256.50 Length =4.Oft 2 0.258 0.200 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 2783.25 2.06 51.23 256.50 Length = 8.0 ft 3 0.129 0.200 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.68 358.30 2775.89 2.06 51.23 256.50 4O4L1H, LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.233 0.180 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3091.63 2.13 5123 285.00 Length = 4.0 ft 2 0.233 0.272 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3091.63 3.22 77.55 285.00 Length 8.Oft 3 0.171 0.272 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.42 526.67 3082.40 3.22 77.55 285.00 .04.H, Ii Comb Run (V) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.233 0.180 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3091.63 2.13 51.23 285.00 Length =4.oft 2 0.233 0.180 1.00 1.000 1.00. 1.00 1.00 1.00 1.00 7.39 718.96 3091.63 2.07 51.23 285.00 Length 8.oft 3 0.115 0.180 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.66 355.99 3082.40 2.07 5123 285.00 I04L441, IL Comb Run (1.1) 1.000 1.00 1.00 . 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.233 0.180 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3091.63 2.13 51.23 285.00 Length =4.oft 2 0.233 0.273 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3091.63 323 77.71 285.00 Length = 8.0 ft 3 0.170 0.273 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.39 524.41 3082.40 3.23 77.71 285.00 .041+H,LL Comb Run (L") 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.288 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 2.57 61.81 285.00 Length =4.oft 2 0.288 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 2.19 61.81 285.00 Length =8.oft 3 0.120 0.217 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.82 371.05 3082.40 2.02 61.81 285.00 404L#I,LL Comb Run (L'L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.288 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 2.57 61.81 285.00 Length =4.0ft 2 0.288 0.269 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 3,19 76.67 285.00 Length =8.0ft 3 0.175 0.269 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.54 539.14 3082.40 3.19 76.67 285.00 .D.L.H, IL Comb Run (LL') 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.288 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 2.57 61.81 285.00 Length :4.oft 2 0.288 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 2.26 61.81 285.00 Length =8.0ft 3 0.120 0.217 1.00 1.000 1.00 1.00 1.00 1.00 0.99 3.79 368.69 3082.40 2.03 61.81 285.00 404L4H, IL Comb Run (LIL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.288 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 2.57 61.81 285.00 Length =4.oft 2 0.288 0.270 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 890.12 3091.63 3.19 76.83 285.00 Length =8.0ft 3 0.174 0.270 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.52 536.87 3082.40 3.19 76.83 285.00 4041r#H,Ll Comb Run ("L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length :4.0ft 1 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.13 51.23 356.25 Length =4.oft 2 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.06 51.23 356.25 Length :8.oft 3 0.093 0.144 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.68 358.30 3846.80 2.06 51.23 356.25 4D4Lr4l,LL Comb Run ('L'). 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.13 51.23 356.25 Length =4.oft 2 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.07 51.23 356.25 Length =8.oft 3 0.092 0.144 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.64 353.70 3846.80 2.07 5123 356.25 iO4r4H, U. Comb Run ('IL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.13 51.23 35625 Length =4.oft 2 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.07 51.23 35625 Length :8.oft 3 0.092 0.144 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.64 353.70 3846.80 2.07 51.23 356.25 .DiLr4H, LL Comb Run (L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 2.81 67.56 356.25 Length =4.oft 2 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 2.28 67.56 356.25 Length =8.oft 3 0.097 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.84 373.25 3846.80 2.02 67.56 356.25 404Ir4H, LL Comb Run (L'L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length :4.oft 1 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 2.81 67.56 356.25 Length :4.oft 2 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 228 67.56 35625 Length =8.0ft 3 0.097 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.84 37325 3846.80 2.02 67.56 356.25 4D4Lr9H, LL Comb Run (IL') 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.238 0.190 125 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 2.81 67.56 356.25 Length: 4.0 ft 2 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3661.76 2.42 67.56 356.25 Length = 8.0 ft 3 0.096 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.79 368.55 3846.80 2.03 67.56 356.25 4041.r4H, IL Comb Run (ILL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 2.81 67.56 356.25 Length =4.oft 2 0.238 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.45 919.30 3861.76 2.42 67.56 356.25 Length :8.Oft 3 0.096 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.79 368.55 3846.80 2.03 67.56 356.25 DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence Structural Engineering Services Engineer: David Thomas, S . Project ID: 15259 Office: (619) 940-6257 Project Descr Sheet No. qD JE Cell: (858) 336-9902 david@dtengsd.com www.dtengsd.com - Ptin!ed: 1 APR 2015. 1:30PM I Wood Beam DS xmentsDavidThomas Enn ENERCLC. INC. 1983-2016. Build:&16.3.30, Ver6.16.3.30 Description: 1`13-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C1 Cr Cm C CL M lb Pb .V 6t Fv_ 40+S4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.202 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.13 51.23 327.75 Length =4.Oft 2 0202 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.06 51.23 327.75 Length =8.Oft 3 0.101 0.156 1.15 1.000 tOO 1.00 1.00 1.00 0.99 3.68 358.30 3541.37 2.06 51.23 327.75 -+040.750Lr40.750L4H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.13 51.23 356.25 Length 4.Oft 2 0.186 0.198 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.93 70.55 356.25 Length =8.Oft 3 0.126 0.198 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.98 484.56 3846.80 2.93 10.55 356.25 4040.750Lr40.7501,4H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.Oft 1 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.13 51.23 356.25 Length =4.Oft 2 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.07 51.23 358.25 Length =8.oft 3 0.092 0.144 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.63 353.13 3846.80 2.07 51.23 356.25 4D0.750Lr40.750L4i, U. Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.186 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.13 51.23 356.25 Length =4.oft 2 0.186 0.199 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3861.76 2.95 70.91 358.25 Length =8.oft 3 0.125 0.199 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.46 3846.80 2.95 70.91 356.25 4040.750Lr4O.750L9H,LL Comb Rs 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.258 0.200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 3861.76 2.97 71.42 35625 Length = 4.0 ft 2 0.258 0200 125 1.000 1.00 1.00 1.00 tOO 1.00 10.26 997.59 3861.76 2.51 71.42 35625 Length =8.0ft 3 0.099 0.200 125 1.000 1.00 1.00 1.00 1.00 0.99 3.90 379.17 3846.80 2.00 71.42 356.25 4O40.750Lr40.75OL4H,IL Comb R 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.258 0.200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 3861.76 2.97 71.42 35625 Length =4.Oft 2 0.258 0.200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 3861.76 2.87 71.42 356.25 Length =8.Oft 3 0.131 0.200 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.19 505.01 3846.80 2.87 11.42 356.25 .040.750Lr40.75014H, U. Comb Pi 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.258 0200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 3861.76 2.97 71.42 35625 Length =4.oft 2 0.258 0.200 125 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 3861.76 2.67 71.42 356.25 Length =8.oft 3 0.097 0200 125 1.000 1.00 1.00 1.00 1.00 0.99 3.84 373.88 3846.80 2.01 71.42 356.25 4040.7501140.75014H, IL Comb Ru 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.258 0.200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 3861.76 2.97 71.42 356.25 Length = 4.0 ft 2 0.258 0.200 125 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 3861.76 2.89 71.42 35625 Length =B.oft 3 0.130 0.200 125 1.000 1.00 1.00 1.00 1.00 0.99 5.14 499.81 3846.80 2.89 71.42 356.25 4040.750L40.750S1+4, U. Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.202 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.13 51.23 327.75 Length =4.oft 2 0.202 0.215 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.93 70.55 327.75 Length =8.oft 3 0.137 0.215 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.98 484.56 3541.37 2.93 70.55 327.75 4040.750L40.750S41, U. Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.202 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.64 2.13 51.23 327.75 Length = 4.0 It 2 0.202 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.06 51.23 327.75 Length =8.oft 3 0.101 0.156 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.67 356.56 3541.37 2.06 51.23 327.75 4D40.750140.750S4H, U. Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.202 0.156 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.13 51.23 327.75 Length =4.oft 2 0202 0.216 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 3553.84 2.94 70.67 327.75 Length =8.Oft 3 0.136 0.216 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.96 482.86 3541.37 2.94 70.67 327.75 40+0.750140.750S4H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.238 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.46 59.17 327.75 Length =4.Oft 2 0.238 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.06 59.17 327.75 Length =8.oft 3 0.104 0.181 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.78 367.82 3541.37 2.03 59.17 327.75 4040.750140.750S4H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.238 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.46 59.17 327.75 Length = 4.0 ft 2 0238 0.213 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.90 69.88 327.75 Length =8.oft 3 0.139 0.213 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.08 493.91 3541.37 2.90 69.88 327.75 -'040.750140.750S4H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.238 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.46 59.17 327.75 Length =4.0ft 2 0.238 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.12 59.17 327.75 Length =8.Oft 3 0.103 0.181 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.76 366.09 3541.37 2.04 59.17 327.75 4040.750L40.750S4H, U. Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.238 0.181 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 84733 3553.84 2.46 59.17 327.75 Length =4.0ft 2 0238 0.214 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 3553.84 2.91 70.00 327.75 Length =8.Oft 3 0.139 0.214 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.06 492.21 3541.37 2.91 70.00 327.75 I •. LI L]E DAVID THOMAS ENGINEERING, ARC Structural Engineering Services office: (619) 940.6257 cell: (858) 336-9902 daviddtengsd.com www.dtenqsd.com Project Title: Engineer: Project Descc Flora Residence David Thom, S.E. , Sheet No. ) of .) 1- Project ID: 15259 Printed: 1 APR 2016. 1:30PM vvOO earn Wood File: D:%S mntsDavidThomes ENERCM.C, INC 1983-2016, BuiId616.3.30, Ver6.16.3.30 IUfi.4'i'Es11II,I1nI*- Desciiption: FB-1 Load Combination Max Stress Ratios Moment Values -Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t C1 M fb Pb V fr F'v 404W4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.oft 2 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.06 51.23 456.00 Length =8.0ft 3 0.073 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.68 358.30 4912.07 2.06 51.23 456.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 5123 456.00 Length :4.oft 2 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.06 5123 456.00 Length 8.Oft 3 0.073 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.68 358.30 4912.07 2.06 51.23 456.00 4040.750Lr4O.750140.750W+H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.0ft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.93 70.55 456.00 Length =8.0ft 3 0.099 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.98 484.56 4912.07 2.93 70.55 456.00 .4040.7501.I40.750L40.750W%I, Ii 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.0ft 2 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.07 51.23 456.00 Length = 8.0 It 3 0.072 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.63 353.13 4912.07 2.07 51.23 456.00 4010.750L140.750L40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 5123 456.00 Length =4.oft 2 . 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.95 70.91 456.00 Length =8.0ft 3 0.098 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.46 4912.07 2.95 70.91 456.00 4040.7501(40.750L40.750W+H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.97 71.42 456.00 Length = 4.0 ft 2 0202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 4937.92 2.51 71.42 456.00 Length =8.oft 3 0.077 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.90 379.17 4912.07 2.00 71.42 456.00 4101.0.7501-r40.7501.40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.97 71.42 456.00 Length =4.oft 2 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.87 71.42 456.00 Length 8.oft 3 0.103 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.19 505.01 4912.07 2.87 71.42 456.00 4D+0.750L(40.750140.7504H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.Oft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.97 71.42 456.00 Length =4.oft 2 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.67 71.42 456.00 Length = 8.0 ft 3 0.076 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.84 373.88 4912.07 2.01 71.42 456.00 4D40.750L(40.750140.750W4H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 4937.92 2.97 71.42 456.00 Length =4.0ft 2 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 4937.92 2.89 71.42 456.00 Length =8.oft 3 0.102 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.14 499.81 4912.07 2.89 71.42 456.00 4040.750L40.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 716.96 4937.92 2.13 51.23 456.00 Length =4.oft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.93 70.55 456.00 Length :8.oft 3 0.099 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.98 484.56 4912.07 2.93 70.55 456.00 4040.750L40.750S40.750W4H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length :4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.oft 2 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.06 51.23 456.00 Length =8.0ft 3 0.073 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.67 356.56 4912.07 2.06 51.23 456.00 .D40.750140.750S40.750W#I, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.Oft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.94 70.67 456.00 Length =8.oft 3 0.098 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.96 482.86 4912.07 2.94 70.67 456.00 4040.750L40.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.oft 1. 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.46 59.17 456.00 Length = 4.0 ft 2 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.06 59.17 456.00 Length =8.0ft 3 0.075 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.78 367.82 4912.07 2.03 59.17 456.00 4040.750110.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.46 59.17 458.00 Length =4.0ft 2 0.172 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.90 69.88 456.00 Length =8.oft 3 0.101 0.153 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.08 493.91 4912.07 2.90 69.88 456.00 4040.750L40.750S40.750W41i, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.46 59.17 456.00 Length =4.0tt 2 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.12 59.17 456.00 Length =8.Dft 3 0.075 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.76 366.09 4912.07 2.04 59.17 456.00 DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence Project ID: 15259 Structural Engineering Services Engineer David Thomas, S.E. Office: (619) 940-6257 Project Descr Sheet No. of 'P2.. LT- Cell: (858) 336-9902 david@dtengsd.com www.dtenqsd.com Punted: 1 APR 2016, 1:30PM I Wood Beam Eng jec1rA201 ai 5259-Rogh56nneeiin3oraec6 ENERCAIC. INC. 1983.2016. Build6.16.3.30. Ver.6.16.3.30 Description: FB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr C C1 CL M lb Pb V tv Fy 4040.750140.750S40.750W41, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.46 59.17 456.00 Length =4.011 2 0.172 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.91 70.00 456.00 Length =8.Oft 3 0.100 0.154 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.06 492.21 4912.07 2.91 10.00 456.00 4D40.75OL14O.750L40.5250E4H, Li 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.Oft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.93 70.55 456.00 Length =8.Oft 3 0.099 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.98 484.56 4912.07 2.93 70.55 456.00 4D40.750Lr40.7501.40.5250E4H, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.oft 2 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.07 51.23 456.00 Length =8.011 3 0.072 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.63 353.13 4912.07 2.07 5123 456.00 4040.750Lr40.750L40.5250E4H, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.0 ft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.95 70.91 456.00 Length= 8.011 3 0.098 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.93 479.46 4912.07 2.95 70.91 456.00 4040.750Lr4O.750L.0.5250E+H, LI 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.97 71.42 456.00 Length = 4.0 ft 2 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.51 71.42 456.00 Length =8.oft 3 0.077 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.90 379.17 4912.07 2.00 71.42 456.00 4040.7501(40.7501.40.5250E4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.oft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.97 71.42 456.00 Length =4.oft 2 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.87 71.42 456.00 Length =8.oft 3 0.103 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.19 505.01 4912.07 2.87 71.42 456.00 4040.7501r40.750L40.5250E41, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.97 71.42 456.00 Length =4.oft 2 0202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.67 71.42 456.00 Length =8.0ft 3 0.076 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.84 373.88 4912.07 2.01 71.42 456.00 4090.750Lr40.750L40.5250E4ft, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1026 997.59 4937.92 2.97 71.42 456.00 Length =4.011 2 0.202 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.26 997.59 4937.92 2.89 71.42 456.00 Length =8.011 3 0.102 0.157 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.14 499.81 4912.07 2.89 71.42 456.00 4040.7501,40.750S40.5250E4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 .0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.oft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.93 70.55 456.00 Length =8.oft 3 0.099 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.98 484.56 4912.07 2.93 70.55 456.00 4040.750140.750540.5250E4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.Oft 2 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.06 51.23 456.00 Length =8.Oft 3 0.073 0.112 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.67 356.56 4912.07 2.06 51.23 456.00 4040.750140.750S40.5250E4+l, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.146 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.13 51.23 456.00 Length =4.oft 2 0.146 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.39 718.96 4937.92 2.94 70.67 456.00 Length =8.0ft 3 0.098 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.96 482.86 4912.07 2.94 70.67 456.00 4040.750140.750840.5250E4H, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4931.92 2.46 59.17 456.00 Length =4.0ft 2 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.06 59.17 456.00 Length = 8.011 3 0.075 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.78 367.82 4912.07 2.03 59.17 456.00 4D40.750140.750S40.5250E4H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.46 59.17 456.00 Length =4.Oft 2 0.172 0.153 1,60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.90 69.88 456.00 Length =8.oft 3 0.101 0.153 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.08 493.91 4912.07 2.90 69.88 456.00 4D40.750L40.750S40.5250E4H, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4931.92 2.46 59.17 456.00 Length =4.0ft 2 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.12 59.17 456.00 Length =8.011 3 0.075 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.76 366.09 4912.07 2.04 59.17 456.00 .D.0.750L40.750S40.5250E*t, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.172 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.46 59.17 456.00 Length =4.011 2 0.172 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.71 847.33 4937.92 2.91 70.00 456.00 Length =8.oft 3 0.100 0.154 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.05 49221 4912.07 2.91 70.00 456.00 T DAVID THOMAS APC Project Title: Flora Residence Structural Engineering Services Engineer David Thomas &E. Office: (619) 940-6257 Project Descr: Sheet No. it) of ç.z_ Project ID: 15259 Cell: (858) 338-9902 david@dtengsd.com www.dtengsd.com P.ed: 1 APR 2016. 