Loading...
HomeMy WebLinkAbout2605 CREST DR; ; PC2017-0025; PermitkLcIty 0f Carlsbad Print Date: 03/06/2019 Permit No: PC2017-0025 Job Address: 2605 Crest Dr Permit Type: BLDG-Plan Check Work Class: Residential Status: Closed - Finaled Parcel No: 1561522900 Lot #: Applied: 07/07/2017 Valuation: $0.00 Reference #: DEV2016-0043 Issued: 11/28/2017 Occupancy Group: - Construction Type Permit 03/06/2019 Finaled: # Dwelling Units: . Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: Final Plan Check U: Inspection: Project Title: VAUGHN RESIDENCE Description: VAUGHN: NEW 2,363 SF SFD // 605 SF ATTACHED 2DU // 721 SF GARAGE // 396 SF CARPORT // 1,547 SF DECK Applicant: Owner: - Contractor: JENNIFER CHARLES ARCHITECTURE COOWNER VAUGHN RYAN K AND SUE M HULTON DEVELOPMENT INC JENNIFER CHARLES P0 Box 4415 817 Kalpati, Unit 111 CARLSBAD, CA 92018 2010 Jimmy Durante Blvd CARLSBAD, CA 92008-4198 Del Mar, CA 92014-2252 310-903-1307 . 858-248-6269 FEE AMOUNT MANUAL BUILDING PERMIT FEE $1,560.30 Total Fees: $ 1,560.30 Total Payments To Date : $ 1,560.30 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov IThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [:]PLANNING ENGINEERING [J BUILDING 0 FIRE 0 HEALTH 0 HAZMAT!APCD Building Permit Application Plan Check No7 ,1i Est. Value , 1( I 3 0 ('City of 1635 Faraday Ave., Carlsbad, CA 92008 , CdCarlsbad.email: Ph: 760-602-2719 Fax: 760-6Ô2-8558 buildingcarlsbadca.gov Plan Ck. Deposit J ç Q,, 30 Date -1/7 /17 IswPPp - I www.carlsbadca.gov JOB ADDRESS 2605 Crest Drive 24O cgc/SPAC /r. I APN I 156 -. 152 - 29 - 00 CT/PROJECT # LOT# PHASE# #OFU ITS #BAThROOMS TENANTBUSINESSNAME CONSTR.TYPEOCC.GROUP 15 I!BEDROOMS, '. 5 I V-B .1 R-3 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) NEW 23 3 SQFT 2-STORY RESIDENCE W/ b'sSQFT ACCESSORY DWELLING UNIT & 7/ SQFT GARAGE; PROJECT A1 NCLUDES NEW CARPORT, RAINW MI-1 34 ATER COLLECTION TANK & EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) REPLACE RCONDONiNG E SPRINKLE RS VACANT RESIDENCE I 7 / 0 d /Jq7)ESIZj# 1 NOI YES INODV) YES IZI NO I APPLICANT NAME JENNIFER CHARLES PROPERTY OWfER1E RYAN'VAUGHtI Pdnary Contact ADDRESS ADDRESS 817 KALPATI CIRCLE UNIT 111 P.O. BOX 4415 CITY STATE ZIP CARLSBAD CA 92008 CITY STATE ZIP CARLSBAD CA 92018 PHONE FAX PHONE FAX 310.903.1307 I 415.420.5350 EMAIL JENNIFERJCHARLESARCH.COM EMAIL RKVAUGHN(GMAIL.COM DESIGN PROFESSIONAL JENNIFER CHARLES CONTRACTOR BUS. NAME HULTON DEVELOPMENT INC. ADDRESS 817 KALPATI CIRCLE UNIT 111 ADDRESS 2010 JIMMY DURANTE BLVD. SUITE 212 CITY STATE ZIP CITY STATE ZIP CARLSBAD CA 92008 DEL MAR CA 92014 PHONE FAX PHONE FAX 310.903.1307 I 858.842.1939 I 858.842.1539 EMAIL EMAIL JENNIFERJCHARLESARCH.COM . THOMASHULTONDEVELOPMENT.COM STATE LIC. # STATE LIC.# BUS. UC.# C-30840 876230 CLASS -777# B (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 'z.i I,W_ t.I Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: I h ye 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. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance camer and policy number are: Insurance Co._fAc 5 A KG fiQe fti,jj) CAS kkftLr1 Policy No. _P 44 O i 13 Expiration Date o.?f Z 7/eC1i R 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' compensat Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as ed fo 11 1 Labor code, Interest and attorney's fees. CONTRACTOR SIGNATUR 0 AGENT DATE //z8' ;-o (-1 OWNER-BUILDER DECLARATION I hereby affirm that lam exempt from Contractor's License Law for the following reason: (J 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). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section _____________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYes ONo I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): ..PROPERTY OWNER SIGNATURE ' AGENT DATE c006)c0712 1iW03 000 VOOM 900 0(DG9o@@00@(J0V0n(b 0001100139@JO ®SJ Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ID Yes ID No Is the applical or future building occupant required to obtain a permit from the air pollution control district or air quality management district? ID Yes ID No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 1 ID Yes ID 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. (90690VIDOOV000 CG()®O I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (r) Civil Code) I cf Lenders Name 1/5 RAN /4 MIMI /4 M r6 A fri Lenders Address 1 9" ivff r CA .1 /77 t bA 8AP , Oc7 I certify that I havereadtheapplicationandstatethattheaboveinformatjoniscon-ectandthatthe infomiationon the plans isaccurate. l agree tocomptywithall City ordinances and State laws relating to building constniction. I hereby authorize representative of the City of Cadsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMfl OSHA:-An OSHA permit is required for excavations over 50' deep and deniolition orconstrudion of structures over3 stories in height - EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limbfiDn and become null and void if the building or work authorized by such permit is not commenced within *180 days from the date ofsuch permit or if the building or VOrk authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 10644 Uniform Building Code). ,.APPLICANT S SIGNATURE DATE 2 2 2 f 7 ( City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: RI 201 1 -00 25 Project Address:_ 6115 cPe-S i 0 1-1 yE C ,%124-c 13 Pt-D, cq- THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED 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 AN It. V,4''frMN (First) (Mi) (lost) Mailing Address: ?• sex 67 4A (4 f I Email: ,4 e VA V 6/r'Y 9 tITA IL. C Phone:_V' Vi' f-jco I am: , 'Property Owner UProperty Owner's Agent of Record DArchitect of Record QEngineer 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, ackno4edge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, con tftction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspe 0 s frted on the approved plans and, as required by the California Building Code. Signature: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name:I3-1A_L._l1,,J tZ'uetp .PvVC. Please check if you are Owner-Builder 0 Name: (Please print) (First) (Mi.) (Last) Mailing Address: lO flsiitvvL' PXaviki' iLVD. S LI - (r'L-1AIi-ft- , Email:_/ Phone: 6>S9. '12- 'i?i'f State of California Contractor's License Number: _7 _ 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 provide _a final report / letter in compliance with CBC Section 1704.1.2 Drior to reauestina final inspection. Signature: 845 Page 1 of 1 Rev. 08/11 Carlsbad PC2017-0025 November 16, 2017 EsGil _Corporation In Partnership with Government for Building Safety DATE: November 16, 2017 JURISDICTION: Carlsbad REVIEWER J APPLICANT -. J URIS. O PLAN 0 FILE PLAN CHECK NO.: PC201710025 SET: III PROJECT ADDRESS: 2605 and 2607 Crest Drive PROJECT NAME: Vaughn new SFR with Attached Accessory Dwelling Unit, Garage and Carport The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 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: Jennifer Charles Telephone #: 310 903-1307 Date contacted: (b-.) Email: jenniferjcharlesarch.com Mail Telephone Fax In Person REMARKS: By: Abe Doliente (for T.F.) Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 11/9/17 EsGil Corporation In cPartners flip with government for Building Safety DATE: 10/19/17 JURISDICTION: Carlsbad PLAN CHECK NO.: PC2017-0025 SET:!! IJ APPLICANT )' JURIS. 1D PLAN REVIEWER D FILE PROJECT ADDRESS: 2605 and 2607 Crest Drive PROJECT NAME: Vaughn new SFR with Attached Accessory Dwelling Unit, Garage and Carport The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. PLEASE SEE "REMARKS" BELOW 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: Jennifer Charles IIJ 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: Jennifer Charles Telephone #: 310 903-1307 Date contacted: j- (by-- Email: jennifer©jcharlesarch.com Fax In Person REMARKS: Note to City staff: An updated fee sheet is included. By: Tamara Fischer Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 10/12/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC20 17-0025 10/19/17 [DO NOT PAY - THIS IS NOT AN INVOICE] UPDATED (REPLACES FEE SHEET DATED 7/21/17) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC2017-0025 PREPARED BY: Tamara Fischer DATE: 10/19/17 BUILDING ADDRESS: 2605 and 2607 Crest Drive BUILDING OCCUPANCY: R3 /U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) R3 Main 2363 141.76 334,979 R3 Accessory . 605 141.76 85,765 Gar 721 36.98 26,663 Carport 396 26.20 10,375 Deck I balcony 1547 20.03 30,986 Fireplace Prefab 1 3,373.05 •3,373 Air Conditioning 2968 5.39 15,998 Fire Sprinklers 3689 4.01 14,793 TOTAL VALUE 522,931 Jurisdiction Code Jcb 113y Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: LI Complete Review $2,106.26J I $1,369.071 D Structural Only LI Repetitive Fee Repeats Li Other Hourly Hr. @ * EsGil Fee I $1,200.571 Comments: Sheet 1 of 1 macvalue.doc + Carlsbad PC2017-0025 10/19/17 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS Sheets A6.2, A6.3 and GWI need the signature of the person responsible for their preparation. It was noticed that referenced section 21A4.2 is missing from that sheet. EXITS, STAIRWAYS, AND RAILINGS 13. Guards (Section R312): b) Each separate condition of guards must be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Structural calculations may be required. I see the details on sheet S132. Please reference them to the plans. ROOFS/DECKS/BALCONIES 19. Specify minimum 1/4 inch per foot slope for drainage at impervious decks and show I detail how the slope will be achieved. If by ripping, it must be indicated on the structural plans. Section R905.9.1. Is deck off bedroom 3 to be sloped by ripping? It is not specified on the framing plan. CONTINUED Carlsbad PC2017-0025 10/19/17 20. Specify on the plans the following information for the roof materials (including carport if it is to have a solid roof). Must be Class A per City Ordinance. Section R106.1.1: b) ICC approval number, or equal. UL 790 is a test standard, not an approval number. Approval number by an approved agency (ICC, UL, Intertek, etc is required). Additionally, special application required to attain Class A must be indicated on the plan. FOUNDATION and STRUCTURAL 24. 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 (if required by the soil report). Please provide the letter of review (see item #10 on page 9 of the Heatherington report). Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Even if it does not make a difference in the design, please document this correctly on the plans (design criteria, SI) and revise in the calcs. Please see the 4x8 at approximately grid 3 between A and B on sheet S2 which appears to be overstressed unless it is a double (there are 2 lines shown, but it is not called out as a double). Some underfloor areas as shown on the sections do not match the structural foundation details. Please see, for example, section 1/A4.1. 8/S5 is referenced on sheet S2 at approximately grid 5.4 between H and H.5 in this area and shows a 24" maximum height for the crawl space. Also, it was noticed that there are some incomplete detail bubbles at grid 6 on sheet S2. Please complete them. 36. Please show stair framing and support and provide details for all interior and exterior stairs (including east side of deck). I see some details on sheet S6 and the added footing and referenced details 29 and 30/S6 on sheet S2, but the remaining stair framing and detail references do not appear on the foundation and framing plans. Please complete this. There are also some discrepancies between the added details and the architectural plans. Architectural plans call out solid risers while 29 and 30/S6 show open risers and 18/S6 shows 4 risers (which would require a handrail) while architectural shows 3 at deck stairs. Please coordinate. CONTINUED Carlsbad PC2017-0025 10/19/17 PLUMBING 60. Provide graywater system design. The design will need to include a diverter valve as described in CPC 1502.1 to allow manual switching from the building sewer or disposal field. RESIDENTIAL GREEN BUILDING STANDARDS 64. Please complete the included Carlsbad form for Waste Management. I see form imprinted on sheet TI.1, but the City may require that table I be completed prior.to permit issuance. 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 El No U The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil Corporation. Thank you. EsGil Corporation In (Partners flip with Government for Bui(ding Safety DATE: 7/21/17 JURISDICTION: Carlsbad PLAN CHECK NO.: PC2017-0025 SET: I U APPLICANT JURIS. U PLAN REVIEWER U FILE PROJECT ADDRESS: 2605 and 2607 Crest Drive PROJECT NAME: Vaughn new SFR with Attached Accessory Dwelling Unit, Garage and Carport The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans .are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Jennifer Charles 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: Jennifer Charles Telephone #: 310 903-1307 Date contacted lf'21 I17 (by—Y) Email: jenniferjcharlesarch.com Fax In Person U ~REMARK By: Tamara Fischer Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 7/11/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 Carlsbad PC20 17-0025 7/21/17 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC2017-0025 JURISDICTION: Carlsbad PROJECT ADDRESS: 2605 and 2607 Crest Drive FLOOR AREA: 3307 sq ft SFD (2614 main, 693 accessory) STORIES: 2 799 sq ft Garage, 1423 sq ft Decks, 396 sq ft Carport HEIGHT: 28' approx. per CRC. REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: . ESGIL CORPORATION: 7/11/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 7/21/17 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PC2017-0025 7/21/17 [DO NOTPAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC2017-0025 PREPARED BY: Tamara Fischer DATE: 7/21/17 BUILDING ADDRESS: 2605 and 2607 Crest Drive BUILDING OCCUPANCY: R3 /U [1BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) R3 Main 2614 141.76 370,561 R3 Accessory 693 141.76 98,240 Gar 799 36.98 29,547 Carport 396 26.20 10,375 Deck I balcony 1423 20.03 28,503 Fireplace Prefab 1 3,373.05 3,373 Air Conditioning 3307 5.39 17,825 Fire Sprinklers 4106 4.01 16,465 TOTAL VALUE ___________ _________ __________ 574,888 Jurisdiction Code ICb IBY Ordinance Bldg. Permit Fee by Ordinance I $2,262.261 Plan Check Fee by Ordinance v I $1,470.471 Type of Review: El Complete Review El Structural Only El Repetitive Fee El Other Repeats Hourly El EsGil Fee Hr. © * I $1,289.491 Comments in addition to the above fee, an additional fee of $90 is due (1 hour $9P/hr) for the CaiGreen review. Sheet 1 of 1 macvalue.doc + Carlsbad PC2017-0025 7/21/17 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS Specify on the Title Sheet of the plans the gross floor area of each element of this project, including dwelling, garage, carport, patio, deck and balcony. Section R106.2. 2. Note on cover sheet of calcs requires a wet seal and signature. Please provide a wet sealed and signed copy of the final calculations. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." . FIRE PROTECTION Smoke alarm locations shall comply with the following: They shall be not less than 3' from the door opening of a bathroom. They shall be at least 20' from a cooking appliance. C) They shall be at least 3' from the tip of the blade of a ceiling-mounted fan. CONTINUED Carlsbad PC20 17-0025 7/21/17 GENERAL RESIDENTIAL REQUIREMENTS 5. Habitable rooms shall have a floor area of not less than 70 square feet. Section R304.2. (Office). 6. To qualify as a patio cover (and thus allow emergency egress openings and light and ventilation openings to open into it), sufficient openings must be provided (equal to 65% of the area of the longer-side-plus-one-additional-side). Section AH103. Please show compliance for all covered decks into which there are openings for light and ventilation or emergency egress open into. 7. Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section R312.2. Please show compliance for windows 11213, 209B and 201A. 8. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: i) Glazing that is adjacent to the fixed panel of patio doors. Please show that window 109A is tempered or show that door IOOB stationary side is the side adjacent to this window. 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. Window 214A. 9. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable. The entire wall along grid H as shown on sheet A2.1. Exceptions: a) A fire-resistance rating of 1/2-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA13. CONTINUED Carlsbad PC20 17-0025 7/21/17 10. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction (1,4-hour if the building has an automatic sprinkler system installed in accordance with NFPA 13.). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. (Breezeway is considered part of ADU). 11. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. 12. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4. EXITS, STAIRWAYS, AND RAILINGS 13. Guards (Section R312): Please dimension minimum 42" height of guards at decks off of bedrooms 1 and 3. Each separate condition of guards must be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Structural calculations may be required. 