1:30PM Wood Beam File= E* ng'Projeo201S15 odØEngineetingfloiaec6 NERCALC. INC. 1983-2016. Build6.16.3.30. Ver.816.3.30 Description: F9-1 Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span # M V C C FN C I Cr Cm C C1 M lb Pb Vf F'v 40.60D4W4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.087 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.44 431.37 4937.92 1.28 30.74 456.00 Length = 4.0 It 2 0.067 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.44 431.37 4937.92 1.24 30.74 456.00 Length =8.0ft 3 0.044 0.087 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.21 214.98 4912.07 1.24 30.74 456.00 40.60D40.70E41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 it 1 0.087 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.44 431.37 4937.92 1.28 30.74 456.00 Length =4.oft 2 0.087 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.44 431.37 4937.92 1.24 30.74 456.00 Length =8.0ft 3 0.044 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.21 214.98 4912.07 1.24 30.74 456.00 Overall Maximum Deftections Load Combination Span Max. -' Dell Location in Span Load Combination Max. '+ Deft Location in Span -.D4O.750Lr40.750140.5250E4H, LL 1 0.1291 0.000 0.0000 0.000 2 0.0000 0.000 4040.7501140.750140.5250E4H, LL .0.0146 1.815 -.0-.1-.H,LL Comb Run (L'L) 3 0.0405 4.235 0.0000 1.815 Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 Overall MAXimum 6.542 5.236 3.156 Overall MINimum 0.000 0.040 0.000 D Only 4.420 2.993 2.078 .D.b.H, IL Comb Run (L) 4.004 5.056 3.120 40914H, IL Comb Run (t') 4.567 3.173 2.071 ..O.14i,LL Comb Run (LL) 4.150 5.236 3.113 -.D-.l-.H, LL Comb Run (L') 5.374 2.443 2.115 40.1-41, IL Comb Run (L'L) 4.957 4.506 3.156 40.1411, U.. Comb Run (IL) 5.520 2.623 2.108 .0.141, IL Comb Run (LII) 5.104 4.666 3.150 40-.lx4H, LL Comb Run ('L) 4.420 3.033 2.078 +041r#l, IL Comb Run (V) 4.714 3.353 2.065 4041r-.11, IL Comb Run ('IL) 4.714 3.393 2.065 -.044H. LL Comb Run (1") 5.856 2.349 2.121 .D.1r41, IL Comb Run (L'L) 5.856 2.389 2.121 IL Comb Run (LI') 6.149 2.709 2.108 404U411, IL Comb Run LL) 6.149 2.749 2.108 4.420 2.993 2.078 4040.750Lr40.750L#l, IL Comb Run V 4.108 4.570 2.859 4040.750Lr40.7501-41. LL Comb Run (' 4.750 3.398 2.063 4040.750Lr40.7501-.H, LL Comb Run ( 4.438 4.975 2.844 4040.750Lr40.75014H, LL Comb Run (1 6.212 2.098 2.138 4040.750Lr40.750141, LL Comb Run (L 5.900 3.675 2.919 4040.750Lr40.750141, IL Comb Run (1 6.542 2.503 2.123 4D40.7501140.750L4i, LL Comb Run (1 6.230 4.080 2.904 4040.750L40.750S#l, IL Comb Run (' 4.108 4.540 2.859 4040.750L40.750S+H, LL Comb Run ('1 4.530 3.128 2.073 40-0.750L40.750S#1, 1100mb Run (1. 4.218 4.675 2.854 4040.750L40.750S4H, IL Comb Run (L' 5.135 2.580 2.106 4D.0.750140.750S#I, LL Comb Run (L' 4.823 4.128 2.887 4040.750L40.750541, LL Comb Run (U. 5245 2.715 2.101 4040.750L40.750S41, IL Comb Run ILL. 4.933 4.263 2.882 404W4l-I 4.420 2.993 2.078 4D40.70E41 4.420 2.993 2.078 4040.750Lr40.750L40.750W4H, IL Comb 4.108 4.570 2.859 4D.0.750114O.750L40.750W#I, IL Comb 4.750 3.398 2.063 4040.750110.750L40.750W#l, LL Comb 4.438 4.975 2.844 4040.750Lr40.750140.750W4H, LL Comb 6.212 2.098 2.138 -.040.750L(40.750140.750W4H, IL Comb 5.900 3.675 2.919 4040.7501-r40.7501.40.750W4H, LL Comb 6.542 2.503 2.123 9040.750Lr90.750140.750W41, IL Comb 6.230 4.080 2.904 4040.750L40.750S40.750W411, IL Comb 4.108 4.540 2.859 4040.750L40.750S-.0.750W411, IL Comb 4.530 3.128 2.073 40.60D*W4H 40.60D40.70E4H D Only Ir Only, IL Comb Run (L) Li Only, LL Comb Run (1) Ii Only, LL Comb Run ('LI) LiOnIy LL Comb Run (I") Li Only, IL Comb Run (L'L) Ii Only, LL Comb Run (LL') Li Only, tl Comb Run (LII) L Only, LL Comb Run ("L) L Only, LL Comb Run ('I') I Only, IL Comb Run (*11) L Only, LL Comb Run (LI L Only, IL Comb Run (L'L) L Only LL Comb Run (LII I Only, LL Comb Run (ILL) S Only W Only EOnly H Only 2.652 1.796 1.247 2.652 1.796 1.247 4.420 2.993 2.078 0.000 0.040 0.000 0.293 0.360 -0.013 0.293 0.400 -0.013 1.436 -0644 0.043 1.436 -0.604 0.043 1.729 -0.284 0.030 1.729 -0244 0.030 -0.417 2.063 1.042 0.147 0.180 -0.007 -0.270 2.243 1.035 0.953 -0.550 0.037 0.537 1.513 1.078 1.100 -0.370 0.030 0.683 1.693 1.072 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 davlddtengsd.com Project Title: Flora Residence En9ineer: David Thomas, S.E. Project ID: 15259 Project Descc Sheet No. II of 7" Printed: 1 APR 2016. 1:30PM W - .,.,owIe,.nau,ItInuJav,u IIIuIIl JlIIIulr,la,LU Irnh,wrrIuIc,uIu.uIujusI.,GIu.uIu.w.0 i oo earn ENERCALC. INC. 1983-2016. 8ui1d8.113.30. Ver.6.16.3.30 Description: FB-1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 -- Support 4 4D40.750140.75DS40.750WH, IL Comb 4.218 4.675 2.854 4040.750L40.750S40.750W4H, IL Comb 5.135 2.580 2.106 4040.750140.750S40.750W4H, LL Comb 4.823 4.128 2.887 4040.750190.750S40.750W4H, LL Comb 5.245 2.715 2.101 ..040.750L40.750S40.750W41, II Comb 4.933 4.263 2.882 4D40.750Lr40.750L40.5250E'H, LL Corn 4.108 4.570 2.859 4D40.750Lr40.750L40.5250E4H, LL Corn 4.750 3.398 2.063 4D40.750Lr40.750L0.5250E41, LL Corn 4.438 4.975 2.844 4D40.750Lr40.750L40.5250E4H, IL Corn 6.212 2.098 2.138 4D40.7501140.750190.5250E#i, LL Corn 5.900 3.675 2.919 4040.750L(40.150140.5250E4H, LL Corn 6.542 2.503 2.123 4040.750Lr40.750140.5250E*I, Ii Corn 6.230 4.080 2.904 .D+0.7501-.0.750540.5250E4H, LI Comb 4.108 4.540 2.859 'D40.750140.750S40.5250E4H, LL Comb 4.530 3.128 2.073 4040.750L40.750S40.5250E4H, IL Comb 4.218 4.675 2.854 4090.7501.40.750S40.5250E4H, LL Comb 5.135 2.580 2.106 +D40.750L40.750S40.5250E4H, IL Comb 4.823 4.128 2.887 40-'0.750L40.750540.5250E-'H, IL Comb 5.245 2.715 2.101 4040.750L40.750S40.5250E41, LL Comb 4.933 4.263 2.882 DAVID THOMAS ENGINEERING, APC \Structural Engineering Services Office: (619) 940.6257 Cell: (858) 336-9902 david@dtengsd.com 1.... Project Tulle: Flora Residence Engineer: David Thomas S.E. Project ID: 15259 Project Descr Sheet No. jt of 7 - 1 APR 2016. 1:30PM Wood Beam RIB: INC. 1983-2016. Bullt6.16.a30, Verd.16.3.30 Description: FB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 3,100.0 psi Ebend- 2,000.Oksi Fc - Pril 3,000.0 psi Eminbend - 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade :Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41 .750 pcI Beam Bracing : Completely Unbraced 0(0.1) 0(1.74) Lr(O.225) 1(0.6) 0(2.537) Lr(75) L$.15) $ ç + D(28) 5.25x11.875 5.25x11.875 5.25x11.875 Span = 4.0 ft Span = 4.0 ft Span = 6.0 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 Point Load: D = 1.740, Lr = 0.2250, L = 0.60k ( 0.0 It Load for Span Number 3 Uniform Load: D = 0.0 160 ksf, Extent = 5.0 ->> 8.0 ft, Tributary Width = 8.0 It, (Wall) Uniform Load: D = 0.040, L = 0.040 ksf, Extent = 5.0->> 8.0 ft. Tributary Width = 2.50 ft. (Deck) PointLoad: D=2.537, Lr=0.2750, L= 1.150 k(a5.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.29 I Maximum Shear Stress Ratio 0.218 :1 Section used for this span 5.25x11.875 Section used for this span . 5.25x11.875 lb : Actual 924.36ps1 fv: Actual = 62.12 psi FB : Allowable = 3,091.63 psi Fv : Allowable = 285.00 psi Load Combination 40414+1, IL Comb Run (L*L) Load Combination +041+1-4, LL Comb Run (LL) Location of maximum on span = 4.00011 Location of maximum on span = 7.059 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #3 Maximum Deflection Max Downward Transient Deflection 0.033 In Ratio= 2946 >=360 Max Upward Transient Deflection -0.004 in Ratio = 12662>--360 Max Downward Total Deflection 0.127 in Ratio= 756>=240. Max Upward Total Deflection -0.014 in Ratio = 3403 >=240. Maximum Forces & Stresses for Load Combinations Load Combination SegmentLengt)i Span# Max Stress Ratios M V C C FN C Cr Cm C t CL Moment Values M lb Pb V Shear Values Iv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.248 0.168 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 2783.25 1.79 43.18 256.50 Length =4.0ft 2 0.248 0.168 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 2783.25 1.44 43.18 256.50 Length =8.oft 3 0.174 0.169 0.90 1.000 1.00 1.00 1.00 1.00 0.99 4.97 48325 2775.89 1.80 43.41 256.50 .04.4H, IL Comb Run (1.) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Project hUe: Flora Residence j ' Structural Engineering Services Engineer: David Thomas, S.E. Project ID: 15259 I \ Office: (619) 9406257 Prect Descc Sheet No. I of_____ L1iE Cell: (858) 336.9902 davIddtengsd.00m www.dtengsd.com Printed: 1 APR 2016. 1:30PI Wood Beam Ni D.Stw%etDocumenls\DaiidThomas ENERcALC, INC. 1983-2016,Build:6.16.3.30. Ver.6.16.3.30 Description: FB-2 Load Combination Max Stress Ratios Values - Moment Shear Values Segment Length Span # M V C C FftI C1 Cr C m C CL M lb F'b V li - F'v Length =4.Oft 1 0.223 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3091.63 1.79 43.18 285.00 Length =4.oft 2 0.223 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3091.63 1.94 46.71 285.00 Length =8.oft 3 0.220 0.214 1.00 1.000 1.00 1.00 1.00 1.00 0.99 6.97 677.64 3082.40 2.53 60.91 285.00 404L9H, LL Comb Run ("L') 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.223 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3091.63 1.79 43.18 285.00 Length 4.0ft 2 0.223 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3091.63 1.44 43.18 285.00 Length =8.oft 3 0.157 0.152 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 3082.40 1.80 43.41 285.00 ID4L#t.LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.223 0.152 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3091.63 1.79 43.18 285.00 Length =4.oft 2 0.223 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3091.63 1.94 46.71 285.00 Length =8.oft 3 0.220 0.214 1.00 1.000 1.00 1.00 1.00 1.00 0.99 6.97 677.64 3082.40 2.53 60.91 285.00 .09L41. L.L Comb Run (L1 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 2.39 57.62 285.00 Length =4.oft 2 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 2.14 57.62 285.00 Length =8.oft 3 0.162 0.202 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.12 497.96 3082.40 1.85 57.62 285.00 404..H, LL Comb Run (..L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.299 0202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 2.39 57.62 285.00 Length =4.Oft 2 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 1.89 57.62 285.00 Length =8.0ft 3 0.225 0.218 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.12 692.35 3082.40 2.58 62.12 285.00 404L4H, LL Comb Run (I.L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 2.39 57.62 285.00 Length =4.0ft 2 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 2.14 57.62 285.00 Length =8.oft 3 0.162 0.202 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.12 497.96 3082.40 1.85 57.62 285.00 .D+U+H,LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 2.39 57.62 285.00 Length = 4.0 ft 2 0.299 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.50 924.36 3091.63 1.89 57.62 285.00 Length =8.0ft 3 0.225 0.218 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.12 692.35 3082.40 2.58 62.12 285.00 404114H, LL Comb Run ('L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.79 43.18 356.25 Length =4.oft 2 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.45 43.18 356.25 Length =8.oft 3 0.136 0.131 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.39 524.45 3846.80 1.95 46.84 356.25 404.141, U. Comb Run (*Lt) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 139 43.18 356.25 Length =4.oft 2 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.44 43.18 356.25 Length =8.oft 3 0.126 0.122 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 3846.80 1.80 43.41 356.25 +OsLr.H, U. Comb Run (1..L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.179 0.121 125 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.79 43.18 356.25 Length =4.0ft 2 0.179 0.121 125 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.45 43.18 356.25 Length =8.oft 3 0.136 0.131 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.39 524.45 3846.80 1.95 46.84 356.25 .041r.H, IL Comb Run (L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.202 0.136 125 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 2.02 48.59 356.25 Length =4.0ft 2 0.202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 1.70 48.59 356.25 Length =8.oft 3 0.127 0.136 125 1.000 1.00 1.00 1.00 1.00 0.99 5.03 488.77 3846.80 1.82 48.59 356.25 404(.r41, U. Comb Run (L*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 2.02 48.59 356.25 Length =4.oft 2 0.202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 1.64 48.59 356.25 Length =8.oft 3 0.138 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.45 529.97 3846.80 1.97 48.59 356.25 4041.r#t, IL Comb Run (IL') 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 2.02 48.59 356.25 Length =4.0 It 2 0.202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 1.70 48.59 356.25 Length = 8.0 ft 3 0.127 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.03 488.77 3846.80 1.82 48.59 356.25 4D4Lr4H, LL Comb Run (LL.) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 2.02 48.59 356.25 Length = 4.0 ft 2 0.202 0.136 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.00 778.48 3861.76 1.64 48.59 356.25 Length =8.oft 3 0.138 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.45 529.97 3846.80 1.97 48.59 356.25 .+S41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.79 43.18 327.75 Length =4.0ft 2 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.44 43.18 327.75 Length =8.oft 3 0.136 0.132 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 3541.37 1.80 43.41 327.75 4040.750Lr40.75014H, IL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence .2- , 7 Structural Engineering Services Engineer David Thomas S.E. _ Project ID: 15259 Office: (619) 940-6257 Project Descr Sheet No. J1 of Cell: (858) 336-9902 david©dtengsd.com www.dtenqsd.com Printed: 1 APR 2016. 1:30PM Wood Beam 0\S nsDavidThomes ENERCALC. INC. 1983-2016. 8uild:6.16.3.30. VerB. 16.3.30 Description: FB-2 Load Combination Max Stress RaUos Moment Values Shear Values Segment Length Spafl# M V C CFN C Cr Cm C CL M lb Fb V (v Pv Length =4.Oft 1 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.79 43.18 356.25 Length =4.Oft 2 0.179 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.88 45.32 35625 Length = 8.0 It 3 0.172 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.79 659.94 3846.80 2.46 59.11 356.25 4040.75OLr40.75014H, ii Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.Oft 1 0.179 0.121 125 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.79 43.18 356.25 Length =4.oft 2 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.44 43.18 356.25 Length =8.Oft 3 0.126 0.122 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.97 48325 3846.80 1.80 43.41 356.25 4040.750L140.750L4H,LL Comb R' 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.179 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.79 43.18 356.25 Length 4.oft 2 0.179 0.127 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3861.76 1.88 45.32 356.25 Length =8.0ft 3 0.172 0.166 125 1.000 1.00 1.00 1.00 1.00 0.99 6.79 659.94 3846.80 2.46 59.11 356.25 4040.750Lr40.75014H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 2.41 58.07 356.25 Length =4.0ft 2 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 2.16 58.07 356.25 Length =8.Oft 3 0.130 0.163 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.12 498.42 3846.80 1.86 58.07 356.25 4040.7501r40.750L-4i, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.241 0.163 125 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 2.41 58.07 356.25 Length =4.0ft 2 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 1.91 58.07 356.25 Length =8.Oft 3 0.176 0.169 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.94 675.11 3846.80 2.51 60.35 356.25 4040.750Lr40.7501-41-1, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 2.41 58.07 356.25 Length =4.Oft 2 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 2.16 58.07 356.25 Length =8.oft 3 0.130 0.163 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.12 498.42 3846.80 1.86 58.07 356.25 4040.7501140.75019H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 2.41 58.07 356.25 Length =4.Oft 2 0.241 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 3861.76 1.91 58.07 356.25 Length =8.oft 3 0.176 0.169 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.94 675.11 3846.80 2.51 60.35 356.25 4040.750L40.750S4H,LI Comb RL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.79 43.18 327.75 Length =4.0ft 2 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.78 43.18 327.75 Length = 8.0 It 3 0.178 0.173 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.47 629.04 3541.37 2.35 56.54 327.75 .D.0.750L40.750S4HlL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.0 0.00 0.00 Length =4.0ft 1 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.79 43.18 327.75 Length =4.0ft 2 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.44 43.18 327.75 Length =8.oft 3 0.136 0.132 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 3541.37 1.80 43.41 327.75 4040.750L40.750S4H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.79 43.18 327.75 Length = 4.0 It 2 0.194 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 3553.84 1.78 43.18 327.75 Length =8.oft 3 0.178 0.173 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.47 629.04 3541.37 2.35 56.54 327.75 4040.750140.750S*$, IL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 2.24 54.01 327.75 Length =4.oft 2 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 1.96 54.01 327.75 Length =8.oft 3 0.140 0.165 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.08 494.29 3541.37 1.84 54.01 327.75 0.0.750140.750S44.LL Comb RL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 224 54.01 327.75 Length =4.Oft 2 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 1.75 54.01 327.75 Length =8.oft 3 0.181 0.175 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.58 640.07 3541.37 2.39 57.44 327.75 4D.0.750L40.750S#I. LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 2.24 54.01 327.75 Length =4.oft 2 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 1.96 54.01 327.75 Length =8.0ft 3 0.140 0.165 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.08 494.29 3541.37 1.84 54.01 327.75 4040.750L40.750S4H, IL Comb RL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 2.24 54.01 327.75 Length =4.Oft 2 0.244 0.165 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 3553.84 1.75 54.01 327.75 Length =8.0ft 3 0.181 0.175 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.58 640.07 3541.37 2.39 57.44 327.75 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft I 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 100 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.44 43.18 456.00 Length =8.oft 3 0.098 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 4912.07 1.80 43.41 456.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940.6257 Cell: (858) 336-9902 david@dtengsd.com Project Title: Flora Residence Engineer David Thomas ,S.E. Project ID: 15259 Project Descr: Sheet No. l'i Printed: 1 APR 2016. 1:30PM INC. Wood Beam Description: FB-2 Load Combination Max St,ess Ratios Moment Values Shear Values Segment Length Span # M V C C FN C I Cr C rn C CL M lb Pb V tv Py - Length =4.0ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length 4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.44 43.18 456.00 Length =8.oft 3 0.098 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 4912.07 1.80 43.41 456.00 +040.750Lr40.750L40.750W#l, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length = 4.0 It 2 0.140 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.88 45.32 456.00 Length 8.Oft 3 0.134 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.79 659.94 4912.07 2.46 59.11 456.00 O.7501140.750140.750W+H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.44 43.18 456.00 Length =8.Oft 3 0.098 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 4912.07 1.80 43.41 456.00 4040.750Lr40.750140.750W41, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.ott 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.oft 2 0.140 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.88 45.32 456.00 Length =8.oft 3 0.134 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.79 659.94 4912.07 2.46 59.11 456.00 4D'0.7501140.750L40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length 4.0ft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.16 58.07 456.00 Length = 8.0 ft 3 0.101 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.12 498.42 4912.07 1.86 58.07 456.00 4040.750Lr40.750140.750W#I, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length =4.0ft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 1.91 58.07 456.00 Length =8.oft 3 0.137 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.94 675.11 4912.07 2.51 60.35 456.00 4040.750Lr40.750L40.750WH, Ii 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4931.92 2.41 58.07 456.00 Length =4.oft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937,92 2.16 58.07 456.00 Length =8.0ft 3 0.101 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.12 498.42 4912.07 1.86 58.07 456.00 4040.750Lr40.750L40.750W41, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length =4.0ft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 1.91 58.07 456.00 Length =8.oft 3 0.137 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.94 675.11 4912.07 2.51 60.35 456.00 4040.750140.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.78 43.18 456.00 Length 8.0ft 3 0.128 0.124 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.47 629.04 4912.07 2.35 56.54 456.00 'O0.750L0.750S40.750WH, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length = 4.0 It 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1,44 43.18 456.00 Length =8.Dft 3 0.098 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 4912.07 1.80 43.41 456.00 4040.750L40.750S40.750W4H, II 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.oft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.78 43.18 456.00 Length =8.0ft 3 0.128 0.124 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.47 629.04 4912.07 2.35 56.54 456.00 4040.750L40.750S40.750W41, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0f1 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 2.24 54.01 456.00 Length 4.0ft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.96 54.01 456.00 Length =8.0ft 3 0.101 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.08 494.29 4912.07 1.84 54.01 456.00 4040.750L40.750S40.750W#H, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 2.24 54.01 456.00 Length =4.0ft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.75 54.01 456.00 Length =8.0ft 3 0.130 0.126 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.58 640.07 4912.07 2.39 57.44 456.00 4040.750140.750540.750W4H, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 224 54.01 456.00 Length 4.0ft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.96 54.01 456.00 Length =8.oft 3 0.101 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.08 494.29 4912.07 1.84 54.01 456.00 O40.750L40.750S40.750W4H, Li 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0 ft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 224 54.01 456.00 Length =4.0ft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.75 54.01 456.00 Length =8.oft 3 0.130 0.126 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.58 640.07 4912.07 2.39 57.44 456.00 4040.750Lf40.750L40.5250E41, LI 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Office: (619) 9457 Project Descr: Sheet No. Jto of 5 Project ID: 15259 O /T DAVID THOMAS ENGINEERING, ARC Project Title: Flora Residence Structural Engineering Services Engineer: David Thomas, homas S.E. Cell: (858) 336-9902 david©dtengsd.com www.dtenasd.com Printed: 1 ,'.PR 2016. 1:30PM Wood Beam SThomre Ego011525oTa-Wñh5EngineeningdtoTaec6 ENERCALC. INC. 1983-2016, Build:6.16.3.30. Ver6.16.3.30 Description: FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C Cr Cm C CL Mtb Pb V fv Pv Length 4.0ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length 4.0ft 2 0.140 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.88 45.32 456.00 Length =8.0ft 3 0.134 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.79 659.94 4912.07 2.46 59.11 456.00 4040.7501r40.750140.5250E4H, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 4.Oft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length 4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.44 43.18 456.00 Length 8.Oft 3 0.098 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 4912.07 1.80 43.41 456.00 D+0.750Lr40.750140.5250E41-1. U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.oft 2 0.140 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.88 45.32 456.00 Length =8.oft 3 0.134 0.130 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.79 659.94 4912.07 2.46 59.11 456.00 4040.75011-.0.7501.40.5250E41-1,U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length =4.oft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.16 58.07 456.00 Length =6.oft 3 0.101 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.12 498.42 4912.07 1.86 58.07 456.00 -D0.750Lr90.750L405250E41, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length =4.011 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 1.91 58.07 456.00 Length = 8.0 It 3 0.137 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.94 675.11 4912.07 2.51 60.35 456.00 4D40.750L140.750L40.5250E4H1.1. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length =4.oft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.16 58.07 456.00 Length =8.oft 3 0.101 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.12 498.42 4912.07 1.86 58.07 456.00 4O-'0.750Lr40.750L40.5250E4I IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 2.41 58.07 456.00 Length =4.0ft 2 0.189 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 931.65 4937.92 1.91 58.07 456.00 Length =8.0ft 3 0.137 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.94 675.11 4912.07 2.51 60.35 456.00 -.0.0.750b.0.750540.5250E44, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4931.92 1.78 43.18 456.00 Length =8.oft 3 0.128 0.124 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.47 629.04 4912.07 2.35 56.54 456.00 4040.750L40i50640.5250E4H, II 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.oft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.44 43.18 456.00 Length =8.oft 3 0.098 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.97 483.25 4912.07 1.80 43.41 456.00 4040.750140.750S40.5250E4H, LI. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.79 43.18 456.00 Length =4.0ft 2 0.140 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 690.95 4937.92 1.78 43.18 456.00 Length =8.oft 3 0.128 0.124 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.47 629.04 4912.07 2.35 56.54 456.00 4090.750L40.750S40.5250E4H, U. 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 224 54.01 456.00 Length =4.0ft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.96 54.01 456.00 Length =8.oft 3 0.101 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.08 494.29 4912.07 1.84 54.01 456.00 4090.750L40.750S40.5250E4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 2.24 54.01 456.00 Length =4.oft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.75 54.01 456.00 Length =8.oft 3 0.130 0.126 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.58 640.07 4912.07 2.39 57.44 456.00 4D40.750L40.750S40.5250E41, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 224 54.01 456.00 Length =4.oft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 1.96 54.01 456.00 Length =8.oft 3 0.101 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.08 494.29 4912.07 1.84 54.01 456.00 4D90.750140.750S40.5250E9H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =4.oft 1 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4937.92 2.24 54.01 456.00 Length =4.0ft 2 0.175 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.90 866.01 4931.92 1.75 54.01 456.00 Length =8.oft 3 0.130 0.126 1.60 1.000 1.00 1.00 1.00 1.00 0.99 6.58 640.07 4912.07 2.39 57.44 456.00 40.60D4W#I 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.084 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.2.6 414.57 4937.92 1.08 25.91 456.00 Length =4.oft 2 0.084 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 414.57 4937.92 0.86 25.91 456.00 Length =8.0ft 3 0.059 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.98 289.95 4912.07 1.08 26.05 456.00 40.60D90.70E#H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940.6257 Cell: (858) 336-9902 daviddtengsd.com Project Title: Flora Residence Engineer David Thomas, S.E. i-., Project ID: 15259 Project Descr Sheet No. 11 of 1 uiJet 1ApR2o1a 1:30PM Wood Beam File= MbraileMmuftwWO&WThoaas ENERCALC INC. 1983-2016. BuiId.6.16130. Ver.6.16.3.30 Description: 1`13-2 Load Combination Max SIJeSS Ratios Moment Values -- Shear Values Segment Length Span # M V Cd C FN C1 Cr Cm C CL M - lb Pb V Iv Pv Length =4.0ft 1 0.084 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 414.57 4937.92 1.08 25.91 456.00 Length 4.Oft 2 0.084 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 414.57 4937.92 0.86 25.91 456.00 Length = 8.0 It 3 0.059 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.98 289.95 4912.07 1.08 26.05 456.00 Overall Maximum Deflections Load Combination Span Max. '-' Dell Location in Span Load Combination Max. '+' Dell Location in Span 4040.7501.r40.750L40.5250E4H, LL 1 0.1268 0.000 0.0000 0.000 2 0.0000 0.000 04.4H, LL Comb Run (LII.) -0.0141 1.815 404.4H, LL Comb Run (LLL) 3 0.0408 4.504 0.0000 1.815 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.610 0.910 2.907 Overall MiNimum -0.059 -0.001 0.019 D Only 3.269 .0.055 2.036 4O4.4H IL Comb Run ('I.) 2.987 0.856 2.857 4041-4H, LI. Comb Run ('I.') 3.269 -0.055 2.036 40414H. LL Comb Run ('LI.) 2.987 0.856 2.857 40+14H, U. Comb Run (I.") 4.569 -0.805 2.086 40t4H, LL Comb Run (L'L) 4.287 0.106 2.907 LL Comb Run (LI.') 4.569 .0.805 2.086 40414H, LL Comb Run (LU.) 4.287 0.106 2.907 40-'Lr4H. LL Comb Run ('1.) 3.210 0.137 2.178 40-11241, LL Comb Run ('I.') 3.269 -0.055 2.036 -+D.il.r-H, LI. Comb Run (I.L) 3.210 0.137 2.178 0+Lr4l, U. Comb Run (1") 3.756 .0.336 2.055 .e +Jj4 LI. Comb Run (L*.) 3.697 -0.144 2.197 4.1.r4H, LL Comb Run (U.') 3.756 -0.336 2.055 *04.41. LL Comb Run (LU.) 3.697 -0.144 2.197 404641 3.269 -0.055 2.036 40.0.750Lr40.750L4H, LL Comb Run (' 3.013 0.772 2.759 4040.750L1'+0.750L+H, U. Comb Run (' 3.269 -0.055 2.036 4040.750Lr40.750L41-1, U. Comb Run (' 3.013 0.772 2.759 -+040.750Lr40.750141, LI. Comb Run (L 4.610 -0.828 2.087 4040.750Lf40.7501-4H, U. Comb Run (L 4.354 -0.001 2.810 .040.750Lr40.750L#I, LL Comb Run (L 4.610 -0.828 2.087 .D90.750Lr40.750L4H, U. Comb Run (L 4.354 -0.001 2.810 *040.750L40.750S#I, LL Comb Run (" 3.058 0.628 2.652 4040.750140.750S#i, LI Comb Run (1. 3.269 -0.055 2.036 -.040.7501-40.7505#I, LL Comb Run ('1 3.058 0.628 2.652 -.040.750L40.7505#I, LL Comb Run (I' 4.244 -0.617 2.073 -1040.750140.750S41, IL Comb Run (1' 4.033 0.066 2.690 4040.750L40.750S4H, IL Comb Run (U. 4.244 -0.617 2.073 -+D40.750L40.750S-*l, LL Comb Run (LI. 4.033 0.066 2.690 3.269 -0.055 2.036 40.0.70EH 3269 -0.055 2.036 4040.750Lr40.750140.750W41. LL Comb 3.013 0.772 2.759 4040.750Lr40.7501,40.750W4H, U. Comb 3.269 -0.055 2.036 4040.750Lr40.750L40.750W4H, LL Comb 3.013 0.772 2.759 -.040.750Lr40.750140.750W41, LL Comb 4.610 -0.828 2.087 -.040.750Lr40.750L40.750W4H, LI. Comb 4.354 .0.001 2.810 -iO40.7501140.750140.750W41, IL Comb 4.610 -0.828 2.087 400.750Lr0.7501,0.750W#I. LL Comb 4.354 -0.001 2.810 .D40750L40750S40750W4H U. Comb 3.058 0.628 2.652 -1040.750140.750640.750W4H. LL Comb 3.269 -0.055 2.036 4040.750L40.750S40.750W4H, II Comb 3.058 0.628 2.652 4040.750L40.750S40.750W-'+l, LI. Comb 4.244 -0.617 2.073 9040.75010.750S40.750W#I, LL Comb 4.033 0.066 2.690 U. Comb 4.244 -0.617 2.073 4040.750L40.750S40.750W#1, LL Comb 4.033 0.066 2.690 40.60D4W4H 40.60D40.70E4H D Only Lr Only, U. Comb Run ("l) Li Only, U. Comb Run ("I") Lr Only, IL Comb Run ("IL) Lr Only, LL Comb Run (1") Lr Only, IL Comb Run (L"I.) Li Only, LL Comb Run (IL") Lr Only, IL Comb Run (ILL) L Only, LL Comb Run (""L) I Only, IL Comb Run ("I.') I Only, IL Comb Run ("IL) L Only, IL Comb Run (L") L Only, LL Comb Run (L*.) I Only, LI. Comb Run (IL") L Only, LL Comb Run (ILL) S Only W Only E Only H Only 1.961 -0.033 1.222 1.961 .0.033 1.222 3269 -0.055 2.036 -0.059 0.192 0.142 -0.059 0.192 0.142 0.487 .0.281 0.019 0.428 -0.090 0.161 0.487 -0.281 0.019 0.428 -0.090 0.161 -0.282 0.910 0.822 -0.282 0.910 0.822 1.300 -0.750 0.050 1.018 0.160 0.872 1.300 -0.750 0.050 1.018 0.160 0.872 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 daviddtengsd.com Project Title: Flora Residence Engineer: David Thomaj, S.E. Project ID: 15259 Project Descr. Sheet No. flS of ., Printed: 1 APR 2016. 1:30PM Wood Beam 1613t Ver6. Description: FB-2 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 4040.75OLr40.750L40.5250E4H, LI. Corn 3.013 0.772 - 2.759 - 4040.750Lr40.750L40.5250E#4, LL Corn 3.269 -0.055 2.036 4040.750Lr40.750L40.5250E41, IL Corn 3.013 0.772 2.759 400.750Lr40.750L40.5250E4H, IL Corn 4.610 -0.828 2.087 -+040.750Lf40.750140.5250E4H, LI Corn 4.354 -0.001 2.810 4040.7501J40.750L40.5250E9H, IL Corn 4.610 -0.828 2.087 4040.750Lr40.750L40.5250EeH, IL Corn 4.354 -0.001 2.810 4040.750140.750840.5250E4H, LL Comb 3.058 0.628 2.652 4D-10.750140.750540.5250E4H, IL Comb 3.269 -0.055 2.036 -IO-0.750140.750840.5250E4j, LL Comb 3.058 0.628 2.652 .040.750140.750S40.5250E41, U. Comb 4.244 -0.617 2.073 40-.0.7501--.0.750S40.5250E4H, IL Comb 4.033 0.066 2.690 4040.750L40.750S40.5250E#i, 1.1 Comb 4.244 -0.617 2073. 40-.0.750L40.750S40.5250E4H, LL Comb 4.033 0.066 2.690 LT DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 david@dtengsd.com www.dtengsd.com I Wood Beam File Project Title: Flora Residence Engineer David Thomas, S.E. Project ID: 15259 Project Descc Sheet No. ) at P:itfled: 1 APR 2016. 1:31PM Ver.6.16.3.30 Description: FB-3 CODE REFERENCES - Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 3,100.0 psi Ebend-xx 2,000.0ks1 Fc - Pill 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade -.Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0psi Density 41.750pcf Beam Bracing : Completely Unbraced - - rvn j, D(2.036) D55DJ1110)38) L(0853) 5.25x20 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D =0.040, L = 0.040 ksf, Extent = 5.0->> 15.0 ft, Tributary Width = 9.50 It Uniform Load: D = 0.0160 ksf, Extent = 0.0->> 5.0 It, Tributary Width= 8.0 ft Point Load: D=0.5120k615.0ft Point Load: D=2.751, L= 1.771k (6t5.oft Point Load: D=2.036, Lr= 0.1610, L= 0.8720 k( 15.0 ft Point Load: D=2.078, It = 0.0430, I 1.078 k 5.0 ft PointLoad: 0=2.090, Lr=0.1380, L=0.8530k16.50ft DESIGN SUMMARY IIrUhIK - Maximum Bending Stress Ratio = 0.733. I Maximum Shear Stress Ratio = 0.578 :1 Section used for this span 5.25x20 Section used for this span 5.25x20 fb : Actual = 2,193.19 psi fv : Actual = 164.84 psi FB : Allowable = 2,992.19psi Fv : Allowable = 285.00 psi Load Combination #0914H Load Combination 40414H Location of maximum on span = 9.197ft 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 0.264 in Ratio = 909 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.683 in Ratio = 351 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span It M V Cd C F/V C1 Cr Cm Ct CL M lb F'b V fv F'v 0 Only - 0.00 0.00 0.00 0.00 Length =20.Oft 1 0.491 0.397 0.90 1.000 1.00 1.00 1.00 1.00 0.97 38.77 1,329.27 2707.40 7.13 101.92 256.50 4041#1 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =20.oft 1 0.733 0.578 1.00 1.000 1.00 1.00 1.00 1.00 0.97 63.97 2,193.19 2992.19 11.54 164.84 285.00 DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence Structural Engineering Services Engineer: David Thom4s S.E. Project ID: 15259 Office: (619) 940-6257 Project Descr Sheet No. of _____ Cell: (858) 336-9902 david(dtengsd.com www.dtengsd.com Printed: 1 APR 2016. 