14. Please add stair and handrail notes specifying compliance with section R311.7 (similar to notes at other stairways) to stairs inside accessory dwelling unit and stairs at east side of east deck. 15. Please dimension the width of all stairways to be minimum 36". Section R311.7 16. Handrails (Section R311.7.8): The handgrip portion of all handrails shall be not less than 1-¼ inches nor more than 2 inches in cross-sectional dimension if circular. See Section R311.7.8.3 for other alternatives. Handrails projecting from walls shall have at least 11/2 inches between the wall and the handrail. G) Ends of handrails shall be returned or shall have rounded terminations or bends. CONTINUED Carlsbad PC2017-0025 7/21/17 . ROOFS/DECKS/BALCONIES 17. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 18. Specify on the plans the following information for the impervious deck/balcony elastomeric waterproof surfacing materials, per Section RI 06.1.1. Must be Class A per City Ordinance.: Manufacturer's name and product name/number. ICC approval number, or equal. 19. Specify minimum 1/4 inch per foot slope for drainage at impervious decks and show / detail how the slope will be achieved. If by ripping, it must be indicated on the structural plans. Section R905.9.1. 20. Specify on the plans the following information for the roof materials (including carport if it is to have a solid roof). Must be Class A per City Ordinance. Section R106.l.l: Manufacturer's name and product name/number. ICC approval number, or equal. GARAGE 21. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20- minute assembly, for openings between garage and dwelling. Section R302.5.1. Applies to door 114 B since it opens to the covered exterior exist stairs. . FOUNDATION and STRUCTURAL 22. The City of Carlsbad requires a soil report for this project. Please provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 23. /f 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." CONTINUED Carlsbad PC2017-0025 7/21/17 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 (if required by the soil report). Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. 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. Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Even if it does not make a difference in the design, please document this correctly on the plans (design criteria, Si) and revise in the calcs. Some underfloor areas as shown on the sections do not match the structural foundation details. Please see, for example, section 1/A4.1. Please check location of grid B as shown on S4. I does not seem to match S2 and S3. Please detail support for posts supporting CB-2. Please check loading at FB5. It looks like it supports the post under RB1 and RB2, but I do not see the reactions included. 53/S8 states lags into post (instead of header). Please call out size of studs at nailers at details 52 and 53/S8. Please call out hangers for carport beams. Please show stair framing and support and provide details for all interior and exterior stairs (including east side of deck). Please justify dead load used at carport. Please check over strength at 6x12 header at grid H second floor level. CONTINUED Carlsbad PC2017-0025 7/21/17 Please show the post supporting left side of R131 1 and detail right side for uplift resistance. The flagpole columns at grid B as shown on the plans do not match the calculations. Please provide lateral resistance for lower level decks where post height exceeds 4'. It appears that a drag strap would be needed at grid B upper at cb-2. Please detail shear transfer at bottom of shear wall at grid B. Please explain lateral resistance for the carport in the north/south direction. Please include manufacturer's standard detail sheets for the SSWs. Please complete the included Carlsbad Special Inspection Form. . MECHANICAL Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. Per energy design heat pump systems are to be used. It must also be clearly shown that the Accessory Dwelling Unit has a completely separate HVAC system. The access opening to underfloor space must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 304.4. Detail the dryer exhaust duct routing from the dryer in utility closet #1 to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name/model number and ICC approval number, or equal along with installation instructions. Show compliance with required clearances. CONTINUED Carlsbad PC20 17-0025 7/21/17 ELECTRICAL 51. Show on the plan the amperage of the electrical service and the amperage and location of any subpanels. Submit a single line diagram, panel schedules, and provide service load calculations. The ADU must have a separate subpanel which is accessible to its occupants. 52. All horizontal feeders in multiple-occupancy, combustible frame dwellings shall be installed underground or outside the building unless otherwise approved. (City Policy 84-37) 53. Please provide receptacle outlets located to comply with CEC Article 210.52 in the living room. 54. All new residential units shall include provisions specifically designed to allow the later installation of any system which utilizes solar energy as an alternative energy source. No building permit shall be issued unless the piping or conduit and roof penetration details required pursuant to this section are indicated in the building plans. City policy. 55. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 (Requirements which are new with the current code are in bold). Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant type for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. 56. Include a receptacle outlet in any hallways 10 feet or more in length. CEC Article 210.52(H). 57. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20 ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. CONTINUED Carlsbad PC2017-0025 7/21/17 . PLUMBING Dimension on the plans the 30" clear width required for the water closet spaces. CPC 402.5. Show how rainwater will be prevented from impacting the sewer at outdoor shower. Provide graywater system design. For all new buildings that will use recycled water for irrigation, the City of Carlsbad requires the installation of a "bypass tee and associated ball valves" above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. . RESIDENTIAL GREEN BUILDING STANDARDS Show on the plans a minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger required by. CGC 4.106.4. Please complete the included Carlsbad form for Waste Management. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION Regarding the energy design: Please provide specifications for the whole house fan required by the Energy design and show its location. This is not the same as the whole house exhaust fan. Please specify 2x6 framing for all exterior walls to accommodate the R19 insulation. CONTINUED Carlsbad PC20 17-0025 7/21/17 67. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Complete gas piping sizing based upon a minimum input of 200,000 btu/hr for each water heater. Also show the location of the gas service. A 120 volt receptacle accessible to the heater installed within 3'. 68. In garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 69. Please specify Bathroom exhaust fans to be minimum 50 cfm. 70. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. 71. Exhaust fans must be specified at a noise rating of a maximum 1 "Sone" (continuous use whole house ventilation) or 3 "Sone" (intermittent). . MISCELLANEOUS 72. 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. 73. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U 74. 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 Tamara Fischer at EsGil Corporation. Thank you. L_ P LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 " - . San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www. IoveIaceeng.corn PROJECT J17166 VAUGHN RESIDENCE LOCATION NOTES SHEET NO. 1 OF 2 DATE 11-7-17 SCALE DRAWN BY OC CHECKED BY MTL VAUGHN RESIDENCE 2605 CREST DRIVE NOV 092017 STRUCTURAL CORRECTIONS CITY OF CARLSBAD PLAN FILE #PC2017-0025 BUILDING DIVISION P1 CORRECTION * 13 SEE REVISED FRAMINS. GUARDRAIL DETAILS SHALL BE REFERENCED. [1 CORRECTION * Iq SEE 'REVISED DECK FRAMING (SHEET 53). " RIP OF DECK JOISTS TO BE CALLED OUT. P1 CORRECTION #,25 SEE ATTACHED GUARDRAIL CALC. (PS 4dB) FOR 4x' DECK BEAM. SEE REVISED SHEET 52. P CORRECTION * 2d SEE REVISED DETAIL 8>/55. SEE REVISED SHEET 52. P CORRECTION * 36 SEE 'REVISED FRAMING PLANS NITH 'REFERENCED STAIR DETAILS. 7. U tJUWIIWdf U LLI'rO U.Lj4 in L)OWflW1 iotai • iJ.(1 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 487 >360 Total Defi Ratio 421 >180 Lovelace Engineering, Inc. 5930 Cornerstone Court W#100 San Diego, CA 92121-3772 z ph (858) 535-9111 fax (858) 535-1989 email Multiple Simple Beam Project Title: Vaughn Residence Engineer: OC Project ID: J17166 Project Descr: Pcinted: 7 NOV 2017, 12:43PM File = L:Data\Projec s17\J17166_yaughnSTRUC CALCSI.J17166 7-3-17.ec6 ENERCALC, INC. 1983-2017, Build:6.17.5.30, Ver.6.17.5.30 Description: DECK BEAM Wood Beam Design: (db-1) Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend-xK 1700 ksi Density 31.2pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0320, L = 0.240 k/It, Tnb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.942: 1 fb : Actual: 1,225.20 psi at 4.750 ft in Span # I Fb : Allowable: 1,300.00 psi Load Comb: Max fv/FvRatio = 0.378: 1 fv : Actual: 68.05 psi at 0.000 ft in Span # I Fv : Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) Q k kt Left Support 0.18 1.14 Right Support 0.18 1.14 Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W #100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 , ph (858) 535-9111 Project Descr: 1 fax (858) 535-1989 - email Punted: i NOV 2017, 3:10PM Wood Column •.- •.- . :..... File = L:\Dala\Projects17U17166 vaughnSTRUC CALCS\J171667- 3-17. ' .. ENERALC, INC. 1983-2017, BuiId6.17.5.30, Ver.6.17.5.30 Lic. Description: Flagpole (Grid 1) Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information . . Analysis Method: Load Resistance Factor Design Wood Section Name 6x12 End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber Overall Column Height 10.0 It Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir - Larch Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 1150 in Cf or Cv for Bending 1.0 Fb+ 1,200.0 psi Fv 170.0 psi Area 63.250 inA2 Cf or Cv for Compression 1.0 Fb - 1,200.0 psi Ft 825.0 p lx 697.07 jflA4 CforCv for Tension 1.0 Fc - Prll 1,000.0 psi Density 31.20 ly 159.4A3 in"4 Cm : Wet Use Factor 1.0 Fc - Perp 625.0 psi ct : Temperature Factor 1.0 E.: Modulus of Elasticity... x-x Bending y-y Bending Axial . Cffi: Flat Use Factor 1.0 Kf: Basic 1,600.0 1,600.0 1,600.0 ksi Built-up columns 1.0 NDS 15.32 Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 10 fl, K= 2.1 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 10 ft, K = 2.1 Applied Loads . Service loads entered. Load Factors will be applied for calculations. Column self weiciht included: 137.042 lbs * Dead Load Factor AXIAL LOADS... - Axial Load at 10.0 ft. D = 1.270, Lr = 2.790k BENDING LOADS... Lat Point Load at 10.0 ft creatinq Mx-x, E = 2.294 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9076 1 Load Combination +1.358D+0.50L-+0.70S+E+160H Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 0.0 ft At maximum location values are... Applied Axial 1.910k Applied Mx -22.940 k-ft Applied My 0.0k-ft Fc Allowable 328.844 psi PASS Maximum Shear Stress Ratio = 0.09877:1 Load Combination '07424D+E+090H Location of max.above base 0.0 ft Applied Design Shear 54.403 psi Allowable Shear 367.20 psi Load Combination Results Maximum SERVICE Lateral Load Reactions Top along Y-Y 0.0 k Bottom along Y-Y 2.294 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections Along Y-Y 1.179 in at 10.0 ft above base for load combination: E Only Along X.X 0.0 in at 0.0 ft above base for load combination: nla Other Factors used to calculate allowable stresses... Bending Compression Tension LRFD - Format Conversion factor 2.541 2.400 2.700 LRFD - Resistance factor - 0.850 0.900 0.800 Lambda C p Maximum Axial + Bending Stress Ratio Status Stress Ratios Location 0.000 0.152 0.09471 PASS 0.0 It 0.0,00 0.152 0:1482 PASS 0.0 ft 0.000 0.152 0.08118 PASS 0.0 ft 0.000 0.152 - - 0.2958 PASS - 0.01t 0.000 0.152 0.2958 PASS 0.0 ft 0.000 0.152 0.08118 PASS 0.0 ft 0.000 0.152 0.08118 PASS 0.0 ft 0.000 0.152 0.1482 PASS - 0.0 ft 0.000 0.152 0.08118 PASS 0.0 it Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 0.0 ft 0.0 PASS 0.0 it 0.0 PASS 0.0 ft 0.0 PASS 0.0 ft 0.0 PASS 0.0 it 0.0 PASS 0.0 ft 0.0 PASS 0.0 ft 0.0 PASS 0.0 ft 0.0 PASS 0.0 ft .oad Combination +1.40D+1.60H +1.20D+O.5OLr-'-1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L+1.60H +120D+1.60Lr+050W+160H - +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D'0.50Lr4050L+W+160H +1.20D+0.50L+0.50S+W+1.60H Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930ComerstoneCourtW#100 Engineer: OC ProjectlD: J17166 San Diego, CA 92121-3772 ph (858) 535-9111 okoi~ Project Descr: fax (858) 535-1989 email Printed: Printed: 7 NOV 2017, 3:10PM EWood .., Column .. .. ... F'de = L:\DaIa\Projecls\17iJ1166_vaughntSTRUC CALCS%J17166 7-3-17.ëc6 . ENERCALC, INC. 1983-2017, Build6.17.5.30, Ver.6.17.5.30 Description : Flagpole (Grid 1) Load Combination Results Lambda Maximum Axial + Bending Stress. Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.358D0.50L+0.70S+E+1.60H 0.000 0.152 0.9076 PASS 0.0 ft 0.09877 PASS 0.0 ft +0.90D+W+0.90H 0.000 0.152 0.06068 PASS 0.0 ft 0.0 PASS 0.cJft +0,7424D+E+0,90H 0.000 0.152 0.8933 PASS 0.0 ft 0.09877 PASS 0.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y.Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination (Base @ Top tBase @Top @Base @Base @Top @Base @ Top iO4.4 1.407 +1D4rsH 4.197 1.407 +O*0,75OLr'0.750L41 3.500 40'+0.750L+0.750S1fl 1.407 -+O+0.60W.1 1.407 -+040.70E*I 1.606 1.407 . 16.058 4O'0.750Lr40.750L'+0.450WH 3.500 D40.750L+0.750S'0.450W4H 1.407 +O40,750L'0,7505+0,5250E+H . 1.204 1.407 12.044 40.60D40.60W+0.60H . . o.&it +0,600+0,70E40,60H 1,606 0.844 16.058 DOnly . 1.407. Lr Only 2.790 LOnly S Only WOnly E Only . 2.294 22.940 KOnly Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0000 in 0.000 ft 10.000In 0.000 It 404t*l 0.0000 in 0.000 ft 0.000 in 0.000 ft • 0.0000 in .0.000 It 0.000 in 0.000 ft .+D+S.I+i 0.0000 in 0.000 ft 0.000 in 0.000 ft +O+0,750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.+0,750L40750S41 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+0.60w4+1 . 0.0000 in 0.000 ft 0.000 in 0.000 ft +040.70E4$ 0.0000 in 0.000 ft 0.825 in 10.000 ft +D0.750Lr40.750L40,450W4 0.0000 in 10.000 ft 0.000 in 0.000 ft "O0.750L40.750S40.450W*i 0.0000 in 0.000 ft 0.000 in. 0.000 ft +O0.750L40.750S40.5250E*l 0.0000 in 0.000 ft . 0.619 in 10.000 ft +0.60D+0.60W+0,60H 0.0000 in 0.000 ft 0.000 in 0.000 It 40.60D40.70E40.60H 0.0000 in 0.000 ft 0.825 in 10.000 ft D Only . 0.0000 in 0000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 5 0.0000 in 0.000 ft . 0.000 in 0.000 ft S Only S. 0.0000 in 0.000 ft 0.000 in 0.000 ft Wanly • 0.0000 in 0.000 ft 0.000 in 0.000 It • . E Only • 5 0.0000 in 0.000 ft 1.179 in 10.000 ft H Only • • . 0.0000 in 0.000 ft . 0.000 in 0.000 ft 4.O6M-X Loads Loads are total entered value. Arrows do not reflect absolute direction. 4714 F- - • T 11,2 ' 3+ r - (31 o f 131CL _131. tIi , 6,x 12- rd - Lovelace Engineering, Inc. 1 5930 Cornerstone Court W #100 [ San Diego, CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 email Wood Column . ..... ItCWTf'IIII$HI)Z Description: Flagpole (Grid 1) Sketches . V I -'- ui 1 L H 6x12 5.50 in Project Title: .. Vaughn Residence Engineer: OC Project Descr: Filer L:a\Projec\117166_vghnTRI : ENERCALC. INC. 1982017 Project ID: J17166 Sic?! P,frid: 7 NOV 2017, 3:10PM ALCS\J17166 73-17.èc6 Id:6.17.5.30. Ver.6.17.5.30 P,*flLQ,d Lovelace Engineering, Inc. 5930 Cornerstone Court W #100 San Diego CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 Project Title: Vaughn Residence Engineer: OC Project ID: J17166 Project Descr: I V email Pnted: 7 NOV 2017. 2:52PM Pole Footing Embedded si . ., •,. .. File = Data\Pmjec\171J17166..yaughn\STRuc CALCS'J17166 7-3-17.ec6 . ENERCALC, INC. 1983-2017, 8u11d:6.17.5.30,'Ver-.6.17.5.30 -. L)escnptlon: urciu I rigpoie Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Pole Foong Shape Rectangular Pole Footing Width 30.0 in Calculate Mm. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ..................300.0 pcf Max Passive ...................1500.0 psf Controlling Values Governing Load Combination: +1.110D+0.8750E+H Lateral Load . 2.007 k Moment 20.073 k-ft Restraint @ Ground Surface Soil Swf"I Pressure at Depth I SwaceLffle,lRestra,M______ Actual 1,264.37 Psf Allowable 1,31250 psI r Surface Retraini Force 11 7568 lbs Minimum Required Depth 1 4375 ft [II] . .... FogWm=Z Footing Base Area 6.250 ft2 LMaximum Soil Pressure 0.6496 ksf LoadsApplied Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Applied Moment (kft) Vertical Load (k) D: Dead Load k . k/ft k-ft 1.270 k Lr: Roof Live k k/ft k-fl 2.790 k L: Live k kfft k-ft . k S: Snow k k/ft k-ft k W: Wind k k/ft k-ft k E : Earthquake 2.294 k k/ft k-ft k H : Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 10.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Load.Cämbination +D+H +Di-L+H +O+Lr+H +D+S+H s-D+,750Lr+0,750L+H +D+0.750L+0.7505+H +D+O.60W41 +1.110D+0.8750E+H +D+0.750Lr+.750L+0450W+H t-orces (g (srouna'bur!ace 1Required Pressb at Depth SOn1 L thads '(k) AIIow( Factgr 0.000 0.000 0.13 0.0 37.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 2.007 20.073 4.38 1,264.4 1,312.5 1.000 0.000 0.000 0.13 0.0 37.5 1.000 - Lovelace Engineering, Inc. 5930 Cornerstone Court W p100 San Diego, CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 email [P::ole Footing Embedded in Soil Description : GRID '1 Flagpole +D+0.750L+0.7505+0.450W+H 0.000 +1.083D+0.750L+0.750S+0.6563E+H 1.505 40.60D40.60W+0.60H 0.000 +0.4897D+0.8750E0.60N 2.007 Project Title: Vaughn Residence Engineer: DC Project Descr: . . File = LData\Projects1l7\.J 17166_v ENERCALC. INC. 0.000 0.13 0.0 37.5 1.000 15.054 4.00 1134.4 1200.0 1.000 0.000 0.13 0.0 • 37.5 1.000 20.073 4.38 1,264.4 1,312.5 1.OQO ProectID: J17166 Pinted: 7 NOV 2017, 2:52PM CALCSlJ17166 7417.ec6 ild:6.17.5.30, Ver:6.17..5.30 -7 - - -I -I- LOVELACE I II ENGINEERING I S tructural Engineering Services -- STRUCTURAL CALCULATIONS DATE: OCTOBER 11,2017 R E AUGHN RESIDENCE PROJECT: 2605 CREST DRIVE NOV 2 9 201? -CARLSBAD, CA 92008 CITY OF BUILDING DlVlsl()1,4 OWNER: -RYAN VAUGHN P0 BOX 4415 CARLSBAD, CA 92018 ARCHITECT: JENNIFER CHARLES ARCHITECTURE 817 KALPATI CIRCLE, UNIT 111 CARLSBAD, CA :92008 JOB: J17166 11 NOTE: THESE CALCULATIONS ARE INVALID UNLESS BEARING A STAMP & SIGNATURE LU EXP. 121/31F - . 858.535.9111 fax 858.535.1989 .IoveIaceeng.com 5930 Cornei:stone Court W. Suite 100 San Diego, CA 92121-3772 tO1iooit II 1i ZfrJ L LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3712 phone 858.535.9111 • fax 858.535.1989 • www, !ovelaceeng.com JOB VA'6t4 KFOPtAirT SHEET NO. O CALCULATED BY DATE ft 90 CHECKED BY DATE SCALE TABLEOFCONTENTS SUBJECT SWEET DESIGN CRITERIA DESIGN LOADS VERTICAL ANALYSIS/DE$IGN I+_41 LATERAL ANALYS/PESIGN FOUNATIQN / RETAINING WALLS .___. STRUCTURAL NOTES 4 SCHEDULES LJVtL#k.St IL ENGINEERING _ Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San DiegO, CA 921213772 JOB rfllLt SHEET NO. 2 OF CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 ' fax 858.535.1989' www. iovelaceeng.wm SCALE DESIGN CRITERIA GOVE4ING CODE: cec 201& CONCRETE: ACI 318-I4 fc=2500 psi, NO SPECIAL IN5PECTION REQ'D. (UN.O.) MASONRY: ThiS 402-13 / ACI 530-13 / ASCE 5-13 MEDIUM WEIGHT, ASTM CO3 fm= 1500 psi, SPECIAL INSP. REQD MORTAR: ASTM c210, f'cI500 psi, TYPE S GROUT: ASTM C41,, rc2000 psi REINFORCING STEEL: ASTM AI5, :Fy = 40ksi FOR 0 4 AND SMALLER ASTM AI5, F: roOksi FOR 0 S AND LARGER (UN.O.) STRUCTURAL STEEL: AISC 30I0, 14T1-4 EDITION ASTM A512, Fy 50 ksi (STEEL SHAPES) U.N.O. A.STM 4500, GRADE B, Fj: 4ksi (STRUCTURAL TUBE) ASTM 453, GRAPE S. Fy = 35ksi (STRUCTURAL PIPE) ASTM 43, Fy: 3 ksi (PLATES) WILTING., 4301, SINGLE PLATE SHEAR CONN. 4325-N,. A40-N i-IIGI-1 STRENGTH, SINGLE PLATE SHEAR CONN. WELDING: E10X>< SERIES-TYP., E0 SERIES FOR A15 GRADE 60 RESAR SI-40P WELDING TO BE DONE IN AN APPROVED FABRICATORS SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION. WOOD: NDS-I5 GLULAMS: DOUGLAS FIR LARCH 24F-v4 FOR SIMPLE SPAN CONDITIONS 24F-V FOR CANTILEVER CONDITION SOIL: ALLOWABLE SEARING PRESSURE 107O0Z2 pF ACTIVE SOIL PRESSURE = per ACTIVE SOIL PRESSURE (AT REST) = O per PASSIVE SOIL PRESSURE 3'a9 per LATERAL EARTHQUAKE PRESSURE pcf COEFFICIENT OF FRICTION = _. o E>dSTING NATURAL SOIL PER CSC TABLE 1802 SOILS REPORT BY. Ef4J 4c.. PROJECT NUMBER: b'frZfl. I DATEP SOIL CLASSIFICATION: A4 L LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 il San Diego, CA 92121-3772 JOB SHEET NO. 3 OF 9 L. CALCULATED BY -- DATE CHECKED BY DATE SCALE phone 858.535.9111 • fax 858.535.1989 • www. lovelaceeng .com DESIGN LOADS DEAD LOAD: ROOFING ( F$ Efrj)........................Per SHEATHING ........................................ IB RAFTER/CEILING JOISTS OR TRUSSES ..............3.5 INSULATION.;...; ............................ 1.5 DRYWALL .......................................2.5 OTHER (ELEC., MECI-L, MC.) .................. .. ... TOTAL DEAD LOAD: 16.0 per LIVE LOAD: (ROOF USE PER CC TALE 101.1) a0.0 per TOTAL LOAD; ? .0 Per FLOOR DECK/QTWER DEAD LOAD; FLOORING ( AL977 MeV6 .................0 per I.0 Per LT- WEIGHT CONCRETE ............................. SHEATHING .......................................2.0 2.0 JOISTS ............................................. 3B 3B DRYWALL......................................2.5 2.5 OTHER (ELEC., MECI4., MISC.) ......................2.0 TOTAL DEAD LOAD: 19.o per 39.0 per LIVE LOAD; (RESIDENTIAL USE PER TA8LE 101.I) 400 128f 6 9.0 per TOTAL LOAD; 9f.0 pet 0 per EXTERIOR WALL STUDS ....................................... 1.0 per DRYWALL ......................................2.5 INSULATION ......................................1.5 EXTERIOR FINISH (Vi)., ... .. ............... 10,0 OTHER (MISC) ...................................1.0 TOTAL LOAD; 4 .0 pat INTERIOR WALL STUDS .........................................1.0 per DRYWALL .......................................5.0 OT4ER (MISC) ..................................1.0 TOTAL LOAD; 1.0 per LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www. IoveIaceeng.com SCALE VERTICAL ANALYSIS / DESIGN LEVEL MEME i7tM M4 M5FAN= FT.DNIFO1 LOAr UJI=1') '2-1/7 PLF UJ2: - PLF W3: - PLF P1: = - L85 P2= = - LS RI=- = L5 VThax= 1-155 Mmax= = cFT—L5 Lmax= IDL 2311 = . IN IUSE: I?Vfr1 OR MA(.- f32 SPAN: fl FT. [UN1PO1 LOA WI: = ?- PLF = PLF W3= = - PLF P1= - P2= = — LS Rl== LSS = LBS Vmax= : LBS Mmax= = 12O FT—LBS Amax= = ,ó' IN IUSE: . . X It P4ATL.41111 MA SPAN: L FT. [1UNIFOI1 LOAD Wi: (4.) i: PLF = — PLF PLF P1: = — LBS P2= = — LBS RI== LBS = LBS Vmax= : LBS Mmax= = fiFT—LB5 Amax= = ,.2_ IN IUSE: Lj)( fr. P4 -J OR N-I a Lovelace Engineering, Inc. Project Title: Vaughn Residence [1 F'2;I 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 I fax (858) 535-1989 email ocovarrubias©lovelaceeng.com PthIed: 3JUL 2017, 3:24PM Mü!tiple Simple Beam Fe = Daa jecIst17'J17166...vaughnSTRUC CA1CS1J17165 7-3-17.ec6 1 ENERCALC, INC. 1983-2017, Build: 10.17.6.29, Ver.10.17.6.29 Description: ROOF BEAM Wood Beam Design: (rb-1) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, Versalam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prii 3,000.0 psi Fv 285.0 psi Ebénd- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.120, Li = 0.150 k/lt, Trib= lOft Design Summary Max fb/Fb Ratio = 0.400 1 fb:Actuai: 1,399.08 psi at '8.250 ft in Span #1 Fb : Allowable: 3,500.00 psi Load Comb: +D+Lr+H Max fvlFvRatio = 0.209: 1 iv : Actual: 74.43 psi at 15.565 ft in Span # I Fv : Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) Q I. l.r 2 Left Support 1.09 1.24 Right Support 1.09 1.24 Wood Beam Design: (rb.2) D(0.120) Lr(0.150) 3.5x11.875 14 16-50 ft 1:1 Downward L+Lr+S 0.257 in Downward Total 0.483 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Defi Ratio 770 >360 Total Deft Ratio 409 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 3EAM Size: 3.5x11875, Ver8aLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.02800 West Fb - Tension 2,800.0 psi. Fc - P,ll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc- Perp 750.0 psi Ft 1,950.0 psi Emlnberid - xx 1,036.83 ksi Beam self weight calculated and added to loads Unif Load: 0 = 0.1520, Li = 0.190 klft, TO= 1.0 ft Max fb/Fb Ratio = 0.533; 1 - fb : Actual: 1,864.28 psi at 8.500 ft in Span #1 Fb: Allowable: 3,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.270: 1 lv : Actual: 96.26 psi at 16.037 ft in Span # I Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) Q L l.r. 2Zt E Left Support 1.39 1.62 Right Support 1.39 1.62 Wood Beam Design: (rb-3) D(0.152.19.0)_ 3.5x11.875 ki Downward L+Lr+S 0.367 in Downward Total 0.684 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Deft Ratio 555 >360 Total Deft Ratio 298 >180 Calculations per NDS 20151BC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prii 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0640, Li = 0.080 kift, TO= 1.0 ft Design Summary Max fb/Fb Ratio = 0.577 .1 fb : Actual: 793.36 psI at 8.000 ft in Span # I Fb : Allowable: 1,375.00 psi - Load Comb: +D+Lr+H Max fv/FvRatio= 0.183:1 iv : Actual: 41.22 psi at 0.000 ft in Span 111 Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Max.Reactions (k) Q I, 1.1 2 tL' Left Support 0.58 0.64 Right Support 0.58 0.64 0(0.0640) L(0.080) 412 16 Oft ii Downward L+Lr+S 0.168 in Downward Total 0.320 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1142 >360 Total Dell Ratio 599 >180 - L LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858,535.9111 • fax 858.535.1989 • www. lovelaceeng.com JOB, SHEET NO. OF CALCULATED BY . DATE CHECKED BY DATE SCALE LEVEL: MEM6ERS: 9- SPAN: FT. [jiJNIFO1 LOAD WI: ('i,) : ,91f f-LF UJ2 - FLF W3= LF P1= = - L9 P2: : - LSS RI: L85 = LBS Vmax= : 3912 LBS Mmax: : lt7 FT-1-55 Amax= 14'67 IN USE, NAF4C __ SPAN: b' FT. OtUNIFORM LOAD WI: '7j (13) : 392 PLF W2: PLF W3 : - FLF ': LBS = LBS RI: : - LBS - LBS Vmax= : I9 LBS Mmax: : '2-11' FT-1-155 Amax: = IN 1.0 P1 O L'ttic ol MAW,- SPAN: FT. [NIFO1 LOAD WI: 3 C,) j: FLF U12: = - FLF W3: FLF = LBS = - LS RI: = - LBS Rr L55 Vmax= = Ocj7 LBS Mmx= : 11 FT-LB5 Amax: IN IUSE: 9-c1.6' I OR 11-A 1 V!JkH 1:1 Downward L+Lr+S 0.014 in Downward Total 0.026 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Dell Ratio 5072 >360 Total Dell Ratio 2761 >180 - Lovelace Engineering, Inc. Project Title: Vaughn Residence L 5930 Cornerstone Court #100 Engineer: OC Project ID: J1166 San Diego, CA 92121-3772 Project Descr: -7/ ph (858) 535-9111 fax (858) 535-1989 email ocovarrubiasloveIaceeng.com Printed: I MAY 2017, 1I:22M4 File Multiple Simple Beam ENERCALC,'INC.1983-2017. Bulld:6.17.3.17, Ver.6.17.317 UData\ProectM1N17166.yaughn\STRUC GALCSJ17166.ec6 DescriDtion: ROOF BEAM II Wood Beam Design: (rb-4) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.20 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0640, Lr = 0.080 k/ft. Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.651 1 fb : Actual: 895.62 psi at 8.500 ft in Span #1 Fb: Allowable: 1,375.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.196: 1 fv: Actual: 44.12 psi at 16.093 ft In Span #1 Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Iz Left Support .0.62 0.68 Right Support 0.62 0.68 '-=- --- :=-------- --'-.-- .-,- -- . A A 17.OfL 402 H Downward L+Lr+S 0.214 In Downward Total 0.408 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 952 >360 Total Dell Ratio 499 >180 Wood Beam Design: (rb-5) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi. Fv 180 psi Ebend-xx 1700 ksi Density 31.2pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1520, Lr = 0.190 k/ft. TO= 1.0 ft Design Summary Max fb/Fb Ratio = 0.448;1 fb : Actual 671.30 psi at 4.000 ft in Span # I Fb: Allowable: 1,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.234: 1 fv: Actual: 52.61 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) P L Li S V S ti Downward L+Lr+S 0.045 in Downward Total 0.082 in Left Support 0.64 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.64 0.76 Live Load Dell Ratio 2140 >360 Total Deft Ratio 1165 >180 Wood Beam Design: (rb-6) Calculations per NDS 2015,16C 2015, CBC 2016, ASCE 7-10' BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tenslon 1000 psi Fc- Prli 1500 psi Fv 180 psi Ebend-xx 1700 ksi Density 31.2pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.1520, Lr = 0.190 kilt, Tnb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.252: 1 fb : Actual: 377.60 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.161:1 fv : Actual: 36.22 psi at 5.240 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) R L L! Left Support 0.48 0.57 Right Support 0.48 0.57 LOVELACE ENGINEERING Structural Engineering Services 1 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 - JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE LEvEL ________________ MEMBE5: tfrt M4 SPAN: FL [(iiNlFO1 LOAD WI: = L- PLF PLF W3= = - PLF Pt: : LBS P2 = LBS RIX LBS Ir: = LBS Vmx: : LBS Mmax: = 72 FT-1-55 rnax: - IN. USE: t1 ,x' 157'M I NA- 4'SPAN= 12- FT.. ['UNtFO1 LOAD Wi: : PLF W2= : - PLF : - PLF Pt: z - LBS P2: = -. LBS RI=- LBS LBS = 4Z LBS Nlmax: :L;aj~V FT-L55 Amax= : 3 IN SPAN: (, FT.. [UNIFO1 LOAD WI= % () : 'F7 PLF U)2 = PLF W3: - PLF Pt: : - LBS P2: - L85 RIz - LBS = - LBS Vmax= = At LBS M,,ax: = FT-1-156 Amax= - IN USE: L+.X Vi OR U Downward L+Lr+S 0.011 In Downward Total 0.021 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Defi Ratio 6425 >360 Total Dell Ratio 3419 >180 Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descc ph (858) 535-9111 fax (858) 535-1989 -I email ocovarrubias©lovelaceeng.com Printed: 1 MAY 2011. 3:11PM Multiple Simple Beam - RIeL'\Dt2PtDiecS\17J17l6&vaugl1ntSTRUCCALcSUl7166.606 1 ENERCALC, INC.'1983-2017, Bulld:6.17,3.17, Ver:6.173.17 Description: ROOF BEAM Ill Wood Beam Design: (rb-7) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Pill 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.1040, Lr= 0.130 k/it, Trib= 1.0 It Design Summary Max fblFb Ratio = 0.174: 1 -7- fb : Actual: 260.76 psi at 3.000 ft In Span # 1 Fb : Allowable: 1,500.00 psi Load Comb: +D+Lr+H Max fvlFvRàtio= 0.111:1 fv : Actual: 25.01 psi at 5.240 ft In Span #1. Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L Li Left Support 0.33 0.39 Right Support 0.33 0.39 Wood Beam Design.: (rb-B) Downward L+Lr+S 0.010 in Downward Total 0.018 in Upward L+Lr+S 0.000 In Upward Total 0.000 In Live Load Dell Ratio 7413 >360 Total Dell Ratio 3999 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced -: - Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Pill 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksI Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.120, Lr = 0.150 k/It, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0799. lb : Actual: 1,198.83 psi at 6.000 ft it Span # 1 Fb: Allowable: 1,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.299: 1 lv: Actual: 67.25 psi at 11.240 ft in Span# 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L Li S Y. Left Support 0.76 0.90 Right Support 0.76 0.90 - 0(0.1201 140.1501 12.0 ft. 010 H Downward L+Lr+S 0.179 In DOwnward.Total 0.331 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 803 >360 Total Defi Ratio . 434 >180 Wood Beam Design: (rb-9) Calculations per NDS 2015, (BC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb -Tension 1,000.0 psi Fc- Pill 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend -xx 620.0 ksi Applied.Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.120, Lr = 0,150 k/ft, Trib= 1.0 ft Design Summary Max fblFb Ratio = 0.200: 1 lb : Actual: 299.71 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.128:1 fv : Actual: 28.75 psi at .5.240 ft in Span # I Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 k Lr W E Left Support 0.38 0.45 Right Support 0.38 0.45 -- Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 10/ fax (858) 535-1989 - I email ocovarrubias@lovelaceeng.com Printed: I MAY 207, 306PM [Multiple Simple Beam File - ENERCALC; INC. 1983-2017, Bulld:6.17.3.17, Ver:6.17.3.17 I Description: ROOF RAFTER Wood Beam Desi9n: (IT-1) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with I BC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi, Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0020 klft, Tnb 2.0 ft Design Summary Max fb/Fb Ratio = 0.612: 1 lb : Actual: 757.40 psi at 6.000 ft in Span # I Fb: Allowable: 1,237.50 psi Load Comb: +D+Lr+H Max fv/FvRatio 6.189:1 fv:Actuai: 42.49 psi at 11.240 ft in Span #1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) P L Lr Y E Left Support 0.21 0.24 Right Support 0.21 0.24 Wood Beam Design: (rr-2) 'JftIlliI) 77 i'IIi!J'1 ti Downward L+Lr+S 0.119 in Downward Total 0.222 in Upward L+Lr+S . 0.000 in Upward Total 0.000 In Live Load Defi Ratio 1214 >360 Total Defi Ratio 647 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7?10 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Ptll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160, Lr = 0.020 k/ft, Tnb= 2.0 ft Design Summary Max fb/Fb Ratio = 0.272 1 lb : Actual: 336.62 psi at 4,000 ft in Span # I Fb : Allowable: 1,237.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.153: 1 fv : Actual: 34.38 psi at 4.000 ft In Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 1. Li Downward L+Lr+S 0.014 In Downward Total 0.026 in Left Support 0.32 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.12 Live Load Dell Ratio 6846 >360 Total Dell Ratio 3650 >180 Wood Beam Design: (rr-3) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load:. 0 = 0.0160, Lr = 0.020 k/fl, Tnh= 1.330 ft Design Summary Max fb/Fb Ratio = 0.738; 1 fb : Actual: 913.50 psi at 8.000 ft In Span # 1 Fb: Allowable: 1,237.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.177: 1 fv: Actual: 39.90 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L Li Left Support 0.19 0.21 Right Support 0.19 0:21 D(O.02128) 1.0.02660} UI 16.00, 2*10' H Downward L+Lr+S 0.249 in Downward Total 0.477 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Dell Ratio 770 >360 Total Dell Ratio 402 >180 Lovelace Engineering, Inc. 5930 Cornerstone Court W #100 ii San Diego, CA 92121-3772 II ph(858)535-9111 fax (858) 535-1989 Project Title: Vaughn Residence Engineer: OC Project Descr. Project ID: J17166 10 A/ PrInted: 4 OCT 2017. 2:51PM M it. i s FiI8Late\Proiects1N17l66Lvaughh\STRUCCALcSt171669-29-17.ec6 u ip e imp e earn ENERCALC INC 1983 2017 BuIld 6 17530 Ver6 17530 Wood Beam Design (rr-4) Calculations per NDS 2015, IBC 2015, CBC 2016; ASCE 7.10 BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: NO.