1:31PM Wood Beam File= DStom eDocu nIsDavid Thom Enginng201ri15259Rom-iMightiEnglneetingfloraec6 ENERCALC. INC. 1983-2016, Build:6.16.3.30, Ver6.16.3.30 Description: 1`13-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C CL M lb Pb V tv F'v 4041J4H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.368 0.294 1.25 1.000 1.00 1.00 1.00 1.00 0.95 39.49 1,353.89 3679.61 7.32 104.62 356.25 40+S4H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =20.Oft 1 0.390 0.311 1.15 1.000 1.00 1.00 1.00 1.00 0.96 38.77 1,329.27 3409.39 7.13 101.92 327.75 .040.750Lr40.750L41 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.542 0.421 1.25 1.000 1.00 1.00 1.00 1.00 0.95 58.20 1,995.48 3679.61 10.51 150.14 356.25 4040.750L40.150541 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =20.Oft 1 0.580 0.455 1.15 1.000 1.00 1.00 1.00 1.00 0.96 57.67 1,977.19 3409.39 10.44 149.11 327.75 40.W4H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.292 0.224 1.60 1.000 1.00 1.00 1.00 1.00 0.92 38.77 1,329.27 4558.28 7.13 101.92 456.00 4040.70E4H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =20.Oft 1 0.292 0.224 1.60 1.000 1.00 1.00 1.00 1.00 0.92 38.71 1,329.27 4558.28 7.13 101.92 456.00 4040.750L140.7501-40.750W41 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =20.oft 1 0.438 0.329 1.60 1.000 1.00 1.00 1.00 1.00 0.92 58.20 1,995.48 4558.28 10.51 150.14 456.00 .D40.750L40.750S40.750W4H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =20.0ft 1 0.434 0.327 1.60 1.000 1.00 1.00 1.00 1.00 0.92 57.67 1,977.19 4558.28 10.44 149.11 456.00 s1340.750tr40.7501.40.525064i 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =20.0ft 1 0.438 0.329 1.60 1.000 1.00 1.00 1.00 1.00 0.92 58.20 1,995.48 455828 10.51 150.14 456.00 4D0.750140.750S40.5250E4H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.434 0.327 1.60 1.000 1.00 1.00 1.00 1.00 0.92 57.67 1,977.19 4558.28 10.44 149.11 456.00 40.60D+W.H 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length =20.oft 1 0.175 0.134 1.60 1.000 1.00 1.00 1.00 1.00 0.92 23.26 797.56 4558.28 4.28 61.15 456.00 40.60D+0.70E41 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.175 0.134 1.60 1.000 1.00 1.00 1.00 1.00 0.92 2326 797.56 4558.28 4.28 61.15 456.00 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. '+' Dell Location in Span 1 0.6826 9.927 0.0000 0.000 Vertical Reactions Support notation: F& left is #1 Values in KIPS - Load Combination Support I Support 2 - Overall MAXimum 11.793 11.097 Overall MiNimum 0.097 0.245 D Only 7.389 7.127 40+1411 11.793 11.097 .041r4H 7.486 7.372 7.389 7.127 +0+0.750Lr+0.7501+H 10.764 10.288 4040.750L40.750S41-1 10.692 10.104 .D4W#4 7.389 7.127 .0+0.70E+H 7.389 7.127 +0.0.750Lr40.7501+0.750W+H 10.764 10.288 4040.750140.750S40.750W4H 10.692 10.104 +0O.750Lre0.7501+0.5250E4H 10.764 10.288 4040.750140.750S40.5250E4H 10.692 10.104 0.60D+W411 4.433 4.276 40.60090.70E414 4433 4.276 0 Only 7.389 7.127 Li Only 0.097 0.245 L Only 4.404 3.970 S Only W Only E Only IlOnly David Thomas Engineering, A.P.C. Structural Engineering Services Structural Calculations (Correction Response) Project Flora Residence / 15259 155 Walnut Avenue Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 9SiO4, 5N\ RECEIVED JAN 062017 CITY OF CARLSBAD BUILDING DIVISION * OF CP 12-29-16 3525 Del Mar Heights Road, Suite 331 Office: (619) 940-6257 San Diego, CA 92130 Cell: (858) 336-9902 Website: www.dtengsd.com Email: daviddtengsd.com I . PC Rome %%IN Job Flora Residence 15259 Sheet No. 1 of 4 Calculated by DT Date David Thomas Engineering CORRECTION RESPONSE Correction #5: See added guardrail detail 12/SD-6 and attached additional calculations. Correction #10: Letter to be provided by soils engineer and submitted with resubmittal package. Correction #11: See revised foundation plan with added note. Correction #12: See revised architectural and foundation plans for underfloor access. Correction #13: See revised architectural and foundation plans for underfloor access. Correction #14: See updated main framing plans with cantilevered beams identified. FB-1 is located along gridline 12 between gridlines F.5 and L. Correction #15: Completed Special Inspection form signed by owner to be submitted with resubmittal package. ADDITIONAL REVISION: 1) Reduced shear wall lengths along gridline 6 and 15 per architectural. See attached revised calculation. David Thomas Engineering Flora Residence 15259 JOB 2 4 SHEET NO.__________________________ OF_____________________ CALCULATED BY_____________ Di DATE CHECKEDBY___________________________ DATE_____________________ SCALE A" (i- (b -i.t `1) b,4li4 (A&) c_p AMAX ____ (.0 "4 () ?..V,e(.t* £4 E12 f4D$ T(..E 11.1A. '$4?.3o5 -$t1,4 (-1,f-itA6) flt44t4 =1, 11.0 1i4 tq 05 0 PLATE PLAN CT SHEATHING PER PL JOIST PER 1-3/4" MIN. SQ. (7 GAUGE) OR V 1-1/2" MIN. SQ. (3 GAUGE) STEEL POST © 4'-0" O.C. (MAX) PER ARCHITECTURAL OR TERNATE ICC-ESR APPROVED )LUMN SECTION PER INUFACTURER S& x 1/4° INK STEEL TE v/ (4)-3/8° PIA. x S' SSTO BEAR BELOIM END SEAM IR 6x BLK'G. TYPICAL GUARDRAIL CONNECTION DETAIL C PRODUCT 207 Total Load (AU Levels). F= 12,cfl"Vs)l(Z) tç p11 - ft. OR _____ Okay by Inspection -t 14Jj,'if;L; Lbs 1 i. Lp JobFloraResidence I SheetNo.- ______of 4 David Thomas Engineering Calculated by DT Date________ Shearwall Design _Story Shearwalls )V-'2 Direction Unit Lateral Load, v = _pef Gridilne Tributary Arba(Ths Level): Lateral Load (This Level): - Lateral Load (Level Above): Total Shearwall(s) Length, L • Unit Wall Shear, v=FJL = ..._ Shearwall Type: (ii Overturning: Panet Design Width Uplift = I!(s!4/I'cM 2,f2)i5 Gildllne e1 Tributary Area (This Level):. Lateral Load (This Level): - Lateral Load (Level Above): - - Total Load (All Levels), Fx= 31b Total Shearwall(s) Length, L = f e. b_ft Unit Wall Shear. v = F/L = 3 el s — p11 Shearwall Type: Overturning: Panel Design Width = ft OR Okay by Inspection Uplift =Njt)jj(545i5 -3f 0410 Lbs Holdown Anchor Type: Gridilne i Tributary Area (This Level): (jy4't)_I6i2YZz) Lateral Load (This Level): /JO Lateral Load (Level Above): - Total Load (All Levels), F Total Shearwall(s) Length, L c-_ ft Unit Wall Shear, v = FIL = -1'1 p11 f l20 16I Shearwall Type: Overturning: Panel Design Width = ft OR _____Okay by Inspection Uplift (7qb%)() Lbs Holdown Anchor Type: sq. ft. Lbs Lbs Lbs sq. ft. Lbs Lbs Lbs sq. ft. Lbs Lbs Lbs sq. ft Lbs Lbs .Lbs = job Flora Residence AP Sheet No. ____ 4 of_ David Thomas Engineering Calculated by DT Date________ Shearwall Design 11111 Story Shearwalls __Direction Unit Lateral Load, v '3( psf Gridline 10 . Tributary Area (This Level):. Lateral Load (This Level): - Lateral Load (Level Above):, Total Shearwall(s) Length, L Unit Wall Shear, v = F/L Shearwall Type: (} Overturning: P?nel DesI Uplift= fvriY'zj Width ft OR ____Okay by Inspection = 1117 Lbs Anchor Type: Gridilne Tributary Area Lateral Load ( Lateral Load (I Level): I Above sq.ft. Lbs Lbs Lbs Total Shearwall(s) Length, L = ______ . U 12-14— Unit Wall Shear, v = FIL = - pit Shearwall Type: (1) Overturning: Panel Design Width = _ft. OR Okay by Inspection Uplift = s2, ) t) Lbs Holdown Anchor Type: EZI HbLL1' A Gridline Tributary Area (This Level): _sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs• Total Load (All Levels), Fx = Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FIlL = pit Shearwall Type: () Overturning: Panel Design Width = _ft. OR _____Okay by Inspection Uplift= Lbs Holdown Anchor Type: 0 _*-_--, - ---- -- --- Z*l - -g •• - 4 • Eft EI1 I - $ 91. - -, ••. . •. ;c_..,. ,.. - A3 tI' lldr x\ 6ôLic.4 -1- .• . .____ . :.•..I - - k Exp. 6/lI) : - ScDUrH EL\fATI©M NEW WINDOW REVIEW U / - V 1 1' C 7M p LL. PS7 . lbs. RR= ________ lbs VMAX =______ lbs. E= 7W° ksi MMAX = _______ft-lbs. IREQD = -_- Ifl4 bit TD- David Thomas Engineering Job ,FZO/zlq- £64.iDSA/CE AM - Sheet No. 1-1 of 6L Calculated by - DT Date Beam Design DESIGN LEVEL: ,6o'c't2 3 LABEL: / - SPAN =/7.0 FT. w1= (ow)(G/) ZIo V'Lc PJI F6.t[ b zq —5-i- w2 = (o v)ô1i) W(o#)(I/ ILP 1L o PI -2 5,2% Li,) [F,-I t2.,U4) P2 = % 10 LP,) c "-z USE: )4 '4t1A GRADE: 5, 100 - C: - ALT: GRADE: _______C: RL tll4LibS. RR= _S,WL, lbs VMAX =_______ lbs. E =2JOC)O ksi MMAX = 2 ft-Ibs. I.E. = 1fl4 LABEL: T) '5 SPAN =1s 0 FT. wi =op%)z) = /(ôø F'Li q,izo M I W2b(6/ ZO i;12. L 1,100 I /,øO ] Pi = Cs,cLI 2 Li" [f $-I 2.'J.) P2= Ij D 1.b £f?jt 1*3 f&',cll 'b" USE: 7T )tU1 \)Ld\ GRADE: IO)_C: - ALT: _____________GRADE: C:_ LABEL: / 1' SPAN = Wi=&PSF)(Co/ )O W2 )'q)f. P1 = lX'yz/2) = /20 11( lbs. RR = Ø'7 lbs USE: Y'i 5( )I '!b' \)A GRADE: 5100 C: _____ VMAX = _ (/70 lbs. E = 2, (%P ksi ALT: GRADE: - C: _ M.= ft-lbs. IREQD = _____ in4 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 david@dtengsd.com Project Title: Flora Residence Engineer: David Thomas, S.E. Project ID: 15259 ProlectDescr Sheet No. _it of 51- Printed: 1 APR 2016. 1:31PM Wood Beam INC. 19812016. Build6.16.3.30. Vei6.16.3.30 Description: FB4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of EIasticiy Load Combination ASCE 7-05 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - Pill 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced 1)(0.10 1-10.16) D(2.993) Lr..) L2.24) D(O.24) 1(0.24) * D(0M0Ttr(192) L(0.91) v D(O.12) 140.12) s- 4' $ V 6.2504 Span = 17.0 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 = 0.040, L = 0.040 ksf, Extent = 0.0 ->> 3.50 ft. Tributary Width = 3.0 ft Uniform Load: D = 0.040, L = 0.040 ksf, Extent = 3.50 ->> 13.0 ft. Tributary Width = 6.0 ft Uniform Load: D = 0.040, L = 0.040 ksf, Extent = 13.0 ->> 17.0 ft. Tributary Width = 4.0 ft Point Load: D = 2.993, Lr = 0.40, L = 2.243 k Cd? 3.50 ft. (FB-1) Point Load: D = -0.0550, Li = 0.1920, L = 0.910k Cd? 13.0 ft. (FB-2) DESIGN SUMMARY - Maximum Bending Stress Ratio = 0.6621 Maximum Shear Stress Ratio = 0.537 : I Section used for this span 5.25x14 Section used for this span 5.25x14 fb : Actual = 1,984.04p5i fv : Actual = 153.05 psi FB : Allowable = 2,997.49psi Fv : Allowable = 285.00 psi Load Combination 4D+L+H Load Combination +O+L4H Location of maximum on span = 6.763ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #1 Span It where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.313 in Ratio= 652 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.629 in Ratio = 324 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C IN C I Cr Cm C CL M lb Fb V fv F'v D Only - 0.00 0.00 0.00 0.00 Length =17.Oft 1 0.379 0.319 0.90 0.983 1.00 1.00 1.00 1.00 0.99 14.62 1,02325 2703.35 4.01 81.89 256.50 'O41H 0.983 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.662 0.537 1.00 0.983 1.00 1.00 1.00 1.00 0.98 28.36 1,984.04 2997.49 7.50 153.05 285.00 404U#4 0.983 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.0 ft 11 0.297 0.251 1.25 0.983 1.00 1.00 1.00 1.00 0.98 15.80 1,105.50 3725.41 4.38 89.30 356.25 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 _____ Cell: (858) 336-9902 davidtd(engsd.com www.dtenqsd.com 1 Wood Beam Prolect Tide: Flora Residence En9lneer. David Thomas S.E. Project ID: 15259 Project Descc Sheet No. of_____ Primed: 1 APR 2016. 1:31PM INC. Ver6.1a3.30 Description: F84 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C CL M lb F'b V cv l:'v 4O+S4H 0.983 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 17.0 ft 1 0.298 0.250 1.15 0.983 1.00 1.00 1.00 1.00 0.98 14.62 1,023.25 3435.61 4.01 81.89 327.75 4O-.0.7501r40.750L4H 0.983 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.484 0.395 125 0.983 1.00 1.00 1.00 1.00 0.98 25.77 1,803.49 3125.41 6.90 140.82 35625 4040.750140.750S#1 0.983 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =17.oft 1 0.507 0.413 1.15 0.983 1.00 1.00 1.00 1.00 0.98 24.91 1,742.99 3435.61 6.63 135.26 327.75 404W+H 0.983 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.217 0.180 1.60 0.983 1.00 1.00 1.00 1.00 0.97 14.62 1,023.25 4722.68 4.01 81.89 456.00 4040.70E4H 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 17.0 It 1 0.217 0.180 1.60 0.983 1.00 1.00 1.00 1.00 0.97 14.62 1,023.25 4722.68 4.01 81.89 456.00 #040.750Lr40.7501+0.750W4H 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =17.oft 1 0.382 0.309 1.60 0.983 1.00 1.00 1.00 1.00 0.97 25.77 1,803.49 4722.68 6.90 140.82 456.00 4040.750L40.750S40.750W4j 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 17.0 It 1 0.369 0.297 1.60 0.983 1.00 1.00 1.00 1.00 0.97 24.91 1,742.99 4722.68 6.63 135.26 456.00 40-.0.750Lr40.7501.40.5250E4H 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.382 0.309 1.60 0.983 1.00 1.00 1.00 1.00 0.97 25.77 1,803.49 4722.68 6.90 140.82 456.00 -4040.750140.750540.5250E9H 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.369 0.297 1.60 0.983 1.00 1.00 1.00 1.00 0.97 24.91 1,742.99 4722.68 6.63 135.26 456.00 40.60DW4H 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 17.0 ft 1 0.130 0.108 1.60 0.983 1.00 1.00 1.00 1.00 0.97 8.77 613.95 4722.68 2.41 49.14 456.00 40.60D40.70E4H 0.983 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.130 0.108 1.60 0.983 1.00 1.00 1.00 1.00 0.97 8.77 613.95 4722.68 2.41 49.14 456.00 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Location In Span 40414H 1 0.6286 8.190 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS - Load Combination Support I Support 2 Overall MAXimum 7.791 5342 Overall MiNimum 0.363 0.229 D Only 4.171 2.470 4041.4H 7.791 5.342 -.O4Lr-'H 4.533 2.699 4.171 2.470 4040.750Lr40.750L41-1 7.158 4.795 4040.750L40.750S414 6.886 4.624 4D4W4H 4.171 2.470 4040.70E4F1 4.171 2.470 4040.750Lr40.750L40.750W4H 7.158 4.796 4040.750140.750540.750W+H 6.886 4.624 4040.750Lr40.750L40.5250E#1 7.158 4.796 40-.0.750k.0.750S40.5250EsH 6.886 4.624 40.60D4W4H 2.502 1.482 -0.60D40.70E4H 2.502 1.482 D Only 4.171 2.470 Lr Only 0.363 0.229 L Only 3.621 2.872 S Only W Only E Only H Only TDAVI D THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 daviddtengsd.com t.niAn ,ltannet4 mm Project Title: Flora Residence Engineer: David Thomas, S.E. - Project ID: 15259 Project Desci Sheet No._jk of , _3 - PtWad. 1 APR 201 1:37PM I ru U oIuwyu uumenuavia I nam Wood Beam ENERCALC. INC. 1983-2016. Build:6.163.30.Vei1.16.3.30 I Description: F8-5 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 3,100.0 psi Ebend- xx 2,000.Oksi Fc - PrIl 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced 0(0.16) 1(0.16) 0(4.42) U(*729) L(1.1) D(3.269) Lr(O.487) L(1.3* V 0(0.08) L(0.08) Vt's, 10.50 X 11.880 Span= 18.0 II 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 = 0.040, L = 0.040 ksf, Extent = 0.0->> 3.0 ft. Tributary Width = 2.0 ft Uniform Load: D = 0.040, L = 0.040 ksf, Extent = 3.0 -'> 18.0 ft, Tributary Width = 4.0 ft Point Load: D=4.420, Lr= 1.729, L= 1.10k @) 3.0 ft, (FB-1) Point Load: D = 3.269, Li = 0.4870, L = 1.30 k 13.0 ft, (FB-2) DESIGN SUMMARY .. . . . . . Maximum Bending Stress Ratio = 0.534 1 Maximum Shear Stress Ratio 0.356 :1 Section used for this span 10.50 X 11.880 Section used for this span 10.50 X 11.880 fb : Actual = 1,650.94 psi fv : Actual = 101.51 psi FB : Allowable = 3.090.52osi Fv : Allowable = 285.00 psi Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 40414H 10.117ff Span #1 0.233 in Ratio= 0.000 in Ratio = 0.723 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 925 >=360. 0<360.0 298 '=240. 0<240.0 40419H 0.000ft Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN c1 Cr Cm C C1 M lb Pb V ry Pv D Only 0.00 0.00 0.00 0.00 Length =18.0ff 1 0.396 0.282 0.90 1.000 1.00 1.00 1.00 1.00 1.00 22.66 1,100.98 2782.36 6.02 72.42 256.50 409L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.534 0.356 1.00 1.000 1.00 1.00 1.00 1.00 1.00 33.98 1,650.94 3090.52 8.44 101.51 285.00 4041.f#H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.332 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 26.38 1,281.79 3859.98 7.60 91.31 356.25 40+S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 9401257 Cell: (858) 336-9902 david@dtengsd.com Project Title: Flora Residence Engineer: David Thomas S.E. Proiect ID: 15259 Project Descr: Sheet No. ______of _2 Phad 1 APR 2016. 1:37PM Wood Beam ru u-wwidquwuvumumswawiu I ENERCALC. INC. 1983-2016. Build6.16.3 Ver.&16.3.30 I Description: 178-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C 1 Cr Cm C CL M tb Pb V tv F'v Length = 18.0 it 1 0.310 0.221 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.65 1,100.98 3552.36 6.02 72.42 327.75 4040.750Lr40.750L#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 it 1 0.427 0.304 1.25 1.000 1.00 1.00 1.00 1.00 1.00 33.91 1,647.33 3859.98 9.02 108.45 356.25 4040.750L40.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0ft 1 0.426 0.288 1.15 1.000 1.00 1.00 1.00 1.00 1.00 31.15 1,513.43 3552.36 7.84 94.24 327.75 404W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 18.0ft 1 0.223 0.159 1.60 1.000 1.00 1.00 1.00 1.00 0.99 22.66 1,100.98 4934.90 6.02 72.42 456.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.0 ft I 0.223 0.159 1.60 1.000 1.00 1.00 1.00 1.00 0.99 22.66 1,100.98 4934.90 6.02 72.42 456.00 40I0.750Lr40.750140.750W4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =18.0ft 1 0.334 0.238 1.60 1.000 1.00 1.00 1.00 1.00 0.99 33.91 1,647.33 4934.90 9.02 108.45 456.00 4040.750L40.750S40.750W41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length 18.0tt 1 0.307 0.207 1.60 1.000 1.00 1.00 1.00 1.00 0.99 31.15 1,513.43 4934.90 7.84 94.24 456.00 4040.7501f40.7501-40.5250E41 1.000 1.00 1.00 1.00 1,00 0.99 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.334 0.238 1.60 1.000 1.00 1.00 1.00 1.00 0.99 33.91 1,647.33 4934.90 9.02 108.45 456.00 4040.750L40.750S40.5250E41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.307 0.207 1.60 1.000 1.00 1.00 1.00 1.00 0.99 31.15 1,513.43 4934.90 7.84 9424 456.00 40.60D+W#$ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.134 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 13.60 660.59 4934.90 3.61 43.45 456.00 40.60D40.70E44 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.0 it 1 0.134 0.095 1.60 1.000 1.00 1.00 1.00 1.00 0.99 13.60 660.59 4934.90 3.61 43.45 456.00 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. "+ Dell Location in Span 4D40.750Lr40.750L40.5250E41 1 0.7235 9.000 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.192 7.385 Overall MINimum 1.576 0.640 DOnly 6.137 4.843 40414H 8.635 7.385 4041J4H 7.713 5.483 404841 6.137 4.843 4040.7501.140.750L4H 9.192 7.230 4D40.750L40.750S41 8.010 6.750 404W4H 6.137 4.843 4040.70E41 6.137 4.843 4D40.750lJ40.750L40,750W4H 9.192 7.230 4040.750L40.750S40.750W41 8.010 6.750 4040.750L140.750L40.5250E41 9.192 7.230 .D0.750L40.750S40.5250E#1 8.010 6.750 40.60D4W4F1 3.682 2.906 40.60D40.70E4H 3.682 2.906 DOnly 6.137 4.843 LrOnly 1.576 0.640 L Only 2.498 2.542 S Only WOnly EOnly H Only DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence _____L4 Structural Engineering Services Efl9ineer: David Thomas.E. ç Project ID: 15259 Office: (619) 940-6257 Project Descr Sheet No. 'Z _____ Ceti: (658) 336-9902 david@dtengsd.com www.dtenqsd.com Ptinte I APR 2016. 1:41PM Wood Beam = O fltS\D3VId lhom20 En ringPcls201S(t5259-Flora-WñhEngineedngtflocae I ENERCALC, INC. 1983-2016, Budd:6.16.3.30, Vei6.16.3.30 Description: FS-6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 3,100.0 psi Ebend- 2,000.0ks1 Fc - PrIl 3,000.0 psi Eminbend - 1,036.83lcsi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.03100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced 0(0.688) Lr(0.3) L( .3) j1472) 0(0.668) Lr(0.3) L(O.3) $ V 5.254.5 5.25x9.5 Span = 8.0 It Span= 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Load for Span Number 1 Uniform Load: D = 0.0160, Li = 0.020 ksf, Extent = 0.0 ->> 6.0 ft. Tributary Width = 3.0 ft Uniform Load: D=0.6680, Lr=0.30, L=0.30k1ft, Extent =6.0->"8.0ft, Tributary Width= 1.0 ft Point Load : D=1.472k(6.0ft Point Load: D=1.0k0.0ft Load for Span Number 2 Uniform Load: 0=0.6680, Lr= 0.30, L= 0.30, Tributary Width = 1.0 ft DESIGNS UMMRY.............................. ... Maximum Bending Stress Ratio = . 0.777 I Maximum Shear Stress Ratio = 0.693 : I Section used for this span 5.25x9.5 Section used for this span . 5.25x95 fb : Actual = 2,155.l9psi fv : Actual = 197.54 psi FB:Allowable = 2,771.96p51 Fv:Allowable = 285.00 psi Load Combination D Only Load Combination 404t4i, LL Comb Run (LL) Location of maximum on span = 0.000ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span #2 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.222 in Ratio = 676 >=360. Max Upward Transient Deflection -0.450 in Ratio = 426 >=360. Max Downward Total Deflection 0.859 In Ratio = 222>=120. Max Upward Total Deflection -0.125 in Ratio = 1536>=120. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C I Cr Cm C t CL M lb Fb V fv Pv 0 Only 0.00 0.00 0.00 0.00 Length =8.oft 1 0.776 0.572 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.18 2,155.19 2778.91 4.88 146.64 256.50 Length = 12.50 it 2 0.777 0.572 0.90 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 2771.96 4.88 146.64 256.50 4D-#14H, IL Comb Run (14 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence Office: (619) 940.6251 Project Descr: Sheet No. = Structural Engineering Services Engineer: David Thomas SE Project ID: 15259 . _____ _____ Cell: (858) 336-9902 davidtdtengsd.com www.dtengsd.com . . Piited 1 APR 2016. 1:41PM Wood Beam File D:StoragelDocumentsDavid Thom Engineeiing1515259-Rora-WdghftEngineelingfloraec6 ENERCALC, INC. 1983.2016, Build.6.16.3.30, Ver6.16.3.30 Description: FB.6 Load Combination Max Stress Ratios Shear Values Segment Length Span # M V C C FNCi Cr CmC t CL - Moment Values M lb Pb V lv F'v Length 8.0ft 1 0.698 0.688 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.18 2,155.19 3086.20 6.52 196.10 285.00 Length = 12.50 it 2 0.700 0.688 1.00 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3077.44 6.52 196.10 285.00 404L4H, U. Comb Run (Li) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.728 0.520 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.78 2,246.37 3086.20 4.92 148.08 285.00 Length = 12.50 ft 2 0.730 0.520 1.00 1.000 1.00 1.00 1.00 1.00 0.99 14.78 2,246.37 3077.44 4.92 148.08 285.00 404L-+H, LL Comb Run (IL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.728 0.693 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.78 2,246.37 3086.20 6.57 197.54 285.00 Length = 12.50 it 2 0.730 0.693 1.00 1.000 1.00 1.00 1.00 1.00 0.99 14.78 2,246.37 3077.44 6.57 197.54 285.00 40.Ir4H. LL Comb Run ('L.) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.559 0.550 1.25 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3853.01 6.52 196.10 356.25 Length = 12.50 ft 2 0.561 0.550 1.25 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3838.58 6.52 196.10 356.25 4D4U4H, IL Comb Run (Li 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.01t 1 0.654 0.428 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.58 2,519.89 3853.01 5.07 152.41 356.25 Length = 12.50 ft 2 0.656 0.428 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.58 2,519.89 3838.58 5.07 152.41 35625 4D4Lr411,Ll Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.654 0.567 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.58 2,519.89 3853.01 6.71 201.87 356.25 Length = 12.50 it 2 0.656 0.567 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.58 2,519.89 3838.58 6.71 201.87 35625 4D+SIH 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.608 0.447 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3546.53 4.88 146.64 327.75 Length = 12.50 it 2 Oslo 0.447 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3534.57 4.88 146.64 327.75 4040.750Lr40.75011+l, U. Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.559 0.620 1.25 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3853.01 7.34 220.83 35625 Length =12.50ft 2 0.617 0.620 1.25 1.000 1.00 1.00 1.00 1.00 0.99 15.60 2,369.85 3838.58 7.34 220.83 35625 4040.7501140.750L4H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it I 0.648 0.427 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 3853.01 5.06 152.05 356.25 Length= 12.50 It 2 0.651 0.427 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 3838.58 5.06 152.05 356.25 4040.7501140.750L4H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.648 0.635 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 3853.01 7.52 226.24 356.25 Length= 12.50 ft 2 0.651 0.635 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 3838.58 7.52 226.24 356.25 4040.750L40.750S#I, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.608 0.561 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3546.53 6.11 183.73 327.75 Length= 12.50 It 2 0.610 0.561 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 3534.57 6.11 183.73 327.75 .IO40.750140.750S.i+4, IL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.627 0.451 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 3546.53 4.91 147.72 327.75 Length= 12.50 It 2 0.629 0.451 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 3534.57 4.91 147.72 327.75 4090.750L40.750S4H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.627 0.564 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 3546.53 6.15 184.82 327.75 Lenglh= 12.50 it 2 0.629 0.564 1.15 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 3534.57 6.15 184.82 327.75 404W4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.438 0.322 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4922.92 4.88 146.64 456.00 Length= 12.50 it 2 0.440 0.322 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4897.43 4.88 146.64 456.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.438 0.322 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4922.92 4.88 146.64 456.00 Length = 12.50 it 2 0.440 0.322 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4897.43 4.88 146.64 456.00 4040.7501140.750140.750W41-1, II 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.438 0.484 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4922.92 7.34 220.83 456.00 Iength= 12.50 it 2 0.484 0.484 1.60 1.000 1.00 1.00 1.00 1.00 0.99 15.60 2,389.85 4897.43 7.34 220.83 456.00 4D40.7501r40.750L40.750W4H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.507 0.333 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4922.92 5.06 152.05 456.00 Length= 12.50 It 2 0.510 0.333 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4897.43 5.06 152.05 456.00 4040.7501140.750140.750W4i, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.507 0.496 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4922.92 7.52 226.24 456.00 Length =12.50ft 2 0.510 0.496 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4897.43 7.52 226.24 456.00 4DO.750I40.750S40.750W4H.IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.438 0.403 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4922.92 6.11 183.73 456.00 Length =12.50ft 2 0.440 0.403 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4897.43 6.11 183.73 456.00 4040.750L40.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.452 0.324 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 4922.92 4.91 147.72 456.00 Length = 12.50 It 2 0.454 0.324 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 4897.43 4.91 147.72 456.00 1040.750140.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 T DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence StructuralEngineeing Services Engineer David Thom Office: (619) 9406257 Project Descr Sheet No. \ 5 Project ID: 15259 Cell: (858) 336-9902 daviddtengsd.com www.dtenqsd.com - P4nied: 1 APR 201 1:41PM Wood Beam File= D:StorageDocumentsDavid ThomasEngineed 01Sl525bni-Wilght\Enginessngtfioraec6 ENERCALC. INC. 1983-2016 BtAkW63A, Ver1I3.30 Description: FB-6 Load Combination Max Stress Ratios -Moment Values Shear Values Segment LengthSpan # M V C d C FNC_CrCmCCLM lb Pb V fv Pv Length =8.Oft 1 0.452 0.405 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2.223.57 4922.92 6.15 184.82 456.00 Length = 12.50 It 2 0.454 0.405 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 4897.43 6.15 184.82 456.00 40.7501.P40.750L40.5250E4H, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.438 0.484 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4922.92 7.34 220.83 456.00 Length = 12.50 it 2 0.484 0.484 1.60 1.000 1.00 1.00 1.00 1.00 0.99 15.60 2,369.85 4897.43 7.34 220.83 456.00 4040.750LN0.750L40.5250E4H, U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.507 0.333 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4922.92 5.06 152.05 456.00 Length = 12.50 it 2 0.510 0.333 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4897.43 5.06 152.05 456.00 .D.0750440750L405250E41-11 U 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.507 0.496 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4922.92 7.52 226.24 456.00 Length = 12.50 it 2 0.510 0.496 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.43 2,497.10 4897.43 7.52 226.24 456.00 4040.750140.750540.5250E4H, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =101t 1 0.438 0.403 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4922.92 6.11 183.73 456.00 Length = 12.50 ft 2 0.440 0.403 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.18 2,155.19 4897.43 6.11 183.73 456.00 4040.750L40.750S40.5250E4H, ii 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.452 0.324 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2223.57 4922.92 4.91 147.72 456.00 Length = 12.50 it 2 0.454 0.324 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 4897.43 4.91 147.72 456.00 4D40.750L90.750S40.5250E4H, IL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.452 0.405 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 4922.92 6.15 184.82 456.00 Length = 12.50 it 2 0.454 0.405 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.63 2,223.57 4897.43 6.15 184.82 456.00 40.60D4W4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.263 0.193 1.60 1.000 1.00 1.00 1.00 1.00 0.99 8.51 1,293.11 4922.92 2.93 87.98 456.00 Length =12.50ft 2 0.264 0.193 1.60 1.000 1.00 1.00 1.00 1.00 0.99 8.51 1,293.11 4897.43 2.93 87.98 456.00 40.60D90.70E4H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =8.oft 1 0.263 0.193 1.60 1.000 1.00 1.00 1.00 1.00 0.99 8.51 1,293.11 4922.92 2.93 87.98 456.00 Length =12.50ft 2 0.264 0.193 1.60 1.000 1.00 1.00 1.00 1.00 0.99 8.51 1,293.11 4897.43 2.93 87.98 456.00 Overall Maximum Deflections Load Combination Span Max. •-' Dell Location in Span Load Combination Max. '+' Dell Location in Span 4D4Lr4H, IL Comb Run (I) 1 0.8592 0.000 L Only, LI Comb Run (1) -0.0829 6.525 4D40J50Lr40.750L90.5250E4H, LI 2 0.5170 6.774 0.0000 6.525 Vertical Reactions Support notation: Far left is #1 in KIPS - Values Load Combination Support 1 Support 2 Support 3 Overall MAXimum 13.774 5.943 Overall MNimum 0.648 -0.048 D Only 9.612 3.131 4D4L4H, IL Comb Run (1.) 11.487 5.006 404L4H, IL Comb Run (LI 10.260 3.083 404L4H, LI Comb Run (IL) 12.135 4.958 404.r4H, IL Comb Run (*L) 11.487 5.006 40414H, LI Comb Run (LI 10.764 2.939 4041-r4l, U. Comb Run (LI) 12.639 4.814 'O+SH 9.612 3.131 4D40.7501r40.7501-4H, U. Comb Run (* 12.424 5.943 4040.750Lr40.75014H, LL Comb Run (I 10.962 2.951 40I0.750Lr40.750L41, LI Comb Run . 13.774 5.763 9040.750L40.75084H, LL Comb Run (L 11.018 4.537 900.750140.75054H, IL Comb Run (1 10.098 3.095 4040.750140.750S+H, LI Comb Run (Ii 11.504 4.501 .04W41 9.612 3.131 +O40.70E-.H 9.612 3.131 4D40.7501r40.750L40.750W41, LI Comb 12.424 5.943 4040.750Lr40.750L40.750W4H, IL Comb 10.962 2.951 4040.750Lr40.750L40.750W4H, LI Comb 13.774 5.763 4040.750L40.750540.750W4H, IL Comb 11.018 4.537 41)40.750140.750S90.750W4H, IL Comb 10.098 3.095 9040.750140.750840.750W4H, LI Comb 11.504 4.501 0.7501-r40.7501-90.5250E41-1, LI Corn 12.424 5.943 4040.750Lr40.7501.0.5250E-*1, U. Corn 10.962 2.951 DAVID THOMAS ENGINEERING, APC Structural Engineering Services Office: (619) 9406257 Cell: (858) 336-9902 david@dtengsd.com Project Title: Flora Residence Engineer: David Thomas S.E. Prolect ID: 15259 Project Descr Sheet No. _____ of_52- Pinted: 1 APR 2016. 1:41PM Wood Beam File DSo%WcumentstDavidThomas INC. 1983-2016. Build:6.16.3.30. Vei6.16.3.30 Description: FB-6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 4040.75OLr0.7501.40.5250E4H, IL Cam 13.774 5.763 - 4040.750L40.750S40.5250E4H, LL Comb 11.018 4.537 4040.750140.750S40.5250E4H, IL Comb 10.098 3.095 4D40.750L40.750540.5250E#I, LI Comb 11.504 4.501 40.6001W1+I 5.767 1.878 40.60040.70E4H 5.767 1.878 0 Only 9.612 3.131 Li Only, IL Comb Run (1.) 1.875 1.875 t.r Only, Ll Comb Run (I1 1.152 -0.192 Li Only, IL Comb Run (LL) 3.027 1.683 I Only, LL Comb Run (1.) 1.875 1.875 I Only, IL Comb Run (Ii 0.648 -0.048 lOnly, U. Comb Run (IL) 2-523 1.827 S Only W Only E Only H Only Job /2-064 Z6,ZPF#tE 1551 Sheet No. of 57- David Thomas Engineering Calculated by_DTDate Beam Design DESIGN LEVEL: SEt) LABEL: SPAN= 2A FT. Wi= (1&cr)(4) .- (,L 1)L. W2 = P, = &', = Co c' L''S (F3,-.I.J i = 41001646 ) Lpp 1~Le •. .F)(I)tIVA FXZ)4)]()RL 2 lbs. RR = lbs USE: 5g1 x GRADE: 5,1QQ C: Vmm = 1)OO lbs. E = Zôe) ksi ALT: GRADE: _C: MAW = ft-lbs. IREQ'D = _ifl4 LABEL: SPAN = _FT. WI = W2 = PI= P2= lbs. R,=lbs USE:GRADE: C: VMAX =lbs. E =ksi ALT: GRADE: C: MMAX = _ft-lbs. IREQD = in4 LABEL: SPAN = FT. W,= W2 = I P1 = P2 = _______ lbs. RR = lbs USE: GRADE: C: V =_______ lbs. E = ksi ALT: GRADE: C: _____ Mx =ft-lbs. IREQO =_____ ifl4 DAVID THOMAS ENGINEERING, APC /W\Structural Engineering Services Office: (619) 940-6257 Cell: (858) 336-9902 daviddlengsd.com Project Title: Flora Residence Engineer David Thomas, S.E. Project ID: 15259 1 Project Descr: Sheet No. __of - Pdnled: 1 APR 2016. 1:42PM Wood Beam INC. Ver.6.16.3.30 Description: FB-7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 ft - Compr 3,100.0 psi Ebend- xx 2,000.01(si Fc - Pill 3,000.0 psi Eminbend - xx 1,036.83 ksl Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 west Fv 285.0 psi Ft 1,950.0 psi Density 41 .750 pcf Beam Bracing : Completely Unbraced - 1)(0.24) Lr(O.3) U8$)U() 5.2501.875 5.2501.875 Span =5.50ft Span =3.Oft 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 = 0.0160 ksf, Tributary Width= 4.0 It Point Load: D = 0.240, 11= 0.30k (lIt 2.50 It Load for Span Number Uniform Load: D = 0.0160 ksf, Tributary Width = 4.0 it Point Load : D=3.784, Lr= 1.875, L= 1.875 kt3.0ft Point Load: 0=5.018, Lr=1.495, L=2.990kc3.0ft DESIGN SUMMARY IIfIiI.) Maximum Bending Stress Ratio = 0.072 1 Maximum Shear Stress Ratio = 0.067 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 lb : Actual = 278.28 psi fv : Actual = 23.96 psi FB : Allowable = 3,856.36 psi Fv: Allowable = 356.25 psi Load Combination 404r-'H, LL Comb Run (LL) Load Combination 40+Lr+H, LL Comb Run (L Location of maximum on span = 5.500 ft Location of maximum on span 5.500 ft Span #where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 10132 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.042 in Ratio= 3140 >=240. Max Upward Total Deflection -0.002 in Ratio = 19182 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Sbass Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C l Cr Cm C It CL M lb Pb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.069 0.065 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 2780.57 0.70 16.74 256.50 Length = 3.0 ft 2 0.068 0.065 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 2784.99 0.70 16.74 256.50 4D414H, LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC StructuralEngineering Services Office: (619) 940-6257 Cell: (858) 336-9902 davld©dtengsd.com wWN.dtenasd.com Wood Beam.• Project Tulle: Flora Residence En9ineec David Thom Project Descr Sheet No. Project ID: 15259 Piinled: I INC. 1902016, Bui!d:6.16.3.30, Ver.6.16.3.30 Desciipon: 1`13-7 Load Combination Max St,ess Ratios Moment Values Shear Values Segment Length Span # M V Cd C IN C j Cr Cm C t CL M lb Pb V fv Pv Length = 5.50 ft 1 0.062 0.059 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3088.27 0.70 16.74 285.00 Length =3.oft 2 0.062 0.059 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3093.79 0.70 16.74 285.00 .1)41,41-1, IL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.062 0.059 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.95 190.75 3088.27 0.70 16.74 285.00 Length =3.oft 2 0.062 0.059 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3093.79 0.70 16.74 285.00 4O414H, LL Comb Run (IL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.082 0.059 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3088.27 0.70 16.74 285.00 Length = 3.0 ft 2 0.062 0.059 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3093.79 0.70 16.74 285.00 IL Comb Run (t) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.049 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3856.36 0.70 16.74 356.25 Length =3.0ft 2 0.049 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3865.22 0.70 16.74 356.25 4D4.r4H, LL Comb Run (Li) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 L.eng1h = 5.50 ft 1 0.072 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.86 278.28 3856.36 1.00 23.96 356.25 Length = 3.0 ft 2 0.072 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.86 278.28 3865.22 1.00 23.96 356.25 404(1411,11 Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length = 5.50 ft 1 0.072 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.86 278.28 3856.36 1.00 23.96 356.25 Length = 3.0 ft 2 0.072 0.067 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.86 278.28 3865.22 1.00 23.96 356.25 +0+S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3549.33 0.70 16.74 327.75 Length =3.0ft 2 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3556.75 0.70 16.74 327.75 4040.750Lr40.750L4HLI Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.049 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3856.36 0.70 16.74 356.25 Length =3.0ft 2 0.049 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3865.22 0.70 16.74 356.25 4D.O.750Lr4O.7501#l,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.066 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 3856.36 0.92 22.15 35625 Length =3.0ft 2 0.066 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 3865.22 0.92 22.15 356.25 4040.750Lr40.7501.41-1, IL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.066 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 3856.36 0.92 22.15 356.25 Length =3.0 It 2 0.066 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 3865.22 0.92 22.15 356.25 -+O.0.750L40.750S4f1, IL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.501t 1 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3549.33 0.70 16.74 327.75 Length =3.0ft 2 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3556.75 0.70 16.74 327.75 '.040750L40750S4f LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3549.33 0.70 16.74 321.75 Length = 3.0 ft 2 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 19075 3556.75 0.70 16.74 321.75 -+040.750140.75054H. LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3549.33 0.70 16.74 327.75 Length = 3.0 ft 2 0.054 0.051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 3555.75 0.70 16.74 327.75 40+W-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.501t 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length = 3.0 ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 4040.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.oft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 -I040.750Lr40.750140.750W-+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.0ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 4040.750LJ40.750140.750W411, IL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.052 0.049 1S0 1.000 1.00 1.00 1.00 1.00 0.99 2.64 256.40 4928.72 0.92 22.15 456.00 Length =3.0ft 2 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 4943.77 0.92 22.15 456.00 40.0.7501140350L-.0750W41. IL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.64 256.40 4928.72 0.92 22.15 456.00 Length = 3.0 it 2 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 4943.77 0.92 22.15 456.00 4040.750L40.750S40.750W4(, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.0ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 -.D-.0.750140.750540.750W4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.0ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456,00 40+0.750L40.750S40.750W4H, IL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC Project hUe: Flora Residence Structural Engineering Services Engineer: David Thoms Project ID: 15259 Office: (619) 940-6257 Project Descr Sheet No. -Z&- Of Cell: (858) 336-9902 david@dtengsd.com www.dtenqsd.com Punted: 1 APR 2015. 