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600:0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psI Emlnbend - xx' 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160, Lr = 0.020 k/ft, Tnb 2.0 ft Design Summary Max fblFb Ratio = 6.297; 1. fb:Actual: 401.31 psi at 6.500ftlnSan#1 'D(O.0320)LIO.0401 .... ,. ..... • Fb Allowable 1,350.00 psi . uzrlh _ ______ Load Comb: +D+Lr+H Max fv/FvRatio = 0.097: 1 fv: Actual: 21.86 psi at 6.500 ft in Span # 1 6.50 ft 8.50(1 4x10 - Fv: Allowable: 22500 psi Load Comb: +D+Lr+H ___________________________________________________________________ Max Deflections Max Reactions (k) P L Lx a mt g it Downward L+Lr+S in Downward Total 0:165 In .0.084, Left Support 0.52 0.53 Upward L+Lr+S. -0.007 in Upward Total -0.013 In Right Support 0.07 0.07 Live Load Dell Ratio 1866 >360 Total Defi Ratio 944 >180 Wood Beam Design: (rr75) IBC 2015, CBC 2016, ASCE.7-10 BEAM Size: 2x10,, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load CombInations Major Axis Bending WoOd Species: Douglas Fir - Larch Wood Grade: N0.2 Fb - Tension 900.0 psi. Fc - PrIl 1,350.0 psi 'Fv 180.0 psi - Rend- xx 1,600.0 ksi Density 31.20 pcf Fb compr 900.0 psi Fc - Perp 625.0 psi Ft 575,0 psi Emlnbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to load Unit Load: D = 0.0160, Lr = 0.020 klft, TO= 2.0 ft Design Summary Max fblFb Ratio . 0.634-1. f6: Actual: 784.69 psI at 7.910 It in Span #2 Fb Allowable: 1,237.50 psi - Load Comb: +D+Lr+H Max fv/FvRatio = 0.257: 1 fv : Actual: 57.76 psi at .5.000 ft in Span # 1. Fv : Allowable: 225,00 psi Load Comb: +D+Lr+N Max Reactions (k) P L k B, V. Left Support 0.45 Right Support 0.21 0.24' Cälculatlôfls per N 0(0.0320) Li(O.040) 5.0(1 14.0(1, 2x10 Max Deflections H DownwArd L+Lr+S 0.153 in IDnwnwd Tnthl 0 2R7 in Upward L+Lr+S -0.088 Ii Upward TOtal -0.16.5 in Live Load DaflRatlo 1097 >360 Total Dell Ratio 585 >180 T LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • w. lovelaceeng .com SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE LEVEL ______________ MEME Vt MA SPAN: FT. E'UNlFORM LOAD wI: 13/6 PLF -, PLF 1U3: = - PLF Fl: = P2: = . LSS RIZ = - S : LS Vrnax. = ,L(SL.SS Mmax: IO FT-1-55 Lmax= .- IN USE: L OR MA SPAN= I FL IFO1 LOA WI: J!3 TUN=a PLF W2 = PLF - PLF Fl: ja: LS P2= = - RI: I 4 L5 ILt% L5 Vmtax= : - L5 Mmax= :24iZ7FT-1-55 Arnax: = IN IUSE: Lb< 1i7 PII OR MA • 3 SPAN- , FT. NIFORM LOAD Wi: ? ( : L27 PLF W2: PLF W3 PLF L5 P2: - LS RI: = L5 = - LG L5 Mmax: = FT-L55 rnaX: - II IN USE: Lt1Xb OR Lovelace Engineering, Inc. 5930 Cornerstone Court W #100 San Diego, CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 I email Project Title: Vaughn Residence Engineer: OC Project ID: J17166 Project Desci: Pi,%ted: 5 OCT 2017. 9:20Mg M 't' I S' I B Fi[0LDaIa\PojcCt\1Tu17166_Vougflfl\STRUCCALCSl171669-29-17.eC6 U. up e. lmp_ earn - - - - ENERCALC,INC. 1983-2O17BulId:6..17.5.3O,Ver:6.17.5.3D Description: CEILING BEAM Wood Beam Design: (cb-1) Calculations per NDS 2015,, BC 2015, CBC 2016, ASCE 7.10 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx. 1,600.0 ksi Density- 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi AD-plied Loads Beam self weight calculated and added to loads Unif Load: D 0.1360, L = 0.170 k./ft, Trib= lOft Design Summary Max fb/Fb Ratio = 0.638 1 fb : Actual: 746.71 psi 'at 3.500 ft in Span # I Fb: Allowable: 1,170.00 psi Load Comb: +D+L+H - Max fv/FvRatio = 0.298: 1 Iv: Actual : 53.71 psi at 6.417 ft inSpan# 1. Fv : Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) ,Q L Li Left Support 0.50 0.60 Right Support 0.50 0.60 7.0 ft. 4x8 Max Deflections j Downward L+Lr+S 0.052 in Downward Total 0.095 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1617 >360 Total Defi Ratio 883 >180 Wood Beam Design: (cb-2) Calculations per NDS2015,1BC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced' Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending 'Wood Species: Douglas Flr- Larch Wood Grade: No.1 - Fb - Tension 1,000.0 psi Fc - PrIt 1,500.0 psi Fv 180.0 psi Ebend- xx .1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - XX 620:0 ksl ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Li = 0.020 k/ft. Tnb= 1.0 ft 'Point: D = 0.380, Li = 0.450 k @ 18.0 ft Design Summary Max fb/Fb Ratio = 0.430.1 fb : Actual: 645.18 ps( at 15.000 It in Span #1 Fb: Allowable: 1,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.191:1 - Iv : Actual: 42.91 psi at 15.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L Li a W ' ' Downward L+Lr+S 0.07716- Downward Total 0:132 In Left Support 0.09 0.05 Upward L+Lr+S -0.038 in Upward Total -0.057 in - Right Support 0.70 0.76 Live Load Defi Ratio 938 >360 Total Deft Ratio 544 >180 - Wood Beam Design: (cb-3) . - Calculations per NDS 201 5; IBC 2015, CBC 2016 ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, 'Major Axis Bending Wood Species': Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi ADolied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1280, Lr = 0.160 Will, TO= 1.0 ft Design Summaiy Max fb/Fb Ratio = 0.611 I fb : Actual: 894.10 psi at 3.000 ft in Span # I Fb: Allowable: 1,462.50 psi Load Comb: Max fv/FvRatio = 0:259: 1 Iv : Actual: 58:28 'psi at 5.560 ft in Span # I Fv : Allowable: 225.00 psi - Load Comb: +D+Lr+H Max Reactions (k) Q L Li a W E Left Support 0.40 0.48 Right Support 0.40 0.48 A1!20A) I±ftft flt jHftPH I Fl Downward L+Lr+S 0.060 in Downward Total 0.110 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1191 >360 Total Deft Ratio 652 >180 - flrT LOVELACE 1. ENGINEERING ,l - -i Structural Engineering Services 5930 Cornerstone Court W. Suite 100 Sen Diego, CA 92121-3772 JOB SHEET NO. 1 3;' OF CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www. Iovelaceeng.com SCALE LEVEL: ____________ MEMSERS: 13Lfri MA SPAN: Fl. E UNIFORM LOAD WI: . PLF 11)2= - PLF W3: - FLF P1 3~: 22LS P2: - L5 fRI: 2-rnt L65 L (p24 Le'S Vmax= Le'S Mniax: S -30 FT-1-5 Amax: : IN IUSE: OR MARX--SP4N. FT, UNIFORM LOAD WI: PLF UJ2= PLF W3 C PLF LS RI: Ie'5 Le'S Vmax: : Le'S Mmax: = FT-LBS Amax: IN USE: OR MARK-- SPAN: Ft j UNIFORM LOAD WI: : PLF 1)2: : PLF W3: : PLF = LBS : LBS RI: LBS LBS Vmax: : LBS Mmax: : FT-L55 Amax= : IN USE: OR Lovelace Engineering, Inc. Project Title: Vaughn Residence [ 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J1166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 fax (858) 535-1989 -I email ocovarrubias©lovelaceeng.com Prnte: 4 JUL 2017, 6:47PM Multiii!e Simple Beam 'File ala\Poje17U17166vaughnSTRUCCALCSU17166 7-3-17,ec6 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver.6.17.4.30 I Descriotiôn: CEILING BEAM II Wood Beam Design: (cb-4)' Calóuiations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced . Using Allowable Stress Design with )BC 2015 Load Combinations,' Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Pill 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Emlnbend - xx 620.0ksi Apø!ied Loads Beam self weight calculated and added to loads Point: 0 = 0.40, Lr = 0.480k @ 3.50 ft Deskin .Sunmary Max fblFb Ratio = 0.391' 1 fb: Actual : .685.81 psi at 3.500 ft, lnSan#1 Fb : Allowable: 1,625.00 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.216:1 fv Actual: 48.67 psi at 4.550 ft in Span # 1. Fv : Allowable: 225.00 psi Load Comb: Max Reactiàns (k)' L Li -. Left Support 0.13 0.14 Right Support 0.29 0;34 5.0 ft. 06 Max Deflections ., . . . H.'- Downward L+Lr+S 0.021 in Downward ThtI 0.0Q in Upward L+Lr+5 . 0.000 in - Upward Total 0.000 in Live Load Defi Ratio 2844 >360 Total Defi Ratio 1523 >180 LOVELACE ENGINEERING Structural Engineering Services, 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. CALCULATED BY CHECKED BY OF DATE DATE phone 858.535.9111 • fax 858.535.1989 • www. lovelaceeng .com SCALE LEVEL-_____________ MEMER MA- ____ P4N.' FT. I3'UNIFOJ1 LOAD UI: ? , Ib PLF UJ2: -. PLF W3: - PLF : - L66 RI: =LBS - L.S Vrnax: :Oa 1-56 Mmax: : 4'o' FT-Le. Amax= :1~7 IN IUSE _P1 _OR I MARK: SPAN: FT IJ'UNIFQ1 LOAD Wi: %_( _Z:_1' UJ2 : PLF W3 PLF Pl=- L5 P2: LS RI: :- L5 Vmax: L5 Mmx=: FT-1-155- Amax= - IN IUSE; ,) 7rjt:2 OR . I MARK 4I3 SPAN: FL NIFORM LOAD WI: : tf FLF W2- : -PLF W3: : - PLF 1-5 : -. LS RI: . = - Les Rr: : - LS Vmax=LS Mmax= : FT-1-56 Amax=: __IN USE- OR L4Lr+S 0 02 in flnwnwir,l Tnthl n nsi in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2497 >360 Total Dell Ratio 1346 >180 Downward L+Lr+S 0.019 in Downward Total 0.036 in Upward L+Lr+S, 0.000 in Upward Total 0.000 in Live Load Defi Ratio 3745 >360 Total Defi Ratio 1990 >180 -- Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: / ph (858) 535-9111 fax (858) 535-1989 -i email ocovarrubias@lovelaceeng.com p 4 JUL 2017, 7:02PM Multiple Simple Beam File =L:aProIecta17U17I66_vaughnlSTRuC CAI.CSU17166 7-3.17.ec6 ENERCALC. INC. 1983-2017. Build:6.17.4.30. Ver.6.17.4.30 Description: ROOF HEADER Wood Beam Design: (rh-1) - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0560, Li = 0.070 k/It, Trib 1.0 ft Design Summary Max fb/Fb Ratio = 0.408.1 fb : Actual: 458.91 psI' at 4.000 ft in Span # 1 Fb : Allowable: 1,125.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.104:1 fv : Actual: 23.31 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H - Max Reactions (k) fl t. Li Downward L+Lr+S 0.053 in Downward Total 0.101 in Left Support 0.25 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.25 0.28 Live Load Dell Ratio 1805 >360 Total Dell Ratio 953 >180 Wood Beam Design.: (rh-2) Calculations per NDS 2615,16C 2015, CBC 2016, ASCE 7.10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 - Fb - Tension 900 psi Fc - Prli 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.2 pcI Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0960, Lr = 0,120 k/It, Tnb= 1.0 It Design Summary Max fb/Fb Ratio = 0.385•1 fb : Actual: 433.40 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,125.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.126 1 Iv : Actual: 28.25 psi at 5.560 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) P L 1,1 S W E Left Support 0.31 0.36 Right Support 0.31 0.36 Wood Beam Design: (rh-3) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 740 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb.Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20pc1 Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0640, Lr = 0.080 k/It, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.261-1 fb : Actual: 293.19 psi at 3.000 ft In Span # 1 Fb: Allowable: 1,125.00 psi - Load Comb: +D+Lr+H Max fv/FvRatio = 0.085: 1. fv : Actual: 19.11 psi at, 5.560 ft in Span #1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) fl 'L Lf a êL E Left Support 0.21 0.24 Right Support 0.21 0.24 R P LOVELACE ENGINEERING Structural Engineering Services t 1 5930 Cornerstone Court W. Suite 100 :A San Diego, CA 92121-3772 JOB SHEET NO. OF CALCULATED BY DATE____________________ CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www. Iov&aceeng .com SCALE LEVEL: MEMSERS: MAW--NFl 5PAN: FT. .UNIFORM 'LOAD, WI '-,36 C f' PLF W2: - PLF UJ3 = FLF . I 5a 15174 -LBS - RF= = L, Rr= = Vm8x: - LBS Mmax= FT-1-55 Lmax: = IN I USE: (, X h vrp, — OR I MA c SPAN: FT.. [JNIFO1.LOAP wi: ,= 2-lb PLF W2= PLF W3: - PLF Fl: - LBS P2: - LBS RIC = - Rr: = - LBS Vmax: I.B6 Mmox: = FT-LBS Arnax= = i1 IN IUSE: hA6Vt- OR MARK ____ SPAN: FT. UNIFORM LOAD WI: PLF PLF : PLF Fl: = LBS P2: : LBS RI: = LBS LBS Vmax: : LBS Mmax: : FT-1-155 Amax= : IN USE: OR. Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W #100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 ____.___1I fax(858)535-1989 email ocovarrublas©Iovelaceeng.com P4nted: 1MAY 2017, 2:47PM M U l I I - 0 - Filc=LData\Projccts\17\J17166_voughn\STRUCGALCS%.Jl7166.ec6 e '!P e •!fl 'ENERCALCINC..1983-2017, 8ulld:8.17.3.17, Ver.6.17.3.17 Description: ROOF HEADER II Wood Beam Design: (rh-4) - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Beriding Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PrIl 1350.0 psi • Fv 180.0 psi Ebend- xx 1,600.0ksi Density 31.20pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Erninbend - xx .580,0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0960, Lr = 0.120 klft, Tnb= 1:0 ft Point: 0 = 0.750, Lr = 0.760 k @ 3.0 ft Design Summary Max ft)/Fb Rtin = 0564- 4 th Actual:. 634.57 psI at 3.000 ft In Spin # 1 Fb: Allowable: 1,125.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.325: 1 fv : Actual: 73.23 psi at 3.547 ft in Span # 1. Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H - Max Reactions (k) L , .i Left Support 0 .Q 0.43 .39 Right Support 0.77 0.81 - Wood'Bearn Design: '(rh-5) Calulâtlons er NOS 2015, IBC 2015, CBC 2016, ASCE710t 3EAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch . - - - Wood Grade: No.2 Fb Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Emlnbend - xx 580.0 ksi 0(0.0960 L,(0.120) 4.0 ft. 6x6 Downward L+Lr+S 0.016 In Downward Total 0.030 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 3055 >360 Total Defi Ratio 1575 >180 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0960, Lr = 0.120 klft, Trib 1.0 ft. Design Summary Max fb/Fb Ratio = 0.685- 1 fb : Actual: 770.50 psi at 4.000 ft in Span # 1 Fb: Allowable: 1,125.00 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.174:1 - fv : Actual: 39.14 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Q L IrS W Left Support 0.41 0.48 Right Support 0.41 0.48 _________ -.--.•- _____________ -z - VA A Downward L+Lr+S 0.091 in Downward Total 0.169 In Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Defi Ratio 1053 >360 Total Defi Ratio 568 >180 [I- L ENGINEERING LOVELACE Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE r_W LEVEL __________ MEM51ERS. t"Efrtvi MARK__fi SPAN: FL WI: D UNIFORM LOAD : 12 FLF : PLF FLF ,5: RI: Rr : LENS Vmax: Mn,ax: : 1O FT-L55 Lmax: : IN IU5E •IIY±I.*-t4 OR I NARK _ SPAN: U' FT. WI: UJ2: E UNIFORM LOAD : 2 PLF : PLF W3: Fl: = PLF : bO LS P2: : - L65 RI: : L5 j7LS Vmx= : -. LS Mmax= Amax= : 06OFT-L86 : •3r IN IUSE: ?< (( VP4 OR MA SPAN: FT. ['UNIFORM LOAD Wt: 1 mI(l2+( )2ô= PLF Ian= PLF W3: : - PLF Fl: : - LS P2: = - I_5 RI: - I..65 - L65 Vmax= : co L65 :22FT-L5 Amax= : ç: IN I9YL4M OR , .., Lovelace Engineering, Inc. Project Title: Vaughn Residence ill I 5930 Cornerstone Court W #100 Enqineer: OC Project ID: J17166 San Diego, CA 92121-3772 Prolect Descr: 12 ph (858)535-9111 / fax (858) 535-1989 email P,inted: 29 SEP 2017, 9:24AM M It. i - ' •-File=t:\Data\Prects\17U17166,,vaughn\STRUCCAI.CS171669-29-l7.ec6. U.ip f e earn . ENERCALC,'INC. 1983-2017,Build:6.17.5.30, Ver6.17.5.30 - Description: FLOOR BEAM Wood Beam Design: (fb-1) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 740 BEAM Size: 3.5x11.875, VersaLam, Ft Using Allowable Stress Design Wood Species: Boise Cascade Fb - Tension 2,800.0 psi Fc - Prli Fb - Compr 2,800.0 psi Fc - Perp Applied Loads Bears self weight calculated and added to loads Unif Load: D = 0.0180, L = 0.0540 k/ft. Trib= 1.0 ft Unif Load: 0 = 0,0630 kilt, 0.0 to 2.0 II, Trib= 1.0 it Point: 0 = 0.220, L = 0.630 k @ 2.0 ft Design Summary Max fb/FbRatio 0.175:1 fb : Actual: 490.50 psI •at 6.050 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.170: 1 Iv: Actual: 48.52 psi at 0.000 ft in Span # 1 Fv Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) Q Left Support 0.53 0.95 Right Support 0.26 0.49 Wood Beam Design: (fb-2) Calculations p6i NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, VersaLarn, FL Using Allowable Stress Design Wood Species: Boise Cascade Fb - Tension 2800 psi Fc - Pril Fb - Compr 2800 psi Fc - Perp Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, L = 0.0540 k/if, Tnb= 1.0 ft Unit Load: 0 = 0.0240 k/It, 0.0 to 5.0 if, Trib= 1.0 ft Point: D = 0.220, L = 0.630 k @ 5.0 ft Design Summary Maxfb/Fb Ratio = 0.315:1 lb : Actual: 883.19 psi at 6.000 ft in Span #1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Maxfv/FvRatio= 0.173:1 Iv: Actual: 49.42 psi at 0.000 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) fl L Lt Left Support 0.53 0.94 Right Support 0.35 0.66 Wood Beam Design : (fb-3) Calculations er NDS 26115,113C 2015, CBC 2016, ASCEflO BEAM Size: 5.25xl4i VersaLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi' Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi h BC 2012 Load Combinations, Major Axis Bending Wood Grade: Versa Lam 2.0 2800 West 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 pcf 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi DJO.063) D(O.0180) L(0.0540 15.0 ft. 3.5*11.875 H Downward L+Lr+S 0.094 in Downward Total 0.143 in' Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 1910 >360 Total Deft Ratio 1255 >180 BC 2012 Load Combinations, Major Axis Bending Wood Grade: Versa Lam 2.0 2800 West 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41.75 pcf 750 psi Ft 1950 psi Eminbend - xx 530120482 ksl D(0.0240) * D(O.0180L(0.0540) 18.6 ft. 3.5x1 1.875 1:1 Downward L+Lr+S 0.233 In Downward Total 0.352 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 925 >360 Total Deft Ratio 612 >180 Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.3560, Lr = 0.120, L = 0.120 k/It, Trib= 10 ft Desipn Summary - Max fblFb Ratio = 0.512• 1 fb : Actual: 1,409.29 psI at 9.000 ft in Span # I Fb: Allowable: 2,752.45 psi Load Comb: +D+L+H Max fv/FvRatio = 0.280: 1 Iv : Actual: 79.77 psi at 0.000 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) Q L Li Left Support 3.40 1.08 1.08 '1'AitiUQAt A H Downward L+Lr+S 0.119 in Downward Total 0.551 In Upward L+Lr+S 0.000 in Upward Total 0.000 in L LOVELACE ENGINEERING _ Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. ._t OF CALCULATED BY DATE____________________ CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www. IoveIaceeng.com SCALE LEVEL: ____ft __________ MEMER5: ____________ MA r- SPAN FT, UNIFORM LOAD WI: PLF U12: ()PLF W3: -FLF f-l rX) TI' f.3(JjLJ9) m°1 ('I 2LS5 P2: - L.SS RI: Ic7LS L5 Vmax= =- L85 Minax: = 12[ FT-LBS Amax= = IN IUSE- ')YLj.VkkN1 OR Liii = W2: W3 Pt: P2 1 I WI: 'TL) -r J( P1) = ';7g7 PLY W2 : - PLF W3= = - PLF Pt: : L55 P2: = - RI: = L5 = - LSS Vniax: Mmax: ff? FT-1-155 Amax.- IN IUSE- OP. OAP FLF PLF PLF LSS RI: : 91 L5 .i- : L5 vmax= - L5 Mmax: 2-2ô9FT-1-5 Amax: IN MA SPAN: FT.. El UNIFORM L ri-f1$'t 711•zI jze fli-L 3; . I (36'--M 2.(9010' -U100 : I' P , Lovelace Engineering, ma. Project Title: Vaughn Residence H I c 5930 Cornerstone Court W#100 Engineer: DC ProjectiD: San Diego, CA 92121-3772 Project Descr: [ ' ph (858) 535-9111 / fax (858) 535-1989 email Pdr8ed: 29 SEP 2017, 11:21AM M It'!pe S 1 - rn p lé Bearn . - Re - I:kDaW'Projectsll7UI7166_vaL~hnIS7rRUC-CALC8417166 9-29-17=13. iENEA1CINC:198-2O17,Bu)Id:6.17.5.3O:V.e'F6,17.5.30_ Description: FLOOR BEAM II Wood Beam Design (fb-4) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25*9.25, VersaL.am, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species.: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prli 3,000.0 psi Fv 285.0 psi Ebend- xx 2000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xi 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0450, L = 0.080 k/fl, 0.0 ft to 3.50 ft. Tnb= 1.0 ft Unit Load: D = 0.3180, L = 0.360 k/fl, 3:50 to 7.0 ft, Tnb= 1.0 ft Point D = 3.940, Li = 1.680; L = 0.990 k © 3.50 ft Design Summary Max fblFb Ratio = 0.640 1 fb : Actuai: 1,790.84 psi at 3500 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: Max fv/FvRatio = 0.419:1, fv:Actual: 119.55 psi at 6.230 ft in Span #1 Fv: Allowable: 285.00 psi Load Comb: Max Reactions (k) fl I., Li Left Support 2.42 1.02 0.84 Right Support 2.89 1.51 0.84 Wood Beam Design: (fb-5) Downward L+Lr+S 0.035 in Downward Total 0.135 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 2399 >360 Total Deft Ratio 623 >180 Ca -per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10: Using Allowable Stress Design with I BC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade . Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prli 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Erninbend - xx 1,036:83 ksi Applied Loads Beam sell weight calculated and added to loads Unit Load: D = 0.020, L = 0.060 k/ft. Trib= 1.0 ft Unit Load: D = 0. 1260. L = 0.360 k/ft. 0.0 to 4.0 ft, Trib 1.0 ft Unif Load: D = 0.0350, L = 0.10 k/ft. 4.0 to 7.0 It, Tnb= 1.0 ft Point: D = 0.530, L = 0.940 k @ 4.0 ft Point: D = 2.480, Lr = 2.860 k @3.50 ft Design Summary' Max fb/Fb Ratio = 0.508.1 . 0)0.1280) 00.03( 1)0.10) ft in Span #1 Fb:A1owable: 3,500.00 psi Load Comb : +D+0.750Lr+0.750L+H Max fv/FvRatio = 0.393 : 1 X . lv : Actual: 111.87 psi at 0,000 ft In Span # 1 Fv: Allowable: 285.00 psi 7.0 ft. 3.501.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) Q I. Ii S W E If Downwaid L+Lr+S 0.036 in Downward Total 0.094 in Left Support 1.96 1.71 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.88 1.39 1.43 Live Load Deft Ratio 2314 >360 Total Defi Ratio 893 >180 Wood Beam Design (fb-6) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 3EAM Size: 3.5x11.875, VersaLam, F Using Allowable Stress Desigr Wood Species: Boise Cascade Fb - Tension 2,800.0 psi Fc - PrO Fb - Compr 2,800.0 psi Fc - Perp AoIied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.230, L = 0.350 k/ft. Trib= 1.0 ft h IBC 2012 Load Combinations, Major Axis Bending Wood Grade: Versa Lam 2.0 2800 West 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 750.0 psi Ft 1,950.0 psi Emlnbend - xx 1,036.83 ksi Lovelace Engineering, Inc. 5930 Cornerstone Court W#100 - San Diego, CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 - email Multiple Simple Beam , Design Siimmar'.' Max fblFb Ratio = 0.247• 1 lb : Actual.: 690.37 psi at 4.000 ft in Span # Fb : Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio 0.226: 1 fv : Actual: . 64.36 psi at 0.000 ft in Span # Fv : Allowable: 285.00 psi Load Comb: Max Reactions (k) 11 L hr - Left Support 0.97 1.40 Right Support 0.97 1.40 Project Title: Vaughn Residence Enqineer: OC. Project ID: J17166 Prolect Des or: Pñnted: 29 SEP 2017.11:21 AM File= LID aWr*ts17U171.66_vaughntSTRUCGALCS117166 9-29-17.ec6 ENERCALC INC 1983 2017 BuIld 6 17530 Ver6 17530 U0230) U0.350) men= 8.Oft. 3.501.875 isrirT.i. j Downward L+Lr+S 0.033 in Downward Total 0.056 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 2895 >360 Total Deft Ratio 1711 >180 OF DATE DATE LL LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858,535.1989 • w. lovetaceeng.corn SCALE LEVEL: Lo* MEME5: MA 5PAN: 12- Ft C] UNIFORM LOAD WI:WAI T2 PLF : PLF PLF F-I q179 LS P2= r-.ai; 'F.Vu) ILt9 R1= =-2359' ff~ L5 = Vmax: -1-155 - Nlrnax: =31;4Oo FT-L85 Amax= 9- IN IUE HIOX?'O OR I MARY. f7 SPAN: I FT. U UNIFORM LOAD WI: 2i{'a: 12-6 PLP LLJ2: = - PLF W3: : - PLF I= I (3o ( 3 jL IZ1OLS P2: - L5 = l?"H LS Viflax: LSS 318t' MA t-' SPANS fl Ft [uNIFo1 LOAD WI: : PLF W2 = PLF W3: : - PLF : LS5 : L5 RI : = LBS Rr LBS Vmax: = 3'9'2 LBS Mmax: : FT-1-55 Amax: : S2- IN I USE. 5.ki- ? 1' JOB SHEET NO. CALCULATED BY CHECKED BY U Downward L+Lr+S 0.271 in Downward Total 0.520 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Dell Ratio 753 >360 Total Dell Ratio 392 >180 , Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W #100 Engineer: OC Project ID: J17166 II 1.1 San Diego, CA 92121-3772 Project Descr: 'ph (858) 535-9111 / fax (858) 535-1989 email Panted: 29 SEP 2917, 11:29AM i.. I Q i - FlletDáIa\Prects\1Nh7166,,yaughntSTRUCCALCSj171669-29-17.ec6 1111 !V!U.Ipelrnpe ._1eam - ENERCALC.'INC11983-2017.Bulld:6.17.5.30.Ver6.17.5.30 Description: FLOOR BEAM Ill Steel Beam Design:.: (th-7) 'CalculatIons pei AJSC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W1 0x30, Fully Braced Using Allowable Strength Design with IBC 2012 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, L t 0.0540 k/ft, Trib= 1.0 ft Unif Load: D = 0.0630 k/fl, 15.010 18,0 ft, Trib= 1.0 ft Point: 0:1,880, Lr= 1.430, L= 1.390k© 15.0 ft Point: D=1.50, L=2.350k@ 18.0 It Design Summary Max fb/Fb Ratio = 0.390:1 Mu : Applied 35.598 k-ft at 12.000 ft in Span # I Mn I Omega: Allow 91.317 k-ft Load Comb: +D+L+H Max fv/FvRatio= 0.127:1 Vu: Applied 7.978k. at 12.000 ft In Span #1 Vn / Omega : Allow 63.0 k Load Comb: +D+0.75OLr+0.750L+H Max Reactions (k 2 I. L. 0(1.880) Lr(1.43 j.9) L(2.350) D(O.0180) L(0.0540) 4 s ' : 12.0 ft ' 6.0 ft 14 Max Deflections ' Left Support ' -1.07 -1.28 436 Downward L+Lr+S 0.227 in Downward Total 0.415 in Right Support 5.51 5.99 1.79 Upward L+Lr+S -0.058 in Upward Total -0.107 In Live Load Defi Ratio 634 Total Defi Ratio 346 Wood Beam Design: (fb-8) - - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x11.875, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Bojse Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc- Prli 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 41.750pc1 Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0,4160, Lr: 0.070, L = 0.240 k/fl, Trib= 10 ft Point: P = 6.740, Lr = 4.350, L = 3.186k @ 15.0 ft Design Summary Max fb/Fb Ratio = 0.855.1 fb t Actual: 2,393.17 psI at 12.000 ft in Span #1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.715: 1 fv : Actual: 203.70 psi at 12.000 ft in Span # 1. Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) 2 L I Left Support 0.79 0.55 -0.69 Right Support - 12.55 6.23 6.09 00 IC4Aj0fl UI (0 0(0.4160) Lr(0.070) 0.240t I Wig 12.0 ft 3.0 6, 7x11.875 Max Deflections U Downward L+Lr+S 0.163 in Downward Total 0.402 in Upward L+Lr+S -0.094 In Upward Total -0.177 in Live Load Defi Ratio - 440 >360 Total Dell Ratio 178 >160 Wood Beam Design: (fb-g) Calculations per NDS 2015, USC 2015, CBC 2016, ASCE 710 BEAM Size: 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend-xx 1,036.83ksi Ago/led Loads Beam self weight calculated and added to loads Unif Load: D=0.1750, L = 0.210 k/fl, Trib= 1.0 ft Desiön Summary Max fb/Fb Ratio = 0.506 '1 fb : Actual: 1,416.12 psi 'at 8.500 ft in Span # I Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.256: 1 iv : Actual: 73.09 psi at 16.037 ft in Span #1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) 2 L if a ?LL E Left Support 1.64 1.79 Riqht SuoDort 1.64 1.79 iFTTi1 LOVELACE I ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121.3772 JOB .1 Li SHEET NO, e1w OF CALCULATFO RY '' DATE CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 • www. iovelaCeeng.com SCLE LEVEL: - MEMER: MA ' P4N: 1 (Io F. JNIFO1 LOAD WI: i+ r 4 01 - u, PLF 40 = PLF 7 PLF — L5 . :. LS RI: LS Rr: - L159 Vmax: =-442Ls Mmax: : FT-LS Amax= - N I USE: 9',)c I OR. I MA f' U SP4N / FT. U UNIFORM LOAD WI: ?''± i(±i(i4 LL: PLF - ___________ 1!J3 9-('. : 2.. PLF 4t P1: : L.5' P2:. . . : L5 'F RI: . : 92 LS 4 = LS V,naX: — L5 Mmax: . Ln,ax: : IN MARX- (2 SPAN FT. Ef UNIFORM LOAD WI: 1PLF UJ2 =PLF W3: : - PLF : - LSS - LBS RI: : — LBS LBS vmax: ILTL7 LBS Mmax: . fli'FT-1-55 Amax=- IN USE: 3 )S 1! VYp, OR 9.0 ft. 3,5x11.875 j Downward L+Lr+S 0.035 in Downward Total 0.083 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 3094 >360 Total Dell Ratio 1301 >180 6.Of, 3.5x11875 H Downward L+Lr+S 0.008 in Downward Total 0.012 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Dell Ratio 8579 >360 Total Dell Ratio 6158 >180 Lovelace Engineering, Inc. Project Title: Vaughn Residence HI I C 5930 Cornerstone Court W #100 Engineer: CC Project ID: ,117166 hi LI San Diego, CA 92121-3772 Project Descr: J " ph (858) 535-9111 / fax (858) 535-1989 email Printed: 29 SEP 2917. 9:55M1 s I - -- rn - .' ,File=l:Dalaojects\17U17166_vsighn\STRqCCALCS'j171669-2917.ec6 1111 u. up.e imp e ea ENERCALC, INC.1983-2017.BüIld:6.17.5.30,Vei6.17.5.3O' Description: FLOOR BEAM IV Wood Beam-Design: (fb-1O) Calculations per NDS 2015, IBC 2015, CRC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, Versa Lam, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800,0 psi Fc - Pill 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3050, Lr = 0.040, L = 0.230 k/ft. Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.288' 1 fb Actual: 807.34 psi at 4.500 ft in Span # I Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatlo = 0.245: 1 fv : Actual: 69.86 psi at 8.040 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) fl L li a Y. Left Support 1.43 1.04 0.18 Right Support 1.43 1.04 0.18 Wood Beam Design.: (fb-1 1) - Calcjiations par NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' BEAM Size: 7x11.875, VersaLam Fully Braced Using Allowable Stress ôesign with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Pill 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcI Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3030, Lr = 0.20 k/It, Trib= 1.0 ft Unif Load: D = 0,1330, L = 0.380 k/ft. 0.0 to 4.0 ft, Trlb= 1.0 ft - Unif Load: D = 0.0560, L = 0.160 k/ft. 4.0 to 16.0 ft. Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.484• 1 lb : Actual: 1,354.66 psi' at 7.733 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fvlFvRatio = 0.290: 1 lv : Actual: 82.57 psi at 0.000 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: Max Reactions (k) 2 I.. Lr H Downward L+Lr+S 0.152 in Downward Total 0.521 in Left Support 3.33 2,05 1.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.10 1,39 1.60 Live Load Dell Ratio 1266 >360 Total Dell Ratio 368 >180 Wood Beam Design: (fb-12) - - Calculatio p ns NDS 2015; IBC 2015, CBC 2016,ASCE 7-10 BEAM Size: 3.5x11.875, VersaLam, Fully. Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb Tension 2,800.0 psi Fc - Pill 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcI Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to iàads Unif Load: D = 0.0980, L = 0.280 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.091: 1 lb : Actual: 255.84 psi at 3.000 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.100: 1 fv: Actual: 28,42 psi at 5.020 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) 12 L ii Left Support 0.33 0.84 Right Support 0.33 0.84 LOVELACE ENGINEERING II Structural Engineering Services [I 5930 Cornerstone Court W. Suits 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com LEVEL MEr1E: JOB SHEET NO. OF CALCULATED BY DATE_____________________ CHECKED BY DATE SCALE MA WI: J* SPAN: ____FL D UNIFORM LOAD t: 12 PLF PLF = - PLF pi: ( (OJ2) r 1oI ( o4b: bV9 LSS P2 LS5- LBS vnax= = LBS Mn,ax= FT1-155 tmax:= J Io ti.2o = .2 IN -11 MAW.-- SPAN: FT. fl UNIFORM LOAD Wl c9(.) 12- PLF W2: - PLF 71 P. I (?'\ 53ab +('1 79 LBS - LB5 R1= L55 Rr Vmax= : - LBS Mniax: Amax= J, L ?' IN IUSE: I MA ____ SPAN= 1 FL 0 UWIFQ1 LOAD WI: t) 9: 12 FLF PLF W3: : - PLF Pt: f r?.4.'= 3?flZ L.SS P2: : - LBS =1-56 Vmax: L.BS Mmax: :/-27FT-L55 tmax= = - N IUGE: '12)< II Yi OR - Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W # 100 En 9ineer: CC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 fax (858) 535-1989 email ocovarrubiaslovelaceeng.com Printed: 2 MAY 2017, 1:57PM Multiple Simple Beam 'ENERCALC. INC.1983-2017. Build:6.17.3.17. Ver.6.17.3.17 File L:\Dala\Projectst1J17166_vatJ1ntSTRUC GALCS'J17166.ev6 DescriDtion: FLOOR BEAM V Steel Beam Design: (tb-13) Calculations er AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W1 0x26, Fully Braced Using Allowable Strength Design with IBC 2012 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0180, L = 0.0540 k/ft. Tnb= 1.0 ft Point: 0 = 4.202, Lr = 2.0, L = 2.810k @ -4.0 ft Design Summary Max fo/Fb Ratio = 0.409: 1 Mu :Applied 31.913k-ft at 4.000 ft ln Span # 1 Mn / Omega: Allow 78.094 k-ft Load Comb: +D+0.750Lr+0.750L+H Max fv/FvRatio = 0.152: 1 - Vu : Applied 8.148k at 4.000 ft in Span # 1 Vn / Omega: Allow 53.560 k Load Comb: +D+0.750Lr+0.750L+H Max Reactions (k) Q L i Left Support 5.85 4.21 2.53 Right Support -0.81 -0.37 -0.53 0(4.202) Lr(.0) L(2.810) - D(O.0180),L(O.0540) 4.0 ft 15.0 ft 'Max Deflections Dáwnward L+Lr+S 0.110 in Downward Total 0.315 in Upward L+Lr+S -0.056 In Upward Total -0.171 In Live Load Deft Ratio 874 Total Deft Ratio 304 Steel Beam Design: (th-14) - - Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: W10x30, Fully Braced Using Allowable Strength Design with IBC 2012 Load Combinations, Major Axis Bending ' Fy = 50.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.0180, L = 0.0540 k/ft. Trib= 1.0 ft Point: D=4.042, Lr=2,110, L= 1.690k@-5.0ft Design Summary Max fb/Fb Ratio = 0.389: 1 Mu: Applied 35.566 k-ft at 5.000 ft in Span # 1 Mn / Omega: Allow 91.317 k-ft Load Comb: +D+0.75OLr+0.750L+H Max fv/FvRatio = 0.116: 1 Vu : Applied 7.335 k at 5.000 ft In Span # 1 Vn / Omega: Allow 63.0 k Load Comb: +D+0.750Li-+0.750L+I-( Max Reactions (k) Q i Lr S YL Left Support 6.10 2.99 2.86 Right Support -1.15 -0.27 -0.75 Wood Beam Design: (fb-15) 0(4.042) Lr(2.110) L(1.690) D(0.018O,L(0.0540) 14 5.0 ft - .0 ft w Max Deflections - Downward L+Lr+S 0.117 in Downward Total 0.377 in Upward L+Lr+S -0.047 in Upward Total -0.144 In Live Load Deft Ratio 1022 Total Deft Ratio 318 Calàulátlóns per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi ApDlied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0180, L = 0.0540 k/if, Trib= 1.0 ft Point: D= 1.362, Lr= 0.510, L = 1.50k @3.0 ft. Design Summary Maxfb/Fb Ratio = 0.337;i fb : Actual: 94.4.58 psi at 3.000 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.279: 1 fv : Actual: 79.47 psi at 0.000 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: Max Reactions (k) P I, i! Left Support 1.04 1.24 0.34 Right Support 0.59 0.74 0.17 9.0 ft. 3.5x11.875 U Downward L+Lr+S 0.043 In Downward Total 0.079 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 2514 >360 Total Deft Ratio 1365>180 ri LOVELACE ENGINEERING L Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www. tovetaceeng.corn LEVEL, — MEMER Jog 111114 SHEET NO. __________ OF ALCULATED BY DATE CHECKED By DATE SCALE 14 SPAN: FT. E UNIFORM LOAD WI: ] PLF _T(el) : PLF = - PLF t: 16WL5 : - LSS RI: :9L L5 . Ymax: - LSS Mmax: 71cFT-L6, Lrnax= =_fl IN USE: 'z ?( OR MA IF fl SPAN: 7 FT.. DtNIFORM LOAD wi: (..%(() ,'9p: •Jt4 PLF W2: : PLF W3= = - PLF Fl: LSS P2: LSS RI: = L5 Rr: - L5 Vmax: :2h')2 LSS Mmax: 7.ZFT-L6 Amax= =—. N IU VI.Plvj O X 2M 4 I MA FAN: I T FT [1UNIFO1 LOAD UI: ¶fC 4- !i: PLF UJ2: = — PLF PLF Fl: LS P2= - L5 RI: : — L65 Rr= = - LS Vmax= ='ZflL65 Mmax: = FT-1-5 Amax= : •,5 N IUSE: Y4 V WM OR X 1 -PM' Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W #100 Engineer: CC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 fax (858) 535-1989 email Printed: 29 SEP 2017. 