1:42PM TWood Beam F8e = Q.~WN90=nwIsTla4ld Themes EnginngPre l5oa-W,ighftEngineeñng\floraec6 ENERCAIC. INC. 1983.2016, Built6i6.3.30. Ver6.16.330 Description: F8-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v C C FN C 1 Cr Cm C CL M lb Pb V W F'v Length =5.50ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length = 3.0 It 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 4D40.7501J40.7501.40.5250E41. U 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.0ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 41>40.750L140.750140.5250E4H, U 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =550f1 1 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.64 256.40 4928.72 0.92 22.15 456.00 Length =3.oft 2 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 4943.77 0.92 22.15 456.00 4040.75OLr40.7501.40.5250E41-1, U 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.64 256.40 4928.72 0.92 22.15 458.00 Length =3.Oft 2 0.052 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 256.40 4943.77 0.92 22.15 456.00 4040.750L40.750540.5250E4H, Li 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.oft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 4040.750L40.750S40.5250E4F1, Li. 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50'it 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.0ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 40+0.750L40.750S40.5250E4H, IL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.96 190.75 4928.72 0.70 16.74 456.00 Length =3.0ft 2 0.039 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 190.75 4943.77 0.70 16.74 456.00 40.6004W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.023 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.16 114.45 4928.72 0.42 10.04 456.00 Length =3.0ft 2 0.023 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.18 114.45 4943.77 0.42 10.04 4500 40.601340.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 1 0.023 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.18 114.45 4928.72 0.42 10.04 456.00 Length =3.0ft 2 0.023 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.18 114.45 4943.77 0.42 10.04 456.00 Overall Maximum Deflections. Load Combination Span Max.'.? Dell Location in Span Load Combination Max. + Dell Location in Span 4D+&I4H, IL Comb Run (I') 1 0.0420 0.000 0.0000 0.000 2 0.0000 0.000 4041j4H, LL Comb Run (1*) -0.0019 1.251 Vertical Reactions Suppoit notation: Far left is 91 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.068 14.448 Overall MiNimum 0.600 .0300 D Only 1.468 8.271 404L4H, IL Comb Run ('1) 1.468 1136 ..D4L4ff,LL Comb Run (1) 1.468 8.271 - 4D+14H, LL Comb Run (LL) 1.468 13.136 .04Lr4H, Li. Comb Run (1) 1.468 11.641 4O4.r4H, IL Comb Run (1*) 2.068 7.971 -.OvLr4H.LL Comb Run (U) Use 11.341 40+S41 1.468 8.271 4040.750Lr40.750141, LL Comb Run ( 1.468 14.448 4040.7501r40.750L4H, U. Comb Run (L 1.918 8.046 4040.7501-r40.75014H. IL Comb Run (I 1.918 14.223 .e040.750140.750S4H, LL Comb Run (1. 1.468 11.920 -1040.750140.750S4H, LL Comb Run (1 1.468 8.271 4040.750140.750S4H, Li. Comb Run (LL 1.468 11.920 1.468 8271 4040.70E4H 1.468 8.271 .D40.750Lr40.750140.750W4H. IL Comb 1.468 14.448 -n040.750Lr4O.750L40.750W4H, IL Comb 1.918 8.046 ..D..0.750Lr40.750L40.750W-.1. LL Comb 1.918 14.223 4040.750140.750S40.750W41-1, LL Comb 1.458 11.920 'O90750L40750S40750W4H LL Comb 1.468 8.271 4040.750140.750S40.750W4H, IL Comb 1.468 11.920 1040.7501r40.750140.5250E.H, LL Corn 1.468 14.448 .e0407501-r407501-405250E41-1 IL Corn 1.918 8.046 DAVID THOMAS ENGINERINGI APC Structural Engineering Services Office: (619) 940-6257 \ Cell: (858) 336-9902 david@dtengsd.com nnsalt ,ltanne.4 1.%i., Project litle: Flora Residence Engineer David Thomas 1 I S.E. Project Descc Sheet No. _L of_ Project ID: 15259 Printed: I APR 2016. 1:42PM ruuu Id I IiUID I Wood Beam ENERCALc, INC. 1983-2016, Build616.3.), Ver:6.1&3.30 I Description: FB-7 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support Jr Support2 Support3 40750.7L52E4H, U. Corn 1.918 14.223 4040.750L40.750S40.5250E4H, LL Comb 1.468 11.920 4040.750L40.750S40.5250E4H, U. Comb 1.468 8271 4040.750L-.0.750S40.5250E-*4, LL Comb 1.468 11.920 40.6004W4H 0.881 4.963 40.60D40.70E4H 0.881 4.963 0 Only 1.468 8.271 Lr Only, LL Comb Run (14 0.000 3.310 LrOnly. IL Comb Run (LI 0.600 -0.300 Li Only, LL Comb Run (IL) 0.600 3.070 L Only, LL Comb Run (1) 4.865 L Only, LL Comb Run (1) L Only, IL Comb Run (LL) 4.865 S Only W Only E Only H Only Boise Cascade BC CALC® Design Report Build 4516 Job Name: Address: City, State, Zip:, Customer: Code reports: ESR-1 336 Single 9-112" BCI® 6000-1.8 DF RafteñRJ-1 Dry I I span I No cantilevers 0/12 slope March 29, 2016 22:06:22 24 OCS I Repetitive File Name: BC CALC Project i Description: Designs\RJ-1 Specifier Designer: David Thomas, S.E. Company: David Thomas Engineering, APC Misc: Ib-UU-OU BO BI Total Horizontal Product Length = 15-00-00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 300/0 300/0 B1, 2-1/2" 300/0 300/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 900/0 11576 160% 125% I Standard Load Unf. Area (Ib/ftA2) L 00-00-00 15-00-00 20 20 24 Controls Summary Value %AUowabte Duration Case Location Pos. Moment 2,163 ft-lbs 68.4% 100% 1 07-06-00 End Reaction 600 lbs 47.1% 100% 1 00-00-00 End Shear 583 lbs 37% 100% 1 00-02-08 Total Load Defi. 11366 (0.483") 65.6% n/a 1 07-06-00 Uve Load Defi. 11732(0.241") 49.2% n/a 5 07-06-00 Max Defi. 0.483" 48.30A n/a 1 07-06-00 Span I Depth 18.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-112" x 2-5116" 600 lbs n/a 47.1% Unspecified BI Wall/Plate 2-1/2" x 2-5/16" 600 lbs n/a 47.1% Unspecified Cautions For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not occur. For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow surcharge load. Notes Design meets User specified (11240) Total load deflection criteria. Design meets User specified (11360) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before Installation. BCCALC®, BC FRAMER®,AJS"', ALUOIS71S, BC RIM BOARD"', BCI®, BOISE GLULAM"', SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIMS, VERSA-STRANDS, VERSA-STUDS are trademarks of Boise Cascade Wood Products LLC. Page 1 of 1 BcIseCascade Single 11-718" BCI® 6000-1.8 DF JoistlFJ-1 _______ Dry fi span I No cantilevers 1 0/12 slope March 29, 2016 22:06:17 BC CALC® Design Report 16 OCS I Repetitive I Glued & nailed construction Build 4516 File Name: BC CALC Project '(o I 57— Job Name: Description: DesignsFJ-1 Address: Specifier: City, State, Zip:, Designer: David Thomas, S.E. Customer. Company: David Thomas Engineering, APC Code reports: ESR-1 336 Misc: - 15-00-00 BO BI Total Horizontal Product Length = 15-00-00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 400/0 400/0 B1, 2-1/2" 400/0 400/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% I Standard Load Unf. Area (lb/ft*2) L 00-00-00 15-00-00 40 40 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 2,884 fl-lbs 71% 100% 1 07-06-00 End Reaction 800 lbs 61.5% 100% 1 00-00-00 End Shear 778 lbs 46.4% 100% 1 00-02-08 Total Load Defi. 1J541 (0.326") 88.7% nla 1 07-06-00 Live Load Defi. Ui .082 (0.163") 55.5% nla 2 07-06-00 Max Defi. 0.326" 32.6% n/a 1 07-06-00 Vibration 141 7" 79.2% n/a 00-00-00 Span I Depth 14.9 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim. (Lx W) Value Support Member Material BO Wall/Plate 2-1/2" x 2-5116" 800 lbs n/a 61.5% Unspecified BI Wall/Plate 2A/2"x2-5116' 800 lbs n/a 61.5% Unspecified Vibration Summary Subfloor 23132" OSB, Glue + Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Design meets User specified (U480) Total load deflection criteria. Design meets User specified (11600) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23132" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability tsr particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be In accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS, ALLJOIST® • BC RIM BOARD1?A, BCI®, BOISE GLULAM, SIMPLE FRAMING SYSTEM®, VERSA-LAMS, VERSA-RIM PLUS®. VERSA-RIM®, VERSA-STRANDS, VERSA-STUDS are trademailcs of Boise Cascade Wood Products L.L.C. Page 1 of 1 Boise Cascade Single 9-112" BCI® 6000-1.8 OF JoistDJ4 Dry II span I No cantilevers 1 0/12 slope March 29, 2016 22:06:28 BC CALC® Design Report -- 16 OCS Repetitive I Glued & nailed construction Build 4516 File Name: BC CALC Project irJ I 5L Job Name: Description: Designs\DJ-1 Address: Specifier City, State, Zip:, Designer. David Thomas, S.E. Customer: Company: David Thomas Engineering, APC Code reports: ESR-1 336 Misc: 13-00.00 BO BI Total Horizontal Product Length =13-00-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 347/0 217/0 Bi, 2-1/2" 347/0 217/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% - 115% 160% 125% I Standard Load Unf. Area (lb/ft"2) L 00-00-00 13-00-00 40 25 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 1,750 ft-lbs 55.3% 100% 1 06-06-00 End Reaction 563 lbs 44.2% 1000/0 1 00-00-00 End Shear 545 lbs 34.6% 100% 1 00-02-08 Total Load Defi. 11626 (0.244") 76.7% nla 1 06-06-00 Live Load Defi. 111,017 (0.15") 59% n/a 2 06-06-00 Max Defi. 0.244" 24.4% n/a 1 06-06-00 Vibration IT 7" 76.9% n/a 00-00-00 Span I Depth 16.1 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim. (L xW) Value Support Member Material BO Wall/Plate 2-1/2" x 2-5/16" 563 lbs n/a 44.2% Unspecified Bi Wall/Plate 2-1/2" x 2-5/16" 563 lbs n/a 44.2% Unspecified Vibration Summary Subfloor: 23/32" OSB, Glue + Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Design meets User specified (11480) Total load deflection criteria. Design meets User specified (11600) Uve load deflection criteria. Design meets arbitrary (I") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23132" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before Installation. BC CALC®, BC FRAMER® ,AJSTh, ALLJOlST®, BC RIM BOARD, BCK5, BOISE GLULAMTh, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIMS, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 1 of I DAVID THOMAS ENGINEERING, APC Structural Engineering Services ~E\Office: (619) 940-6257 Cell: (858) 336-9902 david©dtengsd.com etlannnA -- Project Title: Flora Residence Engineer David Thom,asS.E. Project ID: 15259 Project Descc Sheet No. ')7 of______ Prmted 7 APR 2QIE 9:44PM Wood Beam rue= uieucumeniujavio IMMM tnynnn91rru1ouDL-rIwd-vvngnatn5Ineenngue ENERcALC. INC. 1983-2016 Sullth6.16.3.30, Ver5.16.3.30 I Description: FJ-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Compr 900 psi Ebend- xx 1600ks1 Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc Peip 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31 .2 cf Beam Bracing : Completely Unbraced 0(0.0402) 1(0.0536) Span = 7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.030, L = 0.040 ksf, Tributary Width 1.340 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.814 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2x6 Section used for this span 2x6 fl Actual = 929.02 psi fv Actual = 53.28 psi FB: Allowable = 1,141.05psi Fv: Allowable = 180.00 psi Load Combination 404.41 Load Combination 404.41 Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 959>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<35() Max Downward Total Deflection 0.156 in Ratio = 538 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C FN C 1 Cr Cm C t CL Moment Values M lb Pb V Shear Values fv Fv 409H 0.00 0.00 0.00 0.00 Length =7.oft 1 0.396 0.144 0.90 1.300 1.00 1.00 1.00 1.00 0.98 0.26 408.08 1030.49 0.13 23.40 162.00 404141 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =7.oft 1 0.614 0.296 1.00 1.300 1.00 1.00 1.00 1.00 0.98 0.59 929.02 1141.05 0.29 53.28 180.00 0*Lr4t 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =7.oft 1 0.289 0.104 1.25 1.300 1.00 1.00 1.00 1.00 0.97 026 408.08 1412.08 0.13 23.40 225.00 0+S41 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.313 0.113 1.15 1.300 1.00 1.00 1.00 1.00 0.97 0.26 408.08 1304.68 0.13 23.40 207.00 -0.0.750Lr40.750L4H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length =7.oft 1 0.566 0.204 1.25 1.300 1.00 1.00 1.00 1.00 0.97 0.50 798.78 1412.08 0.25 45.81 225.00 *D*0.750U.0.750841 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 of T DAVID THOMAS ENGINEERING, APC Project Title: Flora Residence Structural Engineering Services Engineer David Thomas S.E. Office: (619) 940-6257 Project Dew. Sheet No. - Project ID: 15259 Cell: (858) 336-9902 david©dtengsd.com www.dtengsd.com Pinted: 7 APR 2016. 944AAi Wood Beam ThO(fl thedngec201M15259-WdghViEngengtilozaec6 ENERCAL.C. INC. 1983-2016. Bultd:6i6.3.30. Ver6.16 3.30 Description: Load Combination Max Stress Ratios Moment Values - Shear Values Segment Length Span # M V C C FN C, Cf Cm C t C1 M lb F'b - V tv Fv Length =7.011 1 0.612 0.221 1.15 1.300 1.00 1.00 1.00 1.00 0.97 0.50 798.78 1304.68 0.25 45.81 207.00 4040.60W4H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.230 0.081 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0.26 408.08 1774.52 0.13 23.40 288.00 4040.70E4H 1.300 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.230 0.081 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0.26 408.08 1774.52 0.13 23.40 288.00 750Lr47501,40.450W4H 1.300 1.00 1.00 tOO 1.00 0.95 . 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.450 0.159 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0.50 798.78 1774.52 0.25 45.81 288.00 4040.750140.750S40.450W4H 1.300 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.450 0.159 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0.50 798.78 1174.52 0.25 45.81 288.00 4040.750L40.750S40.5250E4H 1.300 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=7.0ft 1 0.450 0.159 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0.50 798.78 1774.52 0.25 45.81 288.00 40.60D40.60W40.60H 1.300 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =7.oft 1 0.138 0.049 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0,15 244.85 1774.52 0.08 14.04 288.00 40.60D40.70E40.6011 1.300 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.138 0.049 1.60 1.300 1.00 1.00 1.00 1.00 0.95 0.15 244.85 1774.52 0.08 14.04 288.00 Overall Maximum Deflections Load Combination Span Max. . DeS Location in Span Load Combination Max. + Dell Location in Span 4044l 1 0.1561 3.526 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support Support Overall MAXimum 0.335 0.335 Overall MiNimum 0.088 0.088 4DH 0.147 0.147 *0419H 0.335 0.335 4041J4H 0.147 0.147 40464H 0.147 0.147 O40.750t.140.75014i 0.288 0.288 4O..O.750140.750S4H 0.288 0.288 4040.60W4H 0.147 0.147 4040.70E4H 0.147 0.147 4040.7501-r40.7501.40.450W-.H 0.288 0.288 4040.750L40.750340.450W4H 0.288 0.288 .O.0750140.750S40.5250E4H 0.288 0.288 40.60D40.60W40.60H 0.088 0.088 40.60D40.70E40.60H 0.088 0.088 D Only 0.147 0.147 LrOnly L Only 0.188 0.188 S Only W Only E Only H Only TDE David Thomas Engineering Job Flora Residence 15259 Sheet No. 6/0 of Calculated by DT Date__________ LATERAL DESIGN (Sheet 1) Wind Design Method Used = Main Wind-Force Resisting System (MWFRS) - Method 2 Maximum Building Height (z) = 30 feet (110 mph for California) Design Wind Speed =_110_mph Exposure Category = C (per ASCE-7, 6.5.6.3) Importance Factor (I) =_1.00 (per ASCE-7, Table 1.5-2) Ku = 1.00 (per ASCE-7, 26.8.2) 1.40 (per ASCE-7, Figure 28.6-1) P530 = 17.70_psf (per ASCE-7, Figure 28.6-1) 0.6 x Ps =[_14.87]psf Ps = Ax K x I x P 0 (per ASCE-7, 6.4.2.1, Equation 6-1) (reduced for ASD load combos) Adjust Factor X Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Seismic Design Method used = Equivalent Lateral Force Procedure Occupancy Category = 2 (per ASCE-7, Table 1-1) (Residential = 2.0) R = 6.5 (per ASCE-7, Table 12.2-1) (Wood Shearwalls = 6.5) I = 1.00 (per ASCE-7, Table 11.5-1) (Residential = 1.0) Site Class = D (per ASCE-7, 11.4.2) (Assume Site Class = "D w/o Soils Report) Ss = 1.161 g (0.2 sec) Fa = 1.035 1 SDS = 0.801 g S1 = 0.445 g (1 sec) F = 1.555 SDI = 0.461 g Seismic Design Category (SDS) = D (Use the worst case seismic design category) Seismic Design Category (SD 1) = D T. = 0.256 sec Cthx (per ASCE-7, Equation 12.8-7) CS = 0.123 SDS/(R/I) (per ASCE-7, Equation 12.8-2) Cs.. = 0.277 SD1/Ta(R/I (per ASCE-7, Equation 12.8-3) C5 =0.010 C> 0.01 or 0.5Si/(R/l) (per ASCE-7, Eq. 12.8-5 / 12.8-6) C=_0.123 1 Assumed Factor of Safety p =_1.3 V =_0.114 ]w (C t*p)*WJ1.4 (ASD) x J 1.20 J = 10.137 W. cz- job Flora Residence 15259 Sheet No. of 41 Calculated by DT Date David Thomas LATERAL DESIGN (Sheet 2) BUILDING WEIGHTS Total installed Roof Weight Total Installed Floor Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? ROOF LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension 2ND FLOOR LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension =_l6psf =_40psf =_4Opsf 16 psf =_6psf =_NYorN Roof =L_1177 sq. ft = 195 ft = ill ft N-S= 22 ft. Roof = 286J sq. ft. =1_211ft. =[ 116 ]ft. N-S=20Jft, ___Roof Project Height HPlate Height Floor Plate Height * Alternate Ext Wall = 2ft = 8ft = 8ft =1 Jpsf Deck = sq. ft Alt =_ift. 1ft. TOTAL = 47340 LBS. Floor= 1511_sq. ft Deck =(2941sq. ft. Alt ft, E-W=I_2i]ft. TOTAL = 109116 LBS. TOTAL BUILDING DEAD LOAD, WT. C5(adjusted) BASE SHEAR, V = 156,456.00 = 0.137 = 21,486.06 LBS. LBS. See Lateral Design Loads Spreadsheet LATERAL LOAD DISTRIBUTI Diaphragm Level ROOF 2nd Story Weight (wy) 47.34 kips 109.116 kips Story Height (h,J 17 ft 8 ft. Story Weight x Height (wx x lii) 804.78 kip-ft 872.928 kip-ft. (Wxxh,J/E(wjxhj) 0.47969 0.52031 Story Force (F) 10306.7 lbs. 11179.4 lbs. Story Area (A) 1500 sq. ft 2091 sq. ft Story Unit Shear (Vi) 6.87 psf 5.35 psf WIND VS. SEISMIC COMPARISON Wind Pressure (P) = 14.87 psf See Lateral Design Loads Spreadsheet Story Linear Forces = ROOF NORTH-SOUTH Wind = 14.87 psf x 6 ft. 89 plf SEISMIC GOVERNS NORTH-SOUTH Seismic = 6.87 psf x 22 ft 151 plf EAST-WEST Wind = 14.87 psf x 6 ft : 89 plf SEISMIC GOVERNS EAST-WEST Seismic = 6.87 psf x 15 ft : 103 plf Story Linear Forces = 2nd NORTH-SOUTH Wind = 14.87 psf x 9 ft 134 plf CUMULITIVELY NORTH-SOUTH Seismic = 5.35 psf x 20 ft. 107 plf SEISMIC GOVERNS EAST-WEST Wind = 14.87 psf x 9 ft 134 plf SEISMIC GOVERNS EAST-WEST Seismic = 5.35 psf x 26 ft : 139 plf TE David Thomas Engineering Shearwall Job Flora Residence 1 i Sheet No. 7.- of 52 Calculated by DT Date Design 2M6 Story Shearwalls WS Direction Unit Lateral Load, V = psf Gridline LI 15- Tributary Area (This Level): (f't/2)(U) 3 £/ Z sq. ft. Lateral Load (This Level): 2, "rZ' Lbs Lateral Load (Level Above): - Lbs Total Load (Alt Levels), F= '2,,c6 Lbs Total Shearwall(s) Length, L = (23/3) + zL2 ,f2')3 '5/I ft. Unit Wall Shear, v = FIL pif Shearwall Type: (4 Overturning: Panel Design Width = Uplift .f Holdown Anchor Type: E.I 'f -)1U46' ft OR _____ Okay by Inspection Z 25 Lbs Tributary Area (This Level): Q/f)(to') -F Gridline I - =.) 24 sq. ft. Lateral Load (This Level): 3J&J9 Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F (,/'l Lbs Total Shearwall(s) Length, L = 2 i-il 2 ft Unit Wall Shear, v = FIL = /2 plf Shearwall Type: (j / ft. OR I Okay by Inspection Panel Design Width = Overturning: Uplift= Lbs Holdown Anchor Type: Gridline /0/IL Tributary Area (This Level): Y sq. ft. Lateral Load (This Level): 2 ,99 l Lbs Lateral Load (Level Above): -- Lbs Total Load (All Levels), F = 2.1M Lbs Total Shearwall(s) Length, L = ft Unit Wall Shear, v = F/L = 2 o'I pif Shearwall Type: (j Overturning: Panel Design Width = ft. OR Okay by inspection Uplift = 2 Lbs Holdown Anchor Type: jMST2d A ,Ei .. TE David Thomas Engineering Job Flora Residence Sheet No. of Calculated by - DT Date Shearwall Design Stoty Shearwalls Direction Unit Lateral Load, v = psf Gridline 17 sq. ft. Tributary Area (This Level): Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): - Total Load (All Levels), F= /,'l '1 Lbs Total Shearwall(s) Length, L = ft z;'1?