10:04AM Multiple Simple Beam Fe=I:\Data\Proiectsll7U17l6Lvaugttn\STRUCALCStil71669-29-17.ec6 1 ENERCALC, INC. 1983-2017, Bufld:6.17.5.30, Ver:6.17.5.30 Description: FLOOR BEAM VI Wood Beam Design: (fb-16) Calculations per NDS 2015, IBC 2015. CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Corn Pr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Aoølied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, L = 0.0540 kift, Tnb= 1.0 ft Unif Load: D = 0.0630 k/fl, 0.0 to 15.0 ft, Trib= 1.0 ft Point: D=0.420, L = 1.20k@-4.0ft Desian Summary Max fb/Fb Ratio = 0.416; 1 fb : Actual: 1,165,04 psi at 6.000 ft In Span #1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.259: 1 fv: Actual: 73.72 psi at 5.040 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) P 1. LE 5 W E H Downward L+Lr+S 0.320 in Downward Total 0.336 In Left Support 1.45 2.31 Upward L+Lr+S -0.089 in Upward Total -0.053 in Right Support 0.55 0.02 Live Load Dell Ratio 448 >360 Total Dell Ratio 428 >120 Wood Beam Design: (fb-17) Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrIl 3,000.0 Psi Fv 285.0 psi Ebend- xx 2,000.0 ksl Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 Psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi ailed Loads Beam self weight calculated and added to loads Unif Load: D = 0.2960, Lr = 0.160, L = 0.30 k/lt, Tnb= 1.0 ft Max fb/Fb Ratio = 0.253.1 fb : Actual: 709.03 psI at 4.000 ft In Span # I Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.232: 1 fv : Actual: 66.10 Psi at 0.000 ft in Span # 1 Fv: Allowable: 285.00 Psi Load Comb: Max Reactions (k) 12 I. LE Left Support 1.23 1.20 0.64 Right Support 1.23 1.20 0.64 Wood Beam Design: (fb-18) d_~~ MI 4-1 JH L HH, =- 7 UHH*.I+ 9.0 ft. 3.50 1.875 Downward L+Lr+S 0.028 In Downward Total 0.062 In Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Dell Ratio 3378 >360 Total Defi Ratio 1551 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.25, VersaLam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksl Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksl ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.1750, Summary L = 0.210 k/ft. Trib= 1.0 ft Design Max fb/Fb Ratio = 0.647.1 fb :Actual: 1,812.19p51' at 7.500 ft in Span #1 Fb : Allowable: 2,800.00 Psi Load Comb: +D+L+H Max fv/FvRatio = 0.350: 1 fv: Actual: 99.67 psi at 0.000 ft In Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) P L. Lr Left Support 1.40 1.58 Right Support 1.40 1.58 IIIiIiiii0.21O -hH' 15.0 ft, 3.5x1125 Downward L+Lr+S 0.290 in Downward Total 0.547 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 621 >360 Total Dell Ratio 329 >180 PASSED ~_~ql 1 F 0 R T E MEMBER REPORT Level, Floor: Joist 1 piece(s) 117/8" TM® 360 @ 16" OC Overall Length: 19'7" + 0 p ' t, :' - - - -L " •' '•'. -. •'-.' " - ii .9' All locations are measured from the outside face of left support (Or left cantilever end).All dimensions are horizontal. DisiiRiilts' Alld[ RuitJTT ' LDF IdiCblna n) "j Member Reaction (Ibs) 698 @2 1/2 1202 (2.25') Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 684 @3 1/2" 1705 Passed (40%) 1.00 1.00 + 1.0 L (All Spans) Moment (Ft-lbs) 3306 @9' 9 1/2" 6180 Passed (53%) 1.00 1.0 D + 1.0 1(All Spans) Live Load Defi. (In) 0.370 @9' 9 1/2" 0.479 Passed (11622) - 1.0 D + 1.0 L (All Spans) Total Load Defi. (In) 0.499 @9' 9 1/2" 0.958 1 Passed (11460) - 1.0 D + 1.0 L (All Spans) Ti-Pro" Rating 40 40 JPassed - -- Deflection criteria: U. (1/480) and U (1/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 6 1/16" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to athleve member stability. A structural analysis of the clack has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32' Weyerhaeuser Edge'" Panel (24 Span Rating) that Is glued and nailed down. Additional considerations for the 1)-Pro'" Rating Include: None - , -- - "Bearing Length'. , Lcadth tsSuppo,(Ibs) - -1,-t--___- - - ital 4Avalle1 RequId Dead Totaij sd&S 1- Stud wall - OF 3.50" 2.25" 1.75" 183 522 705 11/4" Rim Board 2 - Stud wail - OF 3.50' 2.25' 1.75" 183 52.2 705 1 1/4' Rim Board Rim Board is assumed to carry all loads applied directly above It bypassing the member being designed. ,. Loads Lotion (Side) SEadnq 1 'i (-0-.'9-0)' (1.00) Com,ents 1 - Uniform (PSF) 0 to 197' 16" 14.0 40.0 Residential - Using Areas Wei user, Noltlii:L Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and'publlshed design values. Weyerhaeuser earessly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/seMces/s_CodeReports.aspx The product application, Input design loads, dimensions and support information have been provided by OC a + 0 System : Floor Member Type: )olst Building Use: Residential Building Code: IBC 2012 Design Methodology: ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes Oscar Covanubias J17166 Vaughn Residence Lovelace Engineering, Inc. (858) 535-9111 ocovarrubias@loseiaceeng.com 5/2/2017 8:04:57 AM Forte v5.1, Design Engine: V6.5.1.1 Page 1 of 1 PASSED i F 0 R T Es MEMBER REPORT Level, Floor: Joist (L=17'-O") 1 piece(s) 117/8" TM® 230 @ 16" OC Overall Length: 17'7" + 0 IT [1 (I All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. lRélt Actiirl :A!l .-- .T dC blU(ft).: - TI. Member Reaction (lbs) 626 @2 1/2 1183 (2.25") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 612 @ 3 1/2" 1655 Passed (37%) 1.00 1.0-D +-1.0 L (All Spans) Moment (Ft-lbs) 2652 @8 9 1/2" 4215 Passed (63%) 1.00 1.0 0 + 1.0 L (All Spans) Uve Load Deft (In) 0.283 © 89 1/2" 0.429 Passed (L/729) -- 1.0 0 4- 1.0 L (All Spans) Total Load Defi. (In) 0.382 @89 1/2" 0.858 Passed (L1540) -- 1.0 0 + 1.0 L (All Spans) TI-Pro" Rating 44 - 40 Passed -- - Deflection criteria: U. (1/480) and IL (1/240). - Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 6 5/8' 0/c unless detailed otherwise. Proper attachment and positioning of lateral - bracing Is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"" Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the 1)-Pro'" Rating Include: None - - •1 SU))O1tS ? - Bea,ing.Lngth!, -pCift- Y - sori ?fI vaHabii é'quked' iDeadJ [" Live tal - Stud wall - DF 3.50" 2.25" 1,75" 164- 469 633 11/4" Rim Board 2 - Stud wall - OF 3.50" 2,25" 1.75" 164 469 633 1 1/4" Rim Board Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. I Dead FIoorLrve , LLoads \ ' Loti&s(Slde)l 4SdngI W90) t(10D)I u''.-;1__ Consmen [1 - Uniform (PSF) 0 to 177" 16" 14.0 40.0 Living Wéiei1iaèuser,Niti -- Weyerhaeuser wan-ants that the sIzIng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature For Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards, For current cede evaluation reports refer to http://www.woodbywy.cortVseNcesls_CodeReports.aspx. The product application, Input design loads, dimensions and support InformatIon have been provided by DC + 0 System: Floor Member Type: )oist Building Use : Residential BuIlding Code: IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INiTiATiVE Forte Software Operator Job Notes Oscar Covarrublas J17166 Vaughn Residence Lovelace Engineering, Inc. (858)535-9111 ocoverrubias@lovelaceeng.com 5/2/2017 806:06 AM Forte v5.1, Design Engine: V6.5.1.1 Page 1 of 1 I F 0 R T E e MEMBER REPORT Level, Floor: Joist (L=15O") 1 piece(s) 11 7/8" TM® 210 © 16" OC Overall Length: 1157" PASSED 211 + 0 + 0 * . 'ZS . .4 .4 -: - " :.- - . .. ::__ - -. - ;,- '- - ..•.- - :"'' 15' [II II All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal. DeiReiülts Al®Lcl,J ?aitiëdi-. R"sult. ('.D3 Lcb(!) - Member Reaction (Ibs) 554 @2 1/2" 1134 (2.25) Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Shear (ibs) 540 @ 3 1/2° 1655 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2070 © 79 1/2° 3795 Passed (55%) 1.00 1.0 D + 1.0 1 (All Spans) Uve Load Defi. (In) 0.192 © 7 9 1/2 0.379 Passed (1/950) — 1.0 D +__1.0 1 (All Spans) Total Load Defi. (In) 0.259 @7' 9 1/2' 1 0.758 Passed (1/704) -- 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 48 1 40 IPassed -- Deflection criteria: Li. (1/460) and Ti. (11240). Bracing (Li): All compression edges (top and bottom) must be braced at WS 3/16° 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24° Span Rating) that is glued and nailed down. Additional considerations for the Ti-Pro" Rating include: None - . .. SUppO rts -.•-• . A,sorIes Total Available Required Deadl' Totall - Stud wall - OF 3.50 2.25 1.75 145 416 561 11/4" Rim Board 2-Stud wall- OF 3.50 2.25 1.75' 145 416 561 11/4 Rim Board - - Rim Board Is assumed to carry all loads applied directly above It bypassing the member being designed. .' Dead Floor UveA " Loads ode) lSpadg (Oib) 1(i'i1 Co,ente. 1 -Uniform (PSF) 0 to 157' 16' 14.0 40.0 Residential - Using Areas WeyefaeutNotes - Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design olterla and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywcom) Accessories (Rim Board, Blocking Panels and Squads Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-113 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www,woodbywy.com/seMces/s_CodeReportsaspx. The product application, input design loads, dimensions and support Information have been provided by OC System: Floor Member Type : joist Building Use: Residential Building Code : IBC 2012 Design Methodology: ASD SUSTAINABLE FORESTRY INITiATiVE Forte Software Operator Job Notes Oscar Covarrubias J17166 Vaughn Residence Lovelace Engineering, Inc. 1858) 535-9111 ocovarrublas@lovelaceeng.com 5/2/2017 8:07:10 AM Forte v5.1, Design Engine: V6.5.1.1 Page 1 of 1 LOVELACE g ENGINEERING Structural Engineering Services 1 5930 Cornerstone Court W. Suite 100 .0 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www. IoveIaceeng.con, JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY SCALE LEVEL MEME5: MA NI I SPAN: i2 FT. [iNtFORM LOAD W I = I/.±1V3. W2: -. PLF W3 = PLF - = L5 : - RI=- Vmax= :223OL5 Mrnax: : jFT-1_56 N IUSE: 6X I MAWa 2 SPAN : FT, UNIFORJI LOAD WI: 1-(. -I(3 7: I$?ZPLFri )24 ; Ph 10 2, 32'V'Ls'11 P2: = - L61',1 :,9O L65 L5 Vtnax: : - LS Mmax: : N6:FT-1_55 An'tax: : ., 1 IN USE: Y929 VM4 OR MASK f}I ' PAN= I FT.. ['UNIFO1 'LOAD WI= 2j (L) = '2.44 PLF - PLF W3 - PLF Ph : - L66 P2. - L.S = - LS - L56 Vmax: : l3'bJ- LSS Mmax: : JVFT-1_5 Lmax: : 2.J IN - Iu (xLc7I*OR Lovelace Engineering, Inc. Project Tide: Vaughn Residence L 5930 Cornerstone Court W #100 EngIneer: OC Project ID: J1166 San Diego CA 92121-3772 ProJect Descr: ph (858) 535-9111 31 fax (858) 535-1989 email Primed: 29 SEP 2017, 10:16Ml Multiple Simple Beam , .... •, . File = I ENERcALc:lNc. .1983-2017, Build:6.17.530. Vér.617.5.30, Description: FLOOR HEADER Wood Beam Design (fh-1) Calculations per NDS 2015 IBC 2015 CBC 2018 ASCE 7-10 UsingAllowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - PrIl 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0ksl Density 31.20 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470,0 ksi ADD/led Loads Beam self weight calculated and added to loads Uriif Load: D = 0.1920, L = 0.240 k/ft. Trib= 1,0 ft Design Summary ________________________________ RAv thIgh P*,,t = fl wan. fb: Actual: - 551.48,0si at 5.000.ft In Span # 1 Fb: Allowable: 875.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.253: 1 fv : Actual: 42.98 psi at 9.067 ft in Span # I Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) Q L Li W Left Support 1.03 1.20 Right Support 1.03 1.20 Wood Beam Design: (fh-2) ts1'1ii9V H Downward L+Lr+S 0060 in Downward TotOl 0.111 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 2003 >360 Total Dell Ratio 1078 >180 Calculati NDS 2016, IBC 2015, CBC 2016, ASCE 7-10' BEAM Size: 5.25x14, VersaLam, Using Allowable Stress Desigi with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrO 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2;800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psI Emlnbend - xx 1,036.83 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: D = 0.1920, L = 0.240 k/ft. 0.0 ft to 2.0 ft. Trib= 1.0 ft Unif Load: 0 0.1240, L= 0,120k/ft. 2.0 to 18.0 ft. Trib= loft - Point: D=2.410, Lr=0.840, L= 1.020k@2.Oft Design Summaiy Max fb/Fb Ratio = 0373. i lb : Actual: 1,026.30 psf at 7.500 ft in Span # I Fb: Allowable: 2,752.45 psi Load Comb: +D+L+H Max fv/FvRatio = 0.378: 1 fv : Actual: 107.65 psi at 0.000 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) 2 I. Li a W E H Downward L+Lr+S 0.152 in Downward Total 0.368 in Left Support 3.58 2.21 0.75 Upward L+Lr+.S 0.000 in Upward Total 0.000 in Right Support 1.58 1.21 0.09 Live Load Dell Ratio 1422 >360 Total Deft Ratio 587 >180 Wood Beam Design : (fh-3) Calculátionper NDS 2015, IBC2015, CBC 2016, ASCE 710 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend-xx 1300ks1 Density 31.2 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi ADD/led Loads Beam self weight calculated and added to loads Unit Load: D = 0.0960, Lr = 0,120 k/ft, Tnb= 1.0 ft Des/an Summary Max fb/Fb Ratio = 0.543.1 fb : Actual: 593.52 psi at 6.000 ft in Span if 1 Fb: Allowable: 1,093.75 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.161:1 fv: Actual : 34.20p51 at 11.240 ft in Span #1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+R Max Reactions (k) Q L Li W F. Left Support 0.64 0.72 Right Support 0.64 0.72 14, '.Iir9r. Downward L+Lr+S 0.110 in Downward Total 0.209 In Upward L+Lr+S 0.000 In Upward Total 0.000 In Live Load Dell Ratio 1306 >360 Total Dell Ratio 689 >180 LOVELACE ENGINEERING 1Tru" Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 SHEET NO. CALCULATED BY CHECKED BY OF DATE DATE phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE LEVEL: _______ MEMBE R5 MA 9 SPAN: (' FT. Lf'UNIFO1 LOAD + i((i') : LtT3 PLF UJ2= PLF W3: - PLF P1= LBS P2= - LBS RI- = - LBS - LBS Vmax= : LBS Mmax: : FT-LBS Amax -_ - IN U-SE OR MARK tjj-L, SPAN: , FT.. UNIFORM LOAD 1610 1+ %'k .p i: Y PLF - PLF W3= - PLF l= =ILB5 P2= . =L 516 RI: =-3LIhj LBS Rr =-9LLBs Vmax= = LBS Mmax= = W1O FT-1_55 Amax: = - IN MARK-- SPAN: FT. E UNIFORM LOAD Wi: = PLF W2 = PLF W3: = PLF Fl: LBS P2: : LBS RI: = LBS LBS \lmax= = LBS Mmsx: : FT-L56 Amax: IN USE: OR Lovelace Engineering, Inc. Project Title: Vaughn Residence I 5930 Cornerstone Court W #100 San Diego, CA 92121-3772 Enqineer: OC Project ID: J1166 Prolect Descr: c ph (858) 535-9111 7 fax (858) 535-1989 L email 29 SEP 2011, 2:33PM Multiple SimplBeam '-. flD U17iO63aghnS1RUCCALCStj17i6G9.29.17ec6 IUTt!sI*IsHI}Z Licensee: LOV Description: FLOOR HEADER II Wood Beam Design: (fh-4) CiIcuIatIon-sjiqr NDS201SJBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn Fully Unbraced Using Allowable Stress Design with BC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch . Wood Grade: No.2 Fb - TensIon 875.0 psi Fc - Pril' 600.0 psi' Fv 170.0 psi Ebehd- xx 1,300.0 ksl Density 31.20 pcf Fb - Compr 875.0 psi' Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx . 470.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2630, L = 0.210 klft, Trib= 1,0 It Da.sigirSummary Max fb/Fb Ratio = 0.577• 1 fb : Actual: 504.72 psi at. 3.000 ft in Span # 1 Fb: Allowable: 875.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.245: 1 fv : Actual 41.71 psi at 5.380 ft In Span # I Fv: Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) 12 1. Lt Left Support 0.82 0.63 Right Support 0.82 0.63 Wood Beam Design:. (fh-5) VA6I L= Lh :ft W*El!I Ii DOwnward L+Lr+S. 0.024 in Downward Total 0.056 in Upward L+Lr+S 0.000 In Upward Total 0.000 In Live Load Defi Ratio 2939 >360 Total Dell Ratio 1281 >180 CiuiatIônper WS 2015, IBC 2015, CBC 2016;ASCE 710 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch . - Wood Grade: No.2 - Fb -Tension 875.0 psi Fc - PrU 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf Fb - Compr 875.0 psi 'Fc - Perp '625:0 psi Ft 425.0 psi' Erninbend - xx 470.0ksi plied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1940, Lr = 0.020, L = 0.060 k/fL Trib1.0 ft Point: E = -8.310 k @ 3.50 ft Max fblFb Ratio = 0.561.1 - lb : Actual: 785.74 Ps( at 3.500 It In Span # 1 Fb: Allowable: 1,400.00 psi Load Comb: +0.60D+0.70E+0,60H Max fv/FvRatio = 0.290: 1 - fv : Actual: 78.94 psi at 3.520 ft in Span # I Fv: Allowable: 272.00 psi Load Comb: +0.60D+0.70E+0.60H Max Reactions (k) Q L. LE W Left Support 0.62 0.18 0.06 -3.46 Right Support. 062 0.18. 0.06 -4.85 Lq0.01(0.060) HAI jj Downward L+Lr+S 0.002 in Downward Total 0.009 in Upward L+Lr+S , -0.069 in Upward Total -0.044 in Live Load Defi RatiO 1042 >360 Total Dell Ratio 1624 >180. E1'i] LOVELACE ENGINEERING Structural Engineering Services P 5930 Cornerstone CourtW. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 fox 858.535.1989 www.lovelaceeng.com JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE 12.3.3.3 ELEMENTS SUPPORTING DISCONTINUOUS WALLS OR FRAMES Sds 0.788 (FH-5) GRID H' EQUATIONS combo 5 (1.0 + .14 Sds) D + .7 omega E combo 6 (1.0 +.105 Sds)D +.525 omega E +.75L + .75Lr combo 8 (.6-.14Sds) 0 +.7 omega E input unfactored reaction D 620 620 L 180 180 Lr 60 60 E -3460 4856 combo 5 -1734 combo 6 -965 combo -2118 T LU -2707 -1695 + 3091- + —3 I LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE phone 858.535,9111 • fax 858.535.1989 • www. IoveIaceeng.com SCALE I'T LEVEL: 14 ' WepAN= 1 FT, ENIFORr1 LOAD PLF UJ2:FLF W3: - = - PLF - P2= = - LS RI== - L5 = Vmax: Mmax= fli5l FT - LS max= = 2' IN USE: jI b)K 17f- MAW,I SPAN FL o UNIFORM LOAD WI: = PLF W2= - PLF W3: Fl:ja : 9tLS5 = - L5,'' 22 L85 - LS Vmox: - L55 Mmax= 19 FT-1- Amax== ,?t7 IN USE- x 14 PF 41 OR MARX-- SPAN = FT.. UNIFORM LOAD WI: PLF W2= = PLF W3= PLF Fl: LS P2= = LSS L6 fr= = L6 Vmax: = LS Minax: FT-LS Amax= = IN UE Lovelace Engineering, Inc. Project Title: Vaughn Residence hi I 5930 Cornerstone Court W# 100 Engineer: OC Project ID: J17166 Ill LI San Diego, CA 92121-3772 Project Descr: j L::1I ph (858) 535-9111 / Jil fax (858) 535-1989 email ocovarrubiasiovelaceeng.com Printud: 3MAY 2017. 