[Z'25/f)) =5Ct ft Unit Wall Shear, v = F./L' = 254 plf Shearwall Type: ~D Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = (zc2)i8) 2p14 Lbs Holdown Anchor Type: J -zp' Awh f!J rro-AX961) Gridline Tributary Area (This Level): sq. ft. Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), Fx= Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = F!L = plf Shearwall Type: KI Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: 0 Gridline Tributary Area (This Level): sq. ft. Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), F = Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FIL = plf Shearwall Type: () Overturning: Panel Design Width = ft OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: 0 - Job _Flora Residence I'71 T E Sheet No. of 52- David Thomas Engineering Calculated by_DT -Date _________ Shearwall Design Wt Story Shearwalls f-VJ Direction Unit Lateral Load, v = 6.87 psf Gridline 0 I'- Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Total Shearwall(s) Length, L Unit Wall Shear, v = F/L Total Load (All Levels), Fx = = /2ci-wZ ft. = /50 plf sq.ft. Lbs Lbs Lbs Shearwall Type: I / Overturning: Panel Design Width = ft. OR V Okay by Inspection Uplift = Lbs Holdown Anchor Type: 0 Gridline______________ Tributary Area (This Level): (j/i)(i ,) sq. ft. Lateral Load (This Level): JZJ.i!1' Lbs Lateral Load (Level Above): Lbs 3) Total Load (All Levels), F 244 Lbs 1,3175/ Total Shearwall(s) Length, L = Unit Wall Shear, v = FJL = t,/ pif Shearwall Type: Overturning: Panel Design Width = ft. OR Okay by Inspection UpIift=II)l/'95lt'8) = 2.f1O Lbs Holdown Anchor Type: E 1 h5T 'g Gridline Tributary Area (This Level): sq.ft. Lbs Lateral Load (This Level): Lateral Load (Level Above): Lbs Total Load (All Levels). F Lbs Total Shearwall(s) Length, L = __ ft. Unit Wall Shear, v = FXIL = 31 \ plf Shearwall Type: Ail Overturning: ,el Design Width = ft. OR Okay by Inspection Uplift= (591 = 7-1 &K Lbs Holdown Anchor Type: 'M5tI$13) - - Total Load (All Levels), F = pif 3 44 sq.ft -O7 Lbs Lbs Lbs Job _Fiora Residence ) 7DFLk Sheet No. _of David Thomas Engineering Calculated by DT Date_________ Shearwall Design Story Shearwalls Direction Unit Lateral Load, v =______ psf Gridline Tributary Area (This Level):, Lateral Load (This Level): - Lateral Load (Level Above): Total Shearwall(s) Length, L Unit Wall Shear, V = FJL Shearwall Type: C) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: J Gridline sq. ft. Tributary Area (This Level): Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), F= Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = F/L = plf Shearwall Type: (I) Overturning: Panel Design Width = ft OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: 0 Gridline Tributary Area (This Level): sq. ft. Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), F = Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = FIL = plf Shearwall Type: (I) Overturning: Panel Design Width = ft OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: 0 P David Thomas Engineering Job Flora Residence I Sheet No. 'IC, of 57_ Calculated by _DT Date Shearwall Design ______ Story Shearwalls Al- 5 Direction Unit Lateral Load, v = ' 3 psf Gridline __________ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Total Shearwall(s) Length, L Unit Wall Shear, v = FXIL Shearwall Type: Total Load (All Levels), F = = ft. pif qa,g sq.ft Z cY Lbs Lbs q1,rn Lbs Overturning: Panel Design Width = ft. OR Okay by inspection Uplift = J/f(cci 71q4)15- 430 Lbs Holdown Anchor Type: I1 1fltn22 Gridline 54 Tributary Area (This Level): sq.ft. ( & Lateral Load (This Level): Lbs 2.35 Lateral Load (Level Above): Lbs Total Load (All Levels). Fx= JO S Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FXIL Shearwall Type: (j) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift =I 0 !(" 3,5) () i/IL Lbs Holdown Anchor Type: El ' Gridline '7 Tributary Area (This Level): 97, 7V1 i _200 sq. ft. Lateral Load (This Level): ,'j 090 Lbs Lateral Load (Level Above): - Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = F/L Shearwall Type: ~3 Overturning: Panel Desig Total Load (All Levels), Fx = ctt = 't2'1 pif +1,l_° 7€'I Width = ft. OR Okay by Inspection (p Lbs Uplift = Lbs Holdown Anchor Type: 91 t '1 u8' Job Flora Residence TD Sheet No. ___of___________ David Thomas Engineering Calculated by DT Date________ Shearwall Design i i Story Shearwalls _ Direction Unit Lateral Load, v = 3e3( psf Gridline / Tributary Area (This Level): (21/ZX12)_f(Zi )i)(0) sq: ft. Lateral Load (This Level): ç Z 3 Lbs Lateral Load (Level Above): (1hi) ( Z)1a13) _ 0 & I Lbs Total Load (All Levels), F = 1,,Y5:3 Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FIL = 2'II pif Shearwall Type: (]) Overturning: P nel Design Width = ft OR Okay by Inspection Uplift= Lbs Holdown Anchor Type: MbLI Gridline /! r Tributary Area (This Level): (_2 __ 315- sq. ft. Lateral Load (This Level): - /,3( Lbs Lateral Load (Level Above): (jIJI7l'-I)t1il1_ 21'7I Lbs / Total Load (All Levels), F= 3_'35) Lbs Total Shearwall(s) Length, L = 21' ft. Unit Wall Shear, v = FX/L = I b pif Shearwall Type: (j Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift= (t3&)(') Lbs Holdown Anchor Type: EJ i4 hit 1' Gridline Tributary Area (This Level): sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = Lbs Total Shearwall(s) Length, L = ft. Unit Wall Shear, v = F)JL = plf Shearwall Type: 'C) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: El TDE David Thomas Engineering Job Flora Residence Sheet No. _____qx of 57. Calculated by _DT Date Shearwall Design Story Shearwalls E-W Direction Unit Lateral Load, v = psf Gridline Tributary Area (This Level): (zrh)() i/4lZ )(i) 99 sq. ft. Lateral Load (This Level): ~ 20Co Lbs Lateral Load (Level Above): .5 o97 Lbs Total Load (All Levels), F = /o ?'ôf Lbs Total Shearwall(s) Length, L = "I- Y210 ft. Unit Wall Shear, v = FX/L = I31.t• plf Shearwall Type: Overturning: Panel Design Width = ft. OR - Okay by Inspection Uplift =(P1413) 57 CD Lbs Holdown Anchor Type: j Gridline _ sq. Tributary Area (This Level): __________________________________________________________ ft Z3'1 Lbs Lateral Load (This Level): Lateral Load (Level Above): /)Z194 't1 Z 9Y Lbs Total Load (All Levels), F = S,Pc Lbs Total Shearwall(s) Length, L = /0 o5 ft. Unit Wall Shear, v = FAIL = _____ pif Shearwall Type: Overturning: Uplift = el Design Width = 146 ft OR _____ Okay by Inspection 3zo_Lbs Holdown Anchor Type: i:i 'tu'4 Gridline A - Tributary Area (This Level): (2512Y) .,2c sq. ft. Lateral Load (This Level): ZOct Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F= '1, Y+' Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FX/L = ' plf Shearwall Type: 9 Overturning: Pnel Design Width = ft. OR _____ Okay by Inspection Uplift = Holdown Anchor Type: EiiI O', Lbs Job Flora Residence 15259 TD LE Sheet No. q of 3-4 Calculated by DT - Date__________ David Thomas Engineering CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = '2, psf (Per Design Criteria) J4fVJ Continuous Footing (CF-1) Cont. Footing Width =_I ft. Cont. Footing Depth = ft. Allowable Line Load = ASBP x Footing Width = plf Maximum Line Load (Gridline = pif Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 7 lbs. 0-1 USE: 1" "WIDE X "DEEP CONT. FOOTING wl (_"_1- # * BARS (TOP & BOTTOM) Continuous Footing (CF-2) Cont. Footing Width = _1 '° . Cont. Footing Depth = 0 . A4114' Allowable Line Load = ASBP x Footing Width = _!i GJO plf fA x54*fhh4.E I, ot o TsF ex) Maximum Line Load (Gridline = - plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = __ lbs. USE: "WIDE X le" "DEEP CONT. FOOTING WI I ) - # - BARS (TOP & BOTTOM) SPREAD FOOTING DESIGN P-I Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width =% lbs. USE: 24" SQUARE X 'DEEP CONT. FOOTING wl (2) - # BARS (EA. WAY @ BOTTOM) P-2 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = lbs. USE: 30" SQUARE X _"DEEP CONT. FOOTING wl (3) - _____BARS (EA. WAY @ BOTTOM) P-3 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = /14 000 lbs. LISE: 36" SQUARE X _"DEEP CONT. FOOTING wI (4) - #—I— BARS (EA. WAY @ BOTTOM) P-4 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = lbs. USE: 42" SQUARE x _!f, "DEEP CONT. FOOTING WI (5) - #_____ BARS (EA. WAY @ BOTTOM) P-S Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = lbs. USE: 48" SQUARE XI 16 "DEEP CONT. FOOTING WI (6) - # 4 BARS (EA. WAY © BOTTOM) SHEARfrMALLSCIHEULE (2013 c) - MARK VALUE MATERIAL NAIL 8.N. 6 SILL PLATE ATTACH. 80T. PLATE ATTACH. TOP PLATE ADDITIONAL (PLF) SIZE EN..F.N. 5/8" A.8. 5PACIN& NAILS 4 SCRE5 CLIPS NOTES 260 11/32" COX (24/0) Sd 6" 12" 45" OC Ibd @ 4" OC A35 @ lb' O.C.- (} 340 15/32" CDX (24/0) IOct 6" 12" 32" 0.0. I6d @ 4" 0.0. A35 @ 12" 0.0. - 9 350 11/32" COX (24/0) Sd 4" 12" 32" O.G. I6d @ 4" O.C. ASS @ 12" O.G. - (} 550 11/32" STRUC. I (32/16) Sd 3" 12" 24" OG 1/4"0 X all 150511 C1V4 @SC ASS @ S 0 C SEE NOTES 15,14,t 15 () 130 11/32" STRLJC 1 (52/16) Ed 2" 12" IS" O.C. LTP4 @ S O.C. SEE NOTES RE 1314115 () 610 I5i2" STRUC. I (32/I6) (od 2" IT IS" O.C. LTP4 @ 811 O. SEE I3I41 15 13401 15/32" STRJ)G I (32/16) Od 2 I 2 5 O.C. 5/S" x 5" LA6 TP4 6" 0.0. SEE NOTES (APPLY 50Th SIDES) u O.C. - L @ 13, 14, 15, 4 lb I. PROVIDE "4-FLY" SHEATHING 011/32" 1WAQ1ESS I '5-PLY' 0 I152" SHEATHING. HOOD STRUCTURAL PANELS SHALL COMPLY HIN DOG PSI OR DOG P52. 2 ONLY COMMON NAILS ARE TO BE USED FOR ALL SHEATHING ATTACHMENT. NAIL &W USING 'CLIPPED HEAD' OR "SINKER" NAILS ARE NOT ACCEPTABLE. ALL S+IEARP1ALLS TO PENETRATE NROUGII CEILING JOIST AND ATTIC TO TIE INTO UPPER HORIZONTAL DIAPHRAGM UNLESS ENGINEERED DRAG MENDER IS PRESENT. MINIMUM EDGE DISTANCE FOR NAILS 'IN THE RECEIVING. MEMBERS SHALL BE 3/b" FOR 2" NOMINAL RECEIVING MEMDERS AND 1/2' FOR 3' NOMiNAL RECEIVING MEMBERS. .5. SHEAR PMEI.S SHALL BE APPLIED DIRECTLY TO STUD FRAMING. AT 6" ON CENTER MAXIMUM MO ALL PANEL EDGES SHALL SE DAOGKEP P11TH MINIMUM 2x BLOCKING, U.N.O. 6. NO PANEl. V(IPTh LEES THAN 12" SHALL BE USED. SHEARPtALL5 MiTh MORE THAN ONE VERTICAL PANEL IN HEIGHT SIIAU. NAVE HORIZONTAL STAGGERED SPLICED JOINTS. 1. STUCCO AND/OR EXTERIOR VENEER OVER.A p1000 SHEATHING SHEARHAU. SHALL BE MATERPROOPED PITH A MINIMUM OF (2) LAYERS OF IS LB. FELT PAPER. 6. USE DOUGLAS FIR NO.2 PRESSURE TREATED 511.1. PLATES THAT GONFi..? WH THE tIPS. ENGINEER TO BE NOTIFIED IF OTHER SPECIES ARE USED OR PART OF EXISTING BUILDING. q• 3' , 3' ,6022q" fl1INIMJM) PLATE HASHERS SHALl. SE USED AT ALL SHEARYtALi.. ANCHOR DOLTS. VIASIIER SHALL EXTEND TO V(I114IN (/2" OF EDGE OF THE BOTTOM PLATE ON THE SHEATHED SIDE. (SIMPSON "SPS-3" 02 x 4 STUD FRA3IINGP $ "SF54' 0 2 . 6 AND LARGER 51110 FRAMING AGGEPTASLE) 10. ANCHOR EOL75t4I5T SE EMBEDDED 1" MINIMUM INTO HER CONCRETE. MINIMUM EDGE DISTANCE AND CONCRETE PROTECTION SHALL COMPLY P11TH GBG AND AOl COPE PROVISIONS. II. SILL PLATES TO BE ATTACHED USING A MiNIMUM OF (2) ANCHOR DOLTS PER PIECE HIm ANCHOR DOLTS LOCATED 4-3/b" MiNIMuM 4 12" MMIM)M FROM EACH END. 12. HOLDOPOI ANCHOR IS IN ADDITION TONE SILL, ANCHOR DOLTS. ID. 3x SILL PLATES (BOTTOM PLATES TO REMAIN 2x), 9x BLOCKING 4 5x STUDS 0 ALL PANEL EDGES REWIRED. 4x ELOCKINS OR SEAM REWIRED BELCH BOTTOM PLATE SCREIM ATTACHMENT. SGREYEi TO BE STAGGERED. PERIODIC SPECIAL IN5FEG11OM REWIRED PER GDO CHAPTER ri. ONE 4 TPIO FAMILY PYIDJJNGS LESS THAN 1Y10 STORIES IN HEIGHT ABOVE GRADE We IRRE6lJLARJ11ES ARE EXEMPT. SHEATHING APFUED TO EACH PAGE OF Dx STUDS 0 IV Of.. STAGGER HORIZONTAL I VERTICAL PANEL JOINTS EACH SIDE OF HALL. I. ALL NAILS SHALL HAVE A MINIMUM PENETRATION INTO FRAMING MEMBERS OF 1-112 INCHES. Gd COMMON = 0.I3I1$ x 2-112", lOd COMMON • 0.I46" x 3". '.4 Job (9Zi Sheet No. 51 of !;-7- Calculated by _________ Date David Thomas Engineering HOLOV'MSGHEULE MARK HOLD—DOY4N DEVICE VALUE rA 4x POST v/ "M5TC40" FLR—TO-FLR H.P. 2,800 LBS. 4x POST vil "MSTC52" FLR—TO—FLR H.P. 4,400 LBS. 4x POST vil M5TG66" FLR—TO—FLR H.P. 5f,60 LBS. 4x POST vi/ "M5TC4853" FLR—TO—FLR H.P. 3O LBS. 4x POST v/ "M51066B3" FLR—TO—FLR H.P. 4,440 LBS. J 4x POST vu "HPU2" HOLD—PON ONSSTSI6AB.(5/8°øA.B.) 7 L55 4x POET vi/ "HPU4" HOLD—DOVLN ON SSTB2O A.S.(5/S'A.B.) 4 ,5 5 L 4x POST vu "HDU5" HOLD—DOV4N ONSTB24A..(5/8A.8.) , L 5175 S 6x POST vu! "HPUS" HOLD—POV4N . ON 55TB28A.(7/8"A.) 7,870 . LS nK ,x POST vu! "HDUII" HOLD—D0VN ONSB Ix30 A.B.(I°A.B.). cIP45 LBS. J bx POST vu 11HUI4" HOLD—P0VN ONSB Ix3O A.B.(I AB.) 13,615 LBS. ------------------------ ----------------- NOTES: I. HOLD POY4N ANCHORS 14)51 BE TIED IN PLACE PRIOR TO FOUNDATION INSPEGilON. DEEPEN FOOTINGS TO PROVIDE 3' MIN. CONCRETE COVER YIHERE HOLD-DOVJ4 ANCHORS ARE LONGER THAN THE FOOTING DEPTH. USE (RJ) OPTION ON STHD HOLD-DOrS FOR RAISED VOOD SUS-FLOOR CONDITION. MSTG HOLD-DQV*15 MAY USE IGd SINKERS OR lOd COMMON NAILS. MSTG 14OLD-DOv1J4S TO BE CENTERED BEThEEN UPPER 5 LOV(ER FLOORS. 14AX114J14 CLEAR SPAN = IS'. NAILS NOT REQUIRED IN CLEAR SPAN (KIM BOARD) AREA. Job 1 /9Z1 Sheet No. ___of 572.1 _____________ Calculated by Date David Thomas Engineering SPREAD FOOTING 5CHEOULE 5YM5OL SPREAD FOOTIN& DIMENSIONS REINF. (rc 2,500 PSI MIN. 4 fy = 60 KSI) <8>24" SO. x J_" DEEP SPREAD FO0T!N / (2)-4 6AR5 (EACH NAT') 30" SO. x EP SPREAD F00TIN s/ (3)44 BARS (EACH I4Ar') .36,1 50. x IL" PEEP SPREAD FOOTING v/ (4)-*4 BARS (EACHNAY) <9>42,1 5a. x iL" PEEP SPREAD FOOTIN& v/ (5)-*4 BARS (EACH NAY) 46" SO. x _L" PEEP SPREAD FOOTING v/ ((o)44 BARS (EACH NAY) EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Bob & Monica Flora 2208 Eastbrook Road Falibrook, California 92081 Subject: Limited Geotechnical Investigation Proposed Residential Renovation 155 Walnut Avenue City of Carlsbad, California 92008 Dear Mr. & Mrs. Flora: January 7, 2016 Project No. 15-1106E6 In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed residential improvement. Our investigation has found that the areas of the proposed improvement are underlain by topsoil to a depth of approximately 12 to 18 inches below existing grade. Dense terrace deposits were underlying the topsoil to the explored depth of 6 feet. It is our opinion that the proposed residential renovation is geolechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. Respectfully submitted, No. GE 2704 Ui EAp L' Uf Mamadou SalioüDillo, P.E. - - RCE 54071, GE 2704 155 WALNUT AV MSD\md 2041211300 PLANCK ?? 08-08-2016 PC 1 60049 BOB & MON/CA FLORAl WALNUT A VENUE PROJECT NO. 15-1106E6 TABLE OF CONTENTS INTRODUCTION..............................................................................................................................................3 SCOPE OF SERVICES......................................................................................................................................3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION ........................................................................3 FIELD INVESTIGATION AND LABORATORY TESTING........................................................................4 GEOLOGY.........................................................................................................................................................4 GeologicSetting....................................................................................................................................4 SiteStratigraphy....................................................................................................................................4 SEISMICITY......................................................................................................................................................5 Regional Seismicity...............................................................................................................................5 SeismicAnalysis ...................................................................................................................................5 2013 CBC Seismic Design Criteria......................................................................................................6 GeologicHazard Assessment................................................................................................................6 GEOTECI-INICAL EVALUATION..................................................................................................................7 CompressibleSoils ......................................................................................... ....................................... 7 ExpansiveSoils......................................................................................................................................7 Groundwater..........................................................................................................................................7 CONCLUSIONS AND RECOMMENDATIONS............................................................................................8 CLEARING AND GRUBBING.........................................................................................................................8 FOUNDATIONSAND SLABS ........................................................................................................................8 SET'I'LEMENI .................................................................................................................................................... PRESATURATION OF SLAB SUBGRADE...................................................................................................9 TEMPORARYSLOPES....................................................................................................................................9 TRENCHBACKFILL........................................................................................................................................9 DRAINAGE......................................................................................................................................................10 FOUNDATION PLAN REVIEW....................................................................................................................10 LIMITATIONS OF INVESTIGATION .........................................................................................................10 ADDITIONALSERVICES ............................................................................................................................II PLATES Plate I- Location of Exploratory Borcholes Plate 2 - Summary Sheet (Exploratory Borehole Logs) Plate 3 - USCS Soil Classification Chart PAGE L-I, LABORATORY TEST RESULTS..............................................................................................13 REFERENCES.................................................................................................................................................14 BOB & MONICA FLORA! WALNUTA VENUE PROJECT NO. 15-/106E6 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for the proposed renovation of the existing single-family residence located at 155 Walnut Avenue, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed improvement. SCOPE OF SERVICES The following services were provided during this investigation: Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area Subsurface exploration consisting of three (3) boreholes within the limits of the proposed areas of improvement. The boreholes were logged by our Staff Geologist. Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. Laboratory testing of samples representative of the types of soils encountered during the field investigation Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed improvement SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a rectangular-shaped residential lot located on the south side of Walnut Avenue, in the City of Carlsbad, California. The property which encompasses an area of 4,375 square feet (87.5' X 50') includes a one-story residence with a detached parking canopy and a storage room. The building pad is relatively level with general drainage to the west. Vegetation consisted of grass, shrub and a few trees. Site boundaries include Walnut Avenue to the north and similar residential developments to the remaining directions. The preliminary plans prepared by Wright Design of Carlsbad, California indicate that the proposed renovation will include a second-story and deck addition to the existing, one-story single- family residence and a detached garage with a living unit above, following demolition of the existing parking canopy and storage room. It is our understanding that the structures will be wood- framed and founded on continuous and/ or spread footings with a slab-on-grade floor. BOB & MONICA FLORAl WALNUT A VENUE PRO.JECT NO. 15-1106E, 6 FIELD INVESTIGATION AND LABORATORY TESTING On December 10, 2015. three (3) boreholes were excavated to a maximum depth of approximately 6 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. I, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No. 7) indicates that the site is underlain by Pleistocene terrace deposits (Qt). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil was observed in the boreholes with a thickness of approximately 12 to 18 inches. It consisted of dark brown, silly sand that was moist, loose and porous in consistency with some organics (roots and rootlets). Terrace Deposits (Ot) Terrace deposits were encountered below the topsoil layer. They generally consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency. 4 BOB & MONICA FLORAl WALNUTA VENUE PROJECT NO. I5-I106E6 SEISMICITY Regional Seismicitv Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 to 16,000 years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Newport-Inglewood Fault located approximately 7.4 kilometers (4.6 miles) to the west. The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Hazard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within the regional vicinity. The site may be subjected to a Maximum Probable Earthquake of 7.2 Magnitude along the Newport- Inglewood Fault, with a corresponding Peak Ground Acceleration of 0.45g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RFIGA at the site is 0.29g. BOB & MONICA FLORAl WALNUTAJ'ENUE PROJECTNO. 15-1106E,6 2013 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the location of the Newport- Inglewood Fault Zone approximately 7.4 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential renovation should be designed in accordance with seismic design requirements of the 2013 California Building Code or the Structural Engineers Association of California using the following seismic design parameters: Site Class D Table 20.3-1/ ASCE 7, Chapter 20 Mapped Spectral Acceleration For Short Periods, 1.161g Figure 1613.3.1(1) S, Mapped Spectral Acceleration For a 1-Second 0.445g Figure 1613.3.1(2) Period, S1 Site Coefficient, Fa 1.035 Table 1613.3.3(1) Site Coefficient, F 1.555 Table 1613.3.3(2) Adjusted Max. Considered Earthquake Spectral 1.203g Equation 16-37 Response Acceleration for Short Periods, SMS Adjusted Max. Considered Earthquake Spectral 0.692g Equation 16-38 Response Acceleration for 1-Second Period, SMI 5 Percent Damped Design Spectral Response 0.802g Equation 16-39 Acceleration for Short Periods, SOS 5 Percent Damped Design Spectral Response 0.461 g Equation 16-40 Acceleration for 1-Second Period, SDI I Geologic Hazard Assessment Ground RuDture Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying terrace deposits, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed improvement or adjacent properties. /308 & MON/CA FLORAl W4LNUTAI'ENUE PROJECT NO. 15-1106E6 Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to seiches (waves in confined bodies of water). GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the construction of the proposed additions is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the proposed additions, footings should be embedded into the dense terrace deposits. However, for slab support for the proposed detached garage/ living unit, overexcavation and recompaction of the upper 18 inches of subgrade will be required. The foundations may consist of reinforced continuous or spread footings with reinforced slabs. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the terrace deposits, which underlie the areas of the proposed additions. However, loose topsoil was encountered to a maximum depth of approximately 18 inches below surface grades. These soils are compressible, therefore not adequate for the support of the proposed additions. As a result, footings for the proposed additions should be extended to the dense terrace deposits. Following implementation of the recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage system. Expansive Soils An expansion index test was performed on a representative sample of the terrace deposits to determine volumetric change characteristics with change in moisture content. An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The building pad is located at an elevation of approximately 50 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. 7 BOB & MONICA FLORA! JJ'ALNUT.41'ENUE PROJECT NO. 15-11 06E6 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential additions provided the recommendations set forth are implemented during construction. CLEARING AND GRUBBING The area of the proposed garage should be cleared of vegetation. Vegetation and debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to construction. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials. FOUNDATIONS AND SLABS Continuous and spread footings are suitable for use and should extend to a minimum depth of 18 inches for the proposed two-story structures into the dense terrace deposits. Continuous footings should be at least 15 inches in width and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 24 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. New footings should be dowelled to existing footings in accordance with the structural engineer requirements. The minimum reinforcement recommended is based on soil characteristics and is not intended to supersede the structural engineer requirements. Interior concrete floor slabs should be a minimum 4 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-rn II visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. Where moisture sensitive floor coverings are anticipatec I over the slabs, the 10-mil plastic moisture barrier should be underlain by a capillary break a t least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. 8 BOB & MONICA FLORAl IVALNUTA VENUE PROJECT NO. 15-I 106E6 d. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design o continuous and spread footings at least, 12 inches wide and founded a minimum of 12 inches into the dense terrace deposits as set forth in the 2013 California Building Code, Table 1804.2. This value may be increased by 400 psf for each additional fool of depth or width to a maximum value of 4,000 lb/ft2. c. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 300 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Since the proposed footings are anticipated to be supported by the dense terrace deposits, the total and differential settlement should be within tolerable limits. PRESATURATION OF SLAB SUBGRADE Because of the granular characteristics of on-site soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following foundation excavation. TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. TRIiNCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfil led and compacted. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. 9 BOB & MONICA FLORAl WALNUTA VENUE PROJECT NO. 15-1106E6 DRAINAGE Adequate measures should be undertaken after the additions and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the lops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. A minimum gradient of 2 percent is recommended in hardscape areas. In earth areas, a minimum gradient of 5 percent away from the structures for a distance of at least 10 feel should be provided. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plans during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. 10 BOB & MONICA FLORA! WALNUTA VENUE /'RO.IECTNO. 15-1106E6 The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. I through 3, Page L-1 and References are parts of this report. .W4IM'T 'Ut - Iae'!2,e,y &E/447/- EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE I, SANTEE. CA 92071 (619) 258.7901 Fax (619) 258.7902 e?t t)2e2' /2ô M7Mi 2e141 /I;_ hi'tfl cw 6 ,1/o / BOB & MONICA PLO/MI Ø'ALNUTAJ'EA'UE PROJECT NO. I5-/106E6 PLATE NO.2 SUMMARY SHEET BOREHOLE NO. I DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1.0' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense, silty sand 111.7 7.3 3.0' is as 49 49 cc 109.4 7.9 4.0' becomes dense 7.5 6.0' bottom of borehole, no caving, no groundwater 6.7 borehole backfilled 12/10/15 ----------------------------------------------------------------------------------------------------------------------------------------------- BOREHOLE NO.2 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1.5' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense, silty sand 8.3 3.0' becomes dense 5.0' bottom of borehole, no caving, no groundwater borehole backfilled 12/10/15 ----------------------------------------------------------------------------------------------------------------------------------------------- BOREHOLE NO.3 DEPTH SOIL DESCRIPTION V M Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1.0' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense, silty sand 3.0' becomes dense 4.0' bottom of borehole, no caving, no groundwater --------------------------------------------------------------------------------------------------------------------------------------------- borehole backfilled 12/10/15 V = DRY DENSITY IN PCP M = MOISTURE CONTENT IN % 12 te .I,I,.IIntI,. .1 fk,.v.flfl •uk 31 I'..II..I •IPI.4 htLlI ' .. h,t LL . - ft II IIPI / + 2.11 " - - - - . -. I OH ri_ TMLToLj_J 10 tO •O 0- -. LICUID. LIMIT ILL) PLASTICITY CHART MAJOR DIVISIONS SYMBOL DESCRIPTION Gw WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES, LITTLE OR NO FINES GRAVELS GP (MORE THAN POORLY GRADED GRAVELS OR GRAVEL-SAND OF COARSE __________ MIXTURES, LITTLE OR NO FINES GM FRACTION 'NO.4 SIEVE SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES COARSE SIZE) GC GRAINED SOILS CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES (MORE THAN 'A OF SOIL sw > NO. 200 SIEVE SIZE) WELL GRADED SANDS OR GRAVELLY SANDS. LITTLE OR NO FINES SF SANDS (MORE THAN Y, POORLY GRADED SANDS OR GRAVELLY SANDS, OF COARSE LITTLE OR NO FINES SM SILTY SANDS, SILT-SAND MIXTURES FRACTION < NO. 4 SIEVE SIZE) SC CLAYEY SANDS, SAND-CLAY MIXTURES ML INORGANIC SILTS AND VERY FINE SANDS, ROCK SILTS & FLOUR. SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM LIQUID LIMIT PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, <50 __________ SILTY CLAYS, LEAN CLAYS OL FINE GRAINED SOILS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY (MORE THAN 'A OF SOIL MB <NO. 200 SIEVE SIZE) INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS SILTS & PINE SANDY OR. SILTY SOILS, ELASTIC SILTS CH CLAYS LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY, FAT >50 cys OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. ORGANIC SILTY CLAYS, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) CLASSIFICATION RANGE OF GRAIN SIZES U.S. STANDARD GRAIN SIZE IN SIEVE SIZE MILLIMETERS BOULDERS Above 12 Inches Above 305 COBBLES 12 Inches To 3 inches 305 To 76.2 GRAVEL 3 Inches to No.4 76.2 to 4.76 Coarse 3 Inches to A Inch 76.2 to 19.1 Fine '/a Inch to No.4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 Coarse No.4 10 No. 10 4.76102.00 Medium No, 10 to No. 40 2.00100.420 Fine No. 4010 No. 200 0.420100.074 SILT AND CLAY Below No.200 Below 0.074 GRAIN SIZE CHART EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" ft 1 SANTEE, CALIFORNIA 92071 p,4 U.S.C.S. SOIL CLASSIFICATION P7'-'ViI #'7V'''—/ L A?t9. - c2/' 13013 & MONICA FLORA/ B'ALNUTA VENUE PROJECT NO. 15-1106E6 IAGEL-J LABORATORY TEST RESULTS EXPANSION INDEX TEST (ASTM 1)4829) INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(% (PCF) INDEX LOCATION 9.1 1 17.8 109.6 0 BH-2@ 1.5' PARTICLE SIZE ANALYSIS (ASTM 1)422) '? c U S Sthndard 'j '--h Percent Passing'j tBH1@O;:5 , TopsoiR$' Percent Passing ?BH2'@i ! ' Terra6e Deosits PërPassrng' 4TerraDeposits ,. Pêicpt Passin TermceDeposits I" - - - - 1/2" -. - - - 3/8" 10 - - - #4 99 - - - #8 98 - - - #16 96 100 100 100 #30 82 87 88 90 #50 42 45 43 40 4100 21 25 21 18 #200 16 21 16 12 USCS SM SM SM SM 13 BOB & MONICA FLORA! WALNUTA VENUE PROJECT NO. 15-1106E6 REFERENCES I. "2013 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P. Kennedy and Siang S. Tan, 2008. "Eqfault/ Eqsearch, Version 3.0", by Blake, T.F., 1995, Updated 2008. "Geolechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. S. "1997 Uniform Building Code, Volume 2, Structural Engineering Design Provisions", Published by International Conference of Building Officials. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change I September 1986. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. 14 Mamadou Saliou Diallo PE.' RCE 54071, GE 2704 MSD/md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Bob & Monica Flora - 2208 Eastbrook Road Falibrook, California 92081 Subject: Foundation Plan and Details Review Proposed Residential Renovation 155 Walnut Avenue City of Carlsbad, California 92008 References: 1. "Addendum to Limited Geotechnical Investigation, Proposed 155 Walnut Avenue, City of Carlsbad, California 92008, Prepared by East County Soil Consultation and Engineering, 2016. December 29, 2016 Project No. 15-1106g6 Residential Renovation, Project No. 15-1106g6, Inc., Dated October 114, 2. "Limited Geotechnical Investigation Proposed Residential Renovation, 155 W Avenue, City of Carlsbad, California 92008, Project No. 15-1106E6, Prepared by County Soil Consultation and Engineering, Inc., Dated January 7, 2016. Dear Mr. & Mrs. Flora: In accordance with your request, we have reviewed the foundation plan and details prepared by Design of Carlsbad and David Thomas Engineering A.P.C. of San Diego, California for the pr residential renovation at the subject site. The foundation plan and details were found to be in substantial conformance with the recommendati provided in the referenced geotechnical report (Reference No. 2). Our firm should observe foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contact our office. Respectfully Submitted, PC160049 155 WALNUT AVE FLORA: 953 SF ADDITION, 501 SF GARAGE, DECK 422 SF II 640 SF 2DU DEW 5027 2041211300 116/2017 PCI 60049 Date: 0//92r11 Title: cgrc i of s'b'ad 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. Project No. & Name: DEV15027, FLORA RENOVATION Plan Check No.: C6163084 Project Address: 157 WALNUT AVE Assessor's Parcel No.: 2041211300 Project Applicant: COOWNER FLORA ROBERT MONICA (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 640 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 01/24/2017 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of pequry that (1) the information provided above is correct and true to the best of the Owners 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 FOR Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xl 166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) E 1 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: 0 Name of School District: 6225 EL CAMINO REAL Phone: CARLSBAD, CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov (City of Carlsbad 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. Project No. & Name: 0EV15027, FLORA RENOVATION Plan Check No.: CB163083 Project Address: 155 WALNUT AV Assessor's Parcel No.: 2041211300 Project Applicant: (Owner Name) Residential Square Feet: New/Additions: 953 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 01/24/2017 Certification of Applicant/Owners. The person executing this declaration ("Owner) certifies under penalty of pequry 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. FNICarlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 FOK Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 9444300 xli 66 EUJ San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) E1 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) FOR Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 j SCHOOL DISTRICT SCHOOL FEE CERTIFICATION O (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. Signs Title: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD1 CA 92009 Phone: Y/,6ztZ Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 760-602-8558 fax I building@carlsbadca.gov STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB SWAIP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment control BMPs Tracking Non-Steno Water Waste Management and Materials BMPs Control BMPs Management BMPs Pottutlon Control BMPs - j' je Best Management Practtce 0. en .9 see A I IS (BMP)Description— E . EmE I II'iI,g'I' we 5 - • ' .b = g. 2 .2=' 5 .ia - o -WI II IS ttin>ina. (fl.Euiac 0. >5 UT VT Cnz CASaADeslgnatlon-3 r-. olo as W '7 '7 '7 ConstruclionActMly Grading/SoilDisturbance ITrenching/Excavation -- - Iteekipiling -- - rncrete/AsphaltSowcutting -- DillinglBoring - - Concrete flatwork -- Paving -- --- c'nduit/Pipelnstallotlon -- -- - t'jccoA4ortor Work -- ,... ,,... - Waste Dispoaal Down t'ging/Loy -- - cuipmentMaintenanceandFueling - Hazardous Substance Use/Storage -- -- - ewatering -- -- -- -- -- — — teAccess Across -- Instructions Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the OMP Table is a list of BMP's with its corresponding California Starmwoter Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field Inspection- Page 1 of 1 PROJECF INFORMATION Site Address/Sc Lb4c.Is..- r /I4..E_.. Assessor's Parcel Number Zo 4-. Emergency Contact: Name ' 24 Hour PhOfle ç_ -o 7 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM LOW REV 02/16 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENTBEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS AND (2) ADHERE TO, AND AT ALL TIMES. COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. çp r OWNER(S)/O S IERLNAME (PRINT) OWNER(S)/ AfT NAME (SIGNATURE) DATE E-29 -BMP's are subject to field inspection- " - ?2P2 BROWS ___ xx o xx xx xx FOR lThV'flVTO GQWW flew E) 0. XUD FRCPlY_ SCALE: wu Gunp 5m, Raum CUM nNNSUM IR 4• SnM IIW FV0 DREAM LEGEND DESCRIPTION DWG.NO. SYMBOL QUANTITY IT, AND a Nam rRON 001ING EC-2 C2=Z=Z:Z:2:Z= OF INLET PROTEC770M SE-10 9%57M KWARON DIRECWNIVOURSE OF FLOW HYVRAUUCJM J.1i,;. ' — :':11::'::': ENTRANCE ; _': WASTE UWGEMENr ±11