10:35AM M . . FiIe L:\Data\Projeclst17\J7166_vaughp\STRUC CA10S1J17166.ec6 u !P e• imp e ea rn. File -2O17, BUIId:6.17.317:Ver.6.17.3.17.. Description: ROOF BEAM (1St story) Wood Beam Désigñ: (rb-10) Ôalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using'AIiowale Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tenslon 1350 psi Fc - Prli 925 psi Fv 170 psi Ebend-xx 1600ksi Density 31.2pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0540, Lr = 0.180 k/ft, Trib= 1.0 ft Design Surnmari - - I Max tblFb Ratio = 0.476 1 fb : Actual: 746.06 psi at 15.500 ft. in Sañ # 1 Fb : Allowable: 1,566.07 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.195:1 fv : Actual: 41.47 psi at 29.140 ft in Span #1 Fv : Allowable: 212:50 psi Load Comb: +D+Lr+H Max Reactions (k) P k Left Support 1.27 2.79 Right Support 1.27 2.79 Wood Beath Design (rb-li) (0.05401 Lr(O.180) 31.011, 6x24 H Downward L+Lr+S 0.395 in Downward Total 0.575 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Defi Ratio 941 >360 Total Defi Ratio 646 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 UsiñgAliowable Strss Design with IBC 2015 Load Combinatiàns, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350 psi Fc - Prli 925 psi Fv 170 psi Ebend-xx 1600ksi Density 31.2pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Emlnbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Point: D = 1.270, Li = 2.790k @ -4.50 ft 0esicin Summary Max th/Fb Ratio = 0.795-1 lb : Actual: - - 1,324M0 psI' at 4.500 ft in Span # 1 Fb: Allowable: 1,665.56 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.391 :1 fv: Actual: 83.12 psi at 3.398 ft in Span #1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Lt Left Support 2.24 4.58 Right Support -0.78 -1.79 4.5011 7.0 It. 6,,14 Max Deflections H Downward L+Lr+S 0.208 in Downward Total 0.304 in Upward L+Lr+S -0.038 in Upward Total -0.056 in Live Load Deft Ratio 518 >360 Total Dell Ratio 354 >180 ,... _, Lovelace Engineering, Inc. Project Title: Vaughn Residence - 5930 Cornerstone Court w #ioo Engineer: CC Project ID: J17166 San Diego, CA 92121-3772 Project Descr. ph (858) 535-9111 / fax (858) 535-1989 email Piin5d: 4 OCT 2011, 218PM Mt.e 'I S I B ' UI I !PPeea .. rn - ENERCALC. INC: 1983-2017, Build:6.17.5:30.'Ver.6.17.5.30 Description: ROOF RAFTER (1st story) Wood Beam Design: (rr-1) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 201516ad Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb z Tension 900.0 psi Fe - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx, 1600.0 ksl Density 31.20,pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - 580.0 ksi Applied Loads Beam self weight calculated and added to loads. Unif Load: D = 0.0160, Lr = 0.020 k/ft Trib= 2.670 It Design Summary - Max fo/Fb Ratio = 0552• I fb : Actual: . 744.66 psI at 7.750 ft inSpan.# 1 Fb: Allowable: 1,350.00 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.149:1 fv : Actual: 33.58 psi at 14.777 ft in Span # 1 Fv :Allowable: .225.00 psi Load Comb: +D+Lr+H Max Reactions (K) - b iL a A E U L)oWnWarci L+Lr+b U.1ö9 in Uownward total U.Jbbln Left Support 0.39 0.41 Upward L+Lr+S. 0.000 in Upward Total 0.000 in Right Support 0.39 0.41 Live Load Dell Ratio 985 >360 Total Deft Ratio 510 >180 IUE: 10 t1AP- 2OPAN= FT.. 0 UNIFORM LOAD WI: PLF W2= PLF W3= PLF = - - LS L5 - L65 Vmax= = I1( 1-5 Mmax: 12!?- FT-L55 Amax: - IN USE: \/Lb G M4 -j SPAN = l FT. 0 UNIFORM LOAD Wi: T-fO4i t (ii \) Z. PLF LIJ2 - PLF LU3 - PLF 1A I= 2.i7 !91% LSG P2: L66 LS =5 LSS Vmax: : Mmdx: = 1EI FT-LB-5 Amax: .15 N USE; 3 X L13 \/L4-M OR F r[iT LOVELACE ENGINEERING 3 Structural Engineering Services ______ 5930 Cornerstone Court W. Suite 100 - L1J San Diego, CA 92121-3772 JOB SHEET NO. L -j OF CALCULATED BY DATE CHECKED BY SCALE phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com LEVEL: MEr1sE: NA 6PAN: ' FT.. 'LNIFOM LOA W = 109 PLF W2: W3= - PI= - LSS P2 == - LSS RI=- L65 L55 Vmax= =qOL~5- L55 FT-L59 Amax= IN Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 fax (858) 535-1989 email ocovarrubias@lovetaceeng.com Pñnted: GMAY 2077, 227PM File Data proieclsll7%J1 I166...vaughn\STRUC lALCSJ1/166.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Bulld:6.17.3.17, Ver:6.17.3.17 Description: FLOOR BEAM VII (1st story) Wood Beam Design: (fb-19) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 600, Sawn Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.460, L = 0.540 k/ft. Tnb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.869.1 fb : Actual: 1,173.55 psi at 4.000 ft in Span # I Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.551: 1 fv : Actual: 93.68 psi at 0.000 ft in Span # 1 Fv : Allowable:. 170.00 psi Load Comb: +D+L+H Max Reactions (k) fl L tr S XL Left Support 1.89 2.16 Right Support 1.89 2.16 I .-''.---,.-- - A Downward L+Lr+S 0.080 in Downward Total 0.149 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1206 >360 Total Dell Ratio 644 >120 Wood Beam Design: (fb-20) - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prtl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.1780, L=0.0530 k/ft. Trib= 1.0 ft Point: D = 0.9690, Lr = 0.780 k @7.0 ft Design Summary Max fb/Fb Ratio = 0.306: 1 Ib: Actual: 855.54 psi at 6.967 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: Max fv/FvRatio = 0.218: 1 fv: Actual: 62.11 psi at 10.047 ft In Span #1 Fv : Allowable: 285.00 psi Load Comb: Max Reactions (k) P L Lr S W E Left Support 1.40 0.29 0.28 Right Support 1.66 0.29 0.50 Wood Beam Design: (fb-21) :A= _'' - - A H Downward L+Lr+S 0.035 in Downward Total 0.147 in Upward L+Lr+S 0.000 In Upward Total 0.000 in Live Load Deft Ratio 3798 >360 Total Deft Ratio 899 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 3.5x11.25, VersaLam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calcuated and added to toads Unif Load: D= 0.1750, L = 0.140k/ft, Tnb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.533 1 fb : Actual: 1,492.19 psi at 7.500 ft In Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.288: 1 fv : Actual: 82.07 psi at 0.000 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) Q t, ko S W g Left Support 1.40 1.05 Right Support 1.40 1.05 '1M1UuAL) --- - --r - .--=_ - - r:. A H Downward L+Lr+S 0.193 in Downward Total 0.450 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 932 >360 Total Deft Ratio 399 >180' LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. OF CALCULATED BY (" DATE CHECKED BY DATE phone 858.535,9111 • fax 858.535.1989 • . Iovetaceeng.com SCALE LEVEL: MEMES: MAW, SPAN. FT. [NIFORM LOAD WI: 1' FLF : FL! Ft: - P2 Rk LSB - LSG Vmax: LS Mmdx: q2-Oa FT-1-155 Amax=- IN N14RK ffFAN: b Ft ['UNIFORM LOAD' WI: 1() 00a FLF W2:. - PLF - PLF Fl: : - L5 P2 =- LSS RI.- L5 = - LS Vmax: : Ltf2I L5 Mn,ax: = h01,0' FT-1-155 Amax: N MA SPAN: FT. LUNIFORM LOAD WI: 19Y4") 12 PLF FLF W3= : FLF Pt: : LS P2: - LS LS = L65 Vrnax= 2Lc7 LS Mmax: :3 ?FT-1-5 Amax : : - IN USE. OR Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 fax (858) 535-1989 - email ocovarrublas©lovelaceeng.com 6 MAY 2Oi1. 2:25PM File = L:tDatProjeclsl17U17166_vaughn\STRUC CALCSJI7I66.ec6 Multiple Simple Beam ENERCALC, INC. 1983-2017, Bulid:6.17.3.17, Ver.6.17.3.17 Description: FLOOR BEAM V$Ii (1st story) Wood Beam Design: (fb-22) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.O ksi Density 31.20 pcf Fb - Compr 1350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580:0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.4250, L = 0.50 k/fl, TO= 1.0 ft Des/pa Summary Max fb/Fb Ratio = 0.725 1. fb : Actual: 978.09 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.475:1 fv : Actual: 80.83 psi at 5.380 ft in Span # 1 Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) P L Lr fi E H Downward L+Lr+S 0.047 in Downward Total 0.088 in Left Support 1.30 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 1.30 1.50 Live Load Defl Ratio 1519 >360 Total Defi Ratio 813 >120 Wood Beam Design: (fb-23) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.460, L = 0.540 k/It, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.869; 1 fb : Actual: 1,173.55 psi at 4.000 ft in Span # I Fb : Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.551: 1 Iv: Actual: 93.68 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: Max Reactions (k) P L Ir S W E H Downward L*Lr+S 0.080 in Downward Total 0.149 In Left Support 1.89 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.89 2.16 Live Load Defi Ratio 1206 >360 Total Defi Ratio 644 >180 Wood Beam Design: (fb-24) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.2720, L =0.320 k/ft, Tnb= 1.0 It Design Summary 0(0.2729 D.320) Max fb/Fb Ratio 0.857; = Fb : Allowable: : fb:Actua L at 3.500 ft in Span # 1 Max fv/FvRatio 0.351 Iv : Actual: 63.23 psi at 6.393 ft in Span # 1 Fv: Allowable: 180.00 psi 7.Oft. 6x8 Load Comb: +D+L+H - Max Deflections Max Reactions (k) 0 I. Li S w E U Downward L+Lr+S 0.053 In Downward Total 0.099 in Left Support 0.98 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 0.98 1.12 Live Load Deft Ratio 1588 >360 Total Defi Ratio 846 >180 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. CALCULATED BY_______________ CHECKED BY OF DATE phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE LEVEL: ___________ MEMES: __________ MA '5PAN FT. UNIFORM LOAD WI: J1j*) -F '23? PLF : - PLF = PLF = - L5 RI= = 9Q L5 W2 L5 Vmx= LS Mmax: i2O FT-L6 Amax: 2' IN IUE: XII2,VWVI OR I M4 j65FAN: 15 FT. MUNIFORM LOAD Wh : FLF W2 PLF W3: : - PLF P1: P2 = - L5 - L.6 - Vmax: :b5F L5 Mmax= 5ç;:9 FT-1-5 Lmax: = I 7 IN IUSE: MA __ __ SPAN: 'UNIFQRM LOAD WI= -I L1 W3= W2 = ) 0: FLF PLF - PLF P1: . - P2= LBS RI: - LBS LBS Vmax= = LBS Mmax= :7O7t2 FT-1-55 Lrnax: : - IN. LISE: OR Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court W#100 Enyineer: OC Project ID: J1166 San Diego, CA 92121-3772 Project Descr: 4~/ ph (858) 535-9111 fax (858) 535-1989 email Pñntd 29 SEP 2O7, 1O:35N,4 Multiple Simple Beam . File= l:lDatalProJects\17J17166..iaughnlSTRUC CALCS17I66 9.29.17.ec6 ENERCALC, INC. 1983-2017, Build:6.17.5.30, Ver:6.17.5.30 Description: FLOOR BEAM ViV (1st story Wood Beam Design: (fb-25) Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.501.875, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcI Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1780, L = 0.0540 k/fl, Tnb= 1.0 ft Point: 0 = 1.090, Lr= 1.295k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.386.1 lb : Actual: 1,349.58 psi at 3.510 ft in Span #1 Fb Allowable 3,500.00 psi Load Comb: +D+Lr+R Max fv/FvRatio = 0.283:1 fv : Actual: 100.90 psi at 0.000 ft in Span #1 Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Li Left Support 2.03 0.35 0.95 Right Support 1.53 0.35 0.35 Wood Beam Design: (fb-26) Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - PrIl 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi D(O. 17801 U0.0540) iH1+ jT1TEI.! ...! 1 9 I Lj , + +-J-r A A I'XuIi!.1IPti. Downward L+Lr+S 0.078 in Downward Total 0.275 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1999 >360 Total Defi Ratio 566 >120 Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2720, L = 0.480 k/lt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio 0.922: 1 fb : Actual: 1,245.17 psi at 3.750 ft In Span #1 Fb: Allowable: 1,350.00 psi Load Comb: Maxfv/FvRatio= 0.513:1 lv : Actual: 87.16 psi at 6.900 ft In Span # I Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) Q 1. Li Left Support 1.05 1.80 Right Support 1.05 1.80 Wood Beam Design: (fb-27) LI LI:I H41- t_1M iTH L fi . A kj Downward L+Lr+S 0.111 in Downward Total 0.176 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 810 >360 Total Defi Ratio 511 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcI Fb -Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Urtif Load: D = 0.120, L = 0.210 k/fL, Trib= 1.0 ft Design Summa I - Max fb/Fb Ratio = 0.712:1 fb : Actual: 712.39 psi at 4.250 ft in Span # 1 Fb: Allowable: 1,000.00 psi Load Comb: Max fv/FvRatio = 0.248: 1 fv : Actual: 44.70 psi at 7.877 ft in Span # I Fv : Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) 2 L Li a mt E Left Support 0.55 0.89 Right Support 0.55 0.89 !U(!kM!l .l"i'U.tI!i:'r:r'. ttl.lI._L'rT11 J H A A H Downward L+Lr+S 0.075 in Downward Total 0.122 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1352 >360 Total Dell Ratio 837 >180 - 1 F 0 R T E 's MEMBER REPORT Level, lst Floor: Joist (L=15.6°) 1 piece(s) 11 7/8" TM® 230 @ 16" OC Overall Length: 16" 1" PASSED L4 7/ + 0 4 0 15'6' E1 L1 All locations are measured from the outside face of left Support (Or left cantilever end).Ali dimensions are horizontal. DésignRésUlts.. .: :i.& t Member Reaction (ibs) 783 @2 1/2 1183 (2.25") Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 765 @3 1/2' 1655 Passed (46%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-Ibs) 3027 @ 81/2' 4215 Passed (72%) 1.00 1.0 0 + 1.0 L (All Spans) live Load Defi. (In) 0.201 @8 1/2" 0.392 Passed (1.1935) -- 1.0 0 + 1.0 1 (All Spans) Total Load Defi. (In) 0.372 © 8' 1/2" 0.783 Passed (1.1505) -- 1.0 0 + 1.0 L (All Spans) TI-PrOl" Rating 48 40 Passed -- -- Deflection criteria: U. (11480) and it (11240). Bracing (Lu): Al compression edges (top and bottom) must be braced at 4 3 1/8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis 15 based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the Ti-Pro'" Rating Include: None ... •. L. ,,, ')BearlrigLenth - todsthSüpâiti(lbi)t , 1 ,_ sirp TJ Reqd O To 11 1 - Stud wall - OF 3.50" 2.25" 1.75' 365 429 794 1114" Rim Board 2-Stud wail - OF 3.50" 2.25" 1.75" 365 429 794 11/4" Rim Board Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. .4 -•.ve Cad lLocatlon(slde) fsping I("9O)L -J( (1O40Lwnmenbi - Uniform (PSF) 0 to 161" 16" 34.0 40.0 Residential - living Areas Werhieüier.NotesT Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbyney.conVsvices_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by OC System: Floor Member Type: Joist Building Use: Residential Building Code: IBC 2012 Design Methodology: ASD SUSTAINABLE FC*ESTRY lNmA11vE Forte Software Operator Job Notes Oscar Covarrubias Jul66 Vaughn Residence Lovelace Engineering, Inc. (858) 535-9111 ocovarnJbias@ioveIacoeng.com 5/5/2017 11:25:35 AM Forte v5.1, Design Engine: V6.5.1.1 J17166.4te Page 1 of 1 - 1 F 0 R T E ` MEMBER REPORT Level, 1st Floor: Joist (L=12Oy 1 piece(s) 117/8" TM® 210 © 16" OC Overall Length: 12'7" PASSED 4 ~/ + 0 + 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. DsiqnRëSuIts ilLiián AflOed bU.oérn)s Member Reaction (ibs) 611 @ 2 1/2' 1134 (2.25") Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 592 @3 1/2" 1655 Passed (36%) 1.00 1.0 D + 1.0 1 (All Spans) Moment (R-lbs) 1826 @ 63 1/2" 3795 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (In) 0.086 @ 6'3 1/2' 0.304 Passed (1./999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (In) 0.158 @ 6'3 1/2" 1 0.608 Passed (1/922) - 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 57 1 40 JPassed -- I -- Deflection criteria: U. (1/480) and TI. (11240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4'8 5/6" 0/c unless detailed otherwise. Proper attachnient and positioning of lateral bracing Is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32 Weyerhaeuser Edge" Panel (24 Span Rating) that Is glued and nailed down. Additional considerations for the TJ-Pro'" Rating include: None . . Supports -'.. r ,-..13eai1riLemgth - Abcalmorles - Il;bIaJ eai)l Total, 1 - 5Usd wall . OF 3.50" 2.25" 1.75" 285 336 621 11/4" Rim Board 2 - Stud wall OF 350" 2.25" 1.75" 285 336 621 1 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. - LoadsL /Lboidi1 jSpadng A 0. 9O) UI&i cià' - Uniform (PSF) 0 to 12'7' 16" 34.0 40.0 Residential - Using Areas System : Floor Member Type: Joist Building Use: Residential Building Code : IBC 2012 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrant that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser eipressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blade) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bulkier or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cor0/sersices/s,CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by OC Forte Software Operator Job Notes Oscar Covarrubias J1168 Vaughn Residence Lovelace Engineering, Inc. (858) 535-9111 ocovarrubias@lcseiaceeng.com 5/5/2017 11:27:01 AM Forte v5.1, Design Engine: V6.5. 1.1 J17166.4te Page 1 of 1 Lovelace Engineering, Inc. 5930 Cornerstone Court W #100 San Diego, CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 - email 1,Mu1tip16 s1m0le,Beam - IUit'f'It'I'1['PZ Description: DECK JOIST Project Title: Vaughn Residence En CC Pràject ID: J17166 gineer: - Pro ect bescr:. Pinled: 29 SEP 2017. 10:39AM .1983-2017, Bulld:8. WoodBearn Design.: (dj-1) -. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 2x8, Sawn, Fully Braced - - Using Allowable Stress DOsign with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi AoD1ieci Loads Beam self weight calculated and added to loads Unif Load: D = 0010, L = 0.060 k/It, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0 354.1 fb : Actual: 991.60 psi at 4.750 ft In Span # 1 Fb: Allowable: .2,800.00 psi Load Comb: +D+L+H Max fv/FvRatiO = 0.193.: 1 fv : Actual: 55.07 psi at 0.000 ft in Span# I Fv : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) Q k i Left Support .0.08 0.38 Right Support 0.08 0.38 D(0;01330) L 0.07980) LL A 4 H Downward L+Lr+S' 0.154 In Downward Total 0.186 in Upward L+Lr+S .0.000 In . Upward Total 0.000 in Live Load Defi Ratio' 738 >360 Total Defi Ratio 612 >180 f Downward L+Lr+S 0.158 in Downward Total 0.220 in Upward L+Lr+S 0.000 in Upward Total 0.000 In Live Load Defi Ratio 760 >360 Total Defi Ratio 545 >180 Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court # 100 Engineer: OC Project ID: J17166 San Diego, CA 92121.3772 Project Descr: ph (858) 535.9111 fax (858) 535-1989 email ocovarrublas©lovelaceeng.com Pdnted 4 JUL 2011, 10:26PM Mu !ti pie Simple Beam FOe = L'\DataProjeCts17'J17166_VJghn\STRUC CALCSW7166 7-3-7,ec6 ENERCALC. INC. 1983.2017. Build:6.17.4.30, Ver.6.17.4.30 DescriDtlon: Wood Beam Design: (mb-I) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x14, VersaLam, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: BoiseCascade Wood Grade: VersaLam2800 Fb - Tension 2,800.0 psi Fc- PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksl Density 41,750 pcI Fb - Compr 2,800.0 psi Fc - Perp 750.0 psI Ft 2,100.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.070, L = 0.20 k/ft, Trib= 1.0 ft Design Summary Max fo/Fb Ratio = 0.408 1 fb : Actual: 1,123.62 psI at 10.500 ft in Span # I Fb: Allowable: 2,752.45 psi Load Comb: +D+L+H Max fv/FvRatio = 0.196:1 Iv : Actual: 55.77 psi at 19.880 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: Max Reactions (k) 0 1., !L a W E Left Support 0.96 2.10 Right Support 0.96 2.10 Wood Beam Design: (mi-1) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Using Allowable Stiess Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir. Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcI Fb. Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend xx 580 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, L = 0.040 kilt, Tnb= 1.330 ft Design Summary Max fb/Fb Ratio = 0.682; 1 lb : Actual: 846.72 psi at 5.000 ft in Span # I Fb : Allowable: 1,242.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.250: 1 Iv : Actual: 45.02 psi at 9.400 ft In Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) Q l Ii Left Support 0.10 0.27 Right Support 0.10 0.27 Q(0.07 U0.20 21 .0 ft. 5.25x14 Max Deflections t Downward L+Lr+S Upward L+Lr+S Live Load Defi Ratio 0.366 in Downward Total 0.534 in 0.000 in Upward Total 0.000 in 687 >360 Total Defi Ratio 472 >180 11j LOVELACE Vaughn Residence OC ENGINEERING 0 SttuurJ EnIiuwIng SuMces Jul66 Page: SEISMIC WEIGHT jJ Level 2 Roof Typical Plate Ht. (ft.) 9 Element Type Dead Load (psi) Area (sf) Weight Diaphragm Roof 1 16 2606 41696 Diaphragm Roof 2 0 Diaphragm Roof Deck 0 - Dead Load (psf) Length (ft.) Weight - Dead Load (lbs.) Weight Misc./ Concentrated I 0 —71 Total Weight (lbs.) 93932 Seismic Weight(lbs.) 67814 Level 1 Floor Tvoical Plate Ht. (ft.)8 Element Type Dead Load (psf) Area (sf) Weight Diaphragm Floor 14 1502 21028 Diaphragm Deck 34 502 17068 Diaphragm 0 fld I nr1 (nfl I —nth (ft Witht Wall Exterior. 16 305 39040 Wall Interior 7 142 7952 Wall 0 Dead Load (lbs.) Weight I Misc.! Concentrated I I 0 I Total 85088 I Seismic Weight 87710 Wall Exterior 1 16 305 43920 Wall Exterior 2 .0 Will Interior 7 132 8316 LOVELACE Vaughn Residence OC ENGINEERING 0 5/1/2017 Structural Engineering Servces J17166 Page: SEISMIC BASE SHEAR Period Calculation Overall Ht. System Ct x 21 All Other Systems 0,02 0.8 T.=h Ta=. 0.228 S TL= 8 S per ASCE 7, Fig. 22-12 Base Shear System R Omega Cd Wood Shear Walls 6.5 2.5 4.5 1.0 SDS= 0.788 Cs= 0.121 5D1 = 0.452 SI = 0.432 W = 155.524 It per ASCE 712.8.1.1 V=C5,W V= 18.85k Total Base Shear Vertical Distribution w4, F. = CV = Y 1 w, h Level ht. (ft.) wx (lbs.) hx k wx*hxAk Cvx Fx 1 2 10 67814 - 21 1 1424094 0.596128601 11.2 1 11 87710 11 1 964810 0.403871399 7.6 21 ft. 2388904 LOVELACE ENGINEERING Structural Englneetrig services PROJECT: Vaughn Residence CLIENT: JOB No.: J17166 PAGE: DESIGN BY: OC on ASCE7-2010 INPUT DATA Exposure category (B, Cot 0, ASCE 7-10 26.7.3) C. Importance factor (ASCE 7-10 Table 1.5-2) l = 1.00 for all Category Basic wind speed (ASCE 7-1026.5.1or2o12IBC) V = 110 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) 1 Flat Building height to eave he = . 20 ft -C Building height to ridge hr = .24 it Building length L = 52 ft Building width B = 28 ft Effective area of components (or Solar Panel area) A = 0 ft2 DESIGN SUMMARY Max horizontal force normal'to building length, L face = 22.23 kips, SD level (LRFD level), Typ. Max horizontal force normal to bUilding length, B, face = 11.29 kips Max total horizontal torsional load = 141.91 ft-kips Max total upward force = 27.51 kips ANALYSIS Velocity pressure qh = 0.00256 l(hKeKdV2 = 24.12 psf where: q, = velocity pressure at mean roof height, h. Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.34, pg 299) = 0.92 = wind directionality factor. (Tab. 26.6-1 ,'tor building, page 250) = 0.85 h =mean 'roof height = 22.00 ft <SOft, (Satléfactory) (ASCE 7-10 26.2.1) 'C Mm (L, B), [Satisfactory) (ASCE 7-10 26.2.2) Design pressures for MWFRS p=qhI(GC1,l)-(GCf )1 where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pails = 16 psf (ASCE 7-10 28.4.4) G C, = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G C 1 = product of gust effect factor and internal pressure coefficlent.(Tab. 26.11-1 i Enclosed Building, page 258) = 0.18 -or -0.18 a= width of edge strips, Fig 28.4-1, note 9, page 301, MAX[MIN(0.IB, OiL, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 It Net Pressures (psf), Basic Load Cases Net Pressures (osfi. Torsional Load Cases Roof angle 8 = 15.95 1 Roof angle 0 = 0.00 GCpf Net Pressure with GC, Net Pressure with Surface (+GC 1) (-GC5,) (+GC 1) (-GC 1) 1 0.49 7.59 16.28 -0.45 -15.19 -6.51 2 -0.69 -20.98 -12.30 -0.69 -20.98 -12.30 3 -0.45 -15.20 -6.52 -0.37 -13.26 4.58 4 -039 -13.80 -5.12 -0.45 -15.19 -6.51 5 0.40 5.31 13.99 6 -0.29 -11.34 -2.65 1E 0.75 13.71 22.40 -0.48 -15.92 -7.24 2E -1.07 -30.15 -21.46 -1.07 -30.15 -21.46 3E -0.65 -19.94 -11.26 -0.53 -17.12 -8.44 4E -0.58 -18.41 -9.73 -0.48 -15.92 -7.24 SE 0.61 10.37 19.05 6E I -0.43 -14.71 -6.03 Roof an leO = 15.95 G C, Not Pressure with Surface (+GC) I22i) iT 0.49 1.90 4.07 2T -0.69 -5.25 -308 3T -0.45 -3.80 -1.63 41 1 -0.39 1 -3.45 -1.28 Roof angle 8 = 0.00 GC1 Not Pressure with Surface (+GC01) (-GC01) 51 0.40 1.33 3.50 6T -0.29 -2.83 -0.66 REFERENCE CORNER 1E 5V REFERENCE CORNER 1E ERONCE . 5E RUERRENUE COINER REFERENCE- CORN MUD OLRECTION -. no) DIRECTION, .,u,I,]Ili4l'.]'4 5 ' Load Case A (Transverse) Load Case 8 (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction) Area Pressure (k) with Surface (+GC 1) (GC) 1 920 6.99 14.97 2 670 -14.05 -8.24 3 670 -10.18 -437 4 920 -12.70 -4.71 1E 120 1.65 2.69 2E 87 -2.63 -1.88 3E 87 -1.74 -0.98 4E 120 -2.21 -1.17 Hartz. 22.23 22.23 Vert. -27.51 -14.87 Mm. wind Horiz. 19.97 19.97 28.4.4 Vert. -23.30 -23.30 Area Pressure (k) with Surface (ft2) (+GC 1) (7GC5.1) 2 670 -14.05 -8.24 3 670 -8.88 -3.07 5 493 2.62 6.90 6 493 5:59 -1.31 2E 87 -2:63 188 3E 87 -1.50 -0.74 5E 123 1.27 2.34 6E 123 -1.80 -0.74 Horiz. 11.29 11.29 Vert. -2257 -934 Min. wind Hartz. 9.86 9.86 28.4.4 Vert. -23.30 -23.30 Torsional Load CaèeA (Transverse DIrertIon Torsional Load- Case B (Lona tudinal Direction)' Area. Pressun (k) with To,smnnj&_ Surface (f12) (+GC) (-GC). (+Gç51) (-GC) 1 400 3.04 6:51 35 75 2 291 -6.11 -3.58 -19 -11 3 291 -4.43 -1.90 14 6 4 400 5.52 -2.05 63 24 1E 120 1.65 2.69 30 62 2E 87 -2.63 -1.88 '17 -12 3E 87 -.1.74. -0.98 11 6 4E 120 -2.21 -1:17 51 27 IT 520 0.99 2.12 -13 -28 2T 379, -1.99 -1.16 7 4 3T 379 -1.44 -062 -5 L2 4T 520 -1.79 -0.67 -23 Total Horiz. Torsional Lóao, M5 142 142 Area Pressure (k)wiW TosIonjff_ ,Surface (C) (-G.C,) (+GC51) (-GC.,) 2 670 -14.05. -8.24 -6 -3 .3 670 8.88 -3.07 4 1 5 185 0.98 2.59 5 14 .6 185 -2.10 -0.49. 11 3- 2E 87 -2.63 -1.88 18 13 3E 87 -1.50 0.74 -10 : 5E 123 1.27 2.34 16 29 6E 123 -1.80. -0.74 23 9. 51 308 0.41 1.08 -3 -7 61 1 308 -0.87 1 -0.20 --6 -1 Total Hartz. Torsional Load, Mr 51.8 51.8 Deslàn pressures for components and cladding, - - - . q2 = qt (G C5) - ((5 C,,1)) I I where: p = pressure on component. (Eq. 30.4-1, pg 318) .15 2 .j j 2 2 - L .jj j PmIn 16.00 psf,(ASCE7-10 30.2.2). - -. G C,,= external pressure coefficient. Wails 2 see table below. (ASCE 7'10 30.4.2) ' Roof o. Roof Effective Area (W)GC, Zone 1 1 Zone 2 Zone 3 Zone 4 Zone 5 -GC GC5 -GC,, GC, -GC, GC - GCp GC5 -GC,, Comp. 1 0 0.50 -0.90 0.50 -190 0.50 -2.60 1.00 -1.10 1.00 -1.40 Comp. & Cladding 1 - Zone 1 Zone 2 tIve I Zone 3 Z Pressure Po5ft1v I NetIo PoIli I WeeMIo PaI Nethw P&tIo Note: If the effective .area is roof Solar Panel area, the only zone 1, 2 or 3 apply. Net Pressures (osfi. Torsional Load Cases Roof an Ile 0 = 22.83 GC1 Net Pressure with Surface (+GC 1) (-GC) iT 0.54 2.16 4.33 2T -0.43 -3.71 -1.54 31 -0.47 -3.89 -1.72 4T -0.41 1 -3.58 -1.40 Roof an Ile 8 = 0.00 CC1 Net Pressure with Surface (+GC 1) (-GC 1) 5T 0.40 1:33 3.50 1 6T -0.29 -2.83 -0.66 LOVELACE ENGINEERING PROJECT Vaughn Residence PAGE: Pq CLIENT: DESIGN BY: OC StrueturoJEnginoer1rr9SeMcos JOB NO.: J1166 DATE 04/30117 REVIEW BY: MTL on INPUT DATA Exposure category (8. C or D. ASCE 7-10 26,7.3) C Importance factor (ASCE 7-10 Table 1.5-2) I = 1.00 for all Category Basic wind speed (ASCE 7-10 26.5.1 or 2012 BC), . V = 110 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) K5 = 1 Flat Building height to cave he = 20 ft Building height to ridge h = 24 ft Building length L = 34 ft Building width B = 19 ft Effective area of components (or Solar Panel area) 'A = 0 ft DESIGN SUMMARY Max horizontal force normal to building length. L, face Max horizontal force normal to building length. B, lace Max total horizontal torsional load ANALYSIS Velocity pressure q,, = 0.00256 K,, K5 Kd V2 = 24.12 psI 16.85 kips, SD level (LRFD level), Typ. 8.00 kips 73.76 ft-kips = 1flA kin where: qh = velocity pessuré at mean roof.height, h.(Eq. 283-1 page 298 & Eq. 30.3-1 pgi 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab.28.3-1, pg 299) = 092 Kd = wind directionality factor. (Tab 26.6-1. for building page 250) = 0.85 h = mean roof height 22.00 ft <60 ft, ISatlefactory] (ASCE 7-10 26.2.1) > Mm (L, B), (Unsatisfactory), ASA9CE 7-10 26.2.2) Design pressures for MWFRS p = q,, [(GC, )-(G C,)) where: p = pressure In appropriate zone. (Eq. 28.4-1, page298). Pmin = 16 psf(ASCE 7-10 28.4.4) G C 1 = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G C 1= product of gust effect factorand internal pressure coelficient.(Tab. 26.11-1, Enclosed Building, 'page 258) = 0.18 or -0.18 a= width of edge strips, Fig 28.4-1. note 9, page 301, MAX[ MIN(0.1 B, OiL. 0.4h), MIN(0.048, 0.04L), 31 = 3.00 ft Net Pressures (psI), Basic Load Cases Roof angle 0 = 22.83 Roof angle 8 = 0.00 GCpf Net Pressure with GC1 Net Pressure with Surface (+GC 1 ) (-GC1) (+GC 1) (-GC) 1 0.54 8.65. 17.33 -0.45 -15.19 -6.51 2 -043 -14.83 -6.15 -0.69 -20.98 -12.30 3 -0.47 -15.58 -6.89 -0.37 -13.26 -4.58 4 -0.41 -14.30 -5.62 -0.45 -15.19 -6.51 5 0.40 5.31 13.99 6 -0.29 -11.34 -2.65 1E 0.77 14.20 22.88 -0.48 -15.92 -7.24 2E -0.69 -20.99 -12.31 -1.07 -30.15 -21.46 3E -0.64 -19.89 -11.21 -0.53 -17.12 -8.44 4E -0.59 -18.68 -10.00 -0.48 -15.92 -7.24 5E 0.61 10.37 19.05 6E -0.43 -14.71 -6.03 4E--- 0 REFIERENACEE creNra WIND aesciiou 3C 3 3T 21 4E 2E 2 5 17 - 22 3 C4, * 57 EFERENCE CORNER Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) LOVELACE Vaughn Residence ENGINEERING 0 Structural Englneertng Services J1166 I LATERAL STORY FORCES Seismic Level Fx (lbs.) Diaohraem Area 1sf) ASO Story Load (ocI) oc 5/1/2017 Page: 0 0.7 2 11240 2606 0.7 3.0 1 7615 2004 0.7 2.7 Wind Direction N-S L-1 Force = 16.85 k Pressure = 24.8 psf Level Ht. leneth area Trib. Ht ASfl dlnh I nd 0.6 pIt 2 9 34 306 4.5 0.0 67 p11 1 11 34 374 10. 0.6 149 p11 680 Sf Direction E-W 6-4 Force = 8 k I Pressure = 21,1 psf Level lit. leneth area Trib. Ht. ASD dianh Load 0.6 pIE 2 9 19 171 4.5 0.6 57 pIt 1 11 19 209 10 . 0.6 126 pIt 380 51 Wind Direction N-S H-B Force = 22.23 k Pressure = 21.4 psf Level Ht. leneth area Trib. Ht. 0 dianh Load 0.6 pIt 2 9 52 468 4.5 0.6 67 plf 1 11 52 572 10 0.6 149 p11 1040 Sf Direction E-W 6-3 Force = 5.03 k Pressure = 9.0 psf Level Ht. leneth area Trih Wt 0 ,4i,h I n,d 0.6 pIE 2 9 28 252 4.5 0.6 57 pIt 1 11 28 308 10 0.6 126 p11 560 Sf LOVELACE Vaughn Residence Level Name Roof OC I ENGINEERING 0 Level# 2 Direction 5/3/2017 I SturaI Engineering services J17166 Lateral Line I N-S Page: I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0.788 P= 1.0 Story Load 3.0 psf Area SF Factor Load fibs) WIND LOAD 1 876 1.0 2645 2 0 3 0 4 0 Total/2 = Seismic Load 1322 lbs. ADDITIONAL SEISMIC LOAD Une Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Load Type L-I Load Type WorstCase Load (p11) 67 Load (p11) 67 Length L (ft.) 34 Length R (It.) Load L (lbs.) 2275 Load R (lbs.) 0 Total/2 = Wind Load 1137 lbs. ADDITIONAL WIND LOAD Une Load (lbs.) I Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 1322 lbs. Total Wind Load = 1137 lbs. SHEAR Segment 1 2 Total Shear Length (ft.) L 4 4 8 H 9 9 H/I Ratio 2.3 2.3 Load Ratio 0.50 0.50 Load E 661 661 lbs. Adj. Load E 744 744 lbs. Load W 569 569 lbs. Adj. Load W 406 406 . lbs. Unit Shear E 186 186 p11 Unit Shear W 102 102 p11 Max Shear 186 PLF ( USE# 1 Shear Wall Capacity = 260 p11 flVFPTIIRNIN( OTM E OTM W 5951 5118 5951 5118 Wall Weight 16 16 psI Wall UDI 144 144 p11 Unif. DL p11 Concen. DL lbs. CDL loc. ft. DI Moment 1152 1152 DI Mom. E 564 564 DL Mom. W 691 691 Net OT E 5386 5386 Net OT 4427 4427 Uplift E Add. Uplift E 1347 1107 1347 1107 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 1347 1 1107 1347 1 1107 1 lbs. lbs. Tot. Uplift W HD# 1 8 1 8 - - IW flIJ requireu uy ItIpeti.uun ** - See Perforated / Force-Transfer Shearwall calculation ly Ratio 8C 23.3 LOVELACE Vaughn Residence Level Name Roof L ENGINEERING 0 Level# 2 Direction Structural Engineering Services J17166 Lateral Line I N-S I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SOS = 0.788 p= 1.0 Story Load 3.0 psf Area SF Factor Load fibs) WIND LOAD oc 10/5/2017 Page: 1 876 1.0 2645 2 180 E4 1.0 543 3 0 0 Total/2 = Seismic Load 1594 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Load Type L LI Load Type Worst Case Load (plf) 67 Load (plf) 67 Length L(ft) 34 Length R (ft.) Load 1(lbs.) 2275 Load R (lbs.) 0 total/2 = Wuna Loan 1131 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total SeIsmic Load = 1594 lbs. Total Wind Load = 1137 lbs. SHEAR Segment 1 2 TotalShear Length (ft.) 1 2.67 3.33 6 H 9 9 H/L Ratio 2.7 Load Ratio 0.45 0.56 Load E 709 885 lbs. Adj. Load E 1196 1196 lbs. Load W 506 631 lbs. Adj. Load W 362 451 lbs. Unit Shear ( 448 359 plf UnIt Shear 135 135 off Max Shear 448 1 USE# 3 Shear Wall I Capacity= 490 plf OVERTURNING OTM E OTMW 6384 4555 7962 5681 Wall Weight 16 16 psf Wall UDL 144 144 plf Unif. DL Pif Concen. DL lbs. CDL loc. ft. DL Moment 513 798 DL Morn. E 251 391. DL Mom. W 308 479 Net OT E 6133 7571 frft. Net OT W 4247 5202 UPLIFT Uplift E Add. Uplift E 2297 1591 2274 1562 lbs. lbs. lbs. lbs. Uplift Add. Uplift W Tot. Uplift E 2297 1591 2274 1562 lbs. lbs. Tot. Uplift W HOSt 8 11 I -. - '10 lU requureo, oy inspection - See Perforated / Force-Transfer Shearwall calculation Ratio .RC 23116.3 LOVELACE Vaughn Residence Level Name Roof OC I F [4 ENGINEERING 0 Levei# 2 Direction 10/5/2017 I Structural Englneerin Services J1166 Lateral Line H N-S . Page: 5' I I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SOS = 0.788 p= 1.0 Story Load 3.0 psf Area SF Factor Load (lbs) 1 180 1.0 543 2 554 1.0 1673 3 0 Total/2 = Seismic Load 1108 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 1108 lbs. HFAR WIND LOAD Load Type I. H-B Load Type R Worst Case Load (plf) 67 Load (p11) 67 Length 1 (ft.) 27 Length R (ft.) Load L(lbs.) 1806 Load R(lbs.) 0 Totat,2 = Wino Load 903 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor 1 Adjust. Load T Total Add. Load 0 Total Wind Load = 903 lbs. Segment 1 2 Total Shear Length (ft.) L 2.67 3.33 6 H 9 9 H/I Ratio 2.7 Load Ratio 0.45 0.56 Load E 493 615 Its. Adj. Load E 831 831 lbs. Load W 402 501 lbs. Adj. Load W 287 358 lbs. Unit Shear E 311 250 p11 Unit Shear W 108 108 oil Max Shear 311 PLF I USE# 2 Shear Wall Capacity= 350 p11 AUFRTURNIN( OTM E OTMW 4438 3617 5534 4512 Wall Weight 16 16 psI Wail UDI 144 144 plf unif; DL p11 Concen. DL lbs. CDLloc. ft. DL Moment 513 798 . N-ft. DL Mom. E 251 391 ft-ft. DL Mom. W 308 479 Net OT E 4186 Si" Net OT W 3309 4032 Lipi Ifl- Uplift E Add. Uplift E 1568 1239 1545 1211 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 1568 I 1239 1545 1211 lbs. lbs. Tot. Uplift W HDU 1 8 11 plo ML) requirea, oy inspection - See Perforated / Force-Transfer Shearwail calculation :0c 2306.3 LOVELACE Vaughn Residence Level Name Roof OC I ENGINEERING 0 Level# 2 Direction 5/1/2017 I Structural Engineering Services J17166 Lateral Line E N-S Page: 9 I I WOOD SHEARWALL ANALYSIS & DESIGN __JJ SEISMIC LOAD SIDS = 0.788 p = 1.0 Story Load 3.0 psf Area SF Factor Load (Ibs) 1 554 1.0 1673 2 280 1.0 845 3 0 4 0 Total/2 = Seismic Load 1259 lbs. ADDITIONAL SEISMIC LOAD Une Load (lbs.) I Offset Factor Adjust. Load Total Add. Load P Total Seismic Load = 1259 lbs. Sl.IFAR Load Type L H-B Load Type R Worst Case Load (pIt) 67 Load (pif) 67 Length L(ft.) 46 Length R (ft.) Load L (lbs.) 3078 Load R (lbs.) 0 iota;,z = wina Load 1539 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 1539 lbs. Segment 1 1 - J j I I — Total Shear Length (ft.) 1 12 12 H 9 H/L Ratio 0.8 Load Ratio 1.00 Load E 12.59 lbs. Adj. Load E lbs. Load - 1539 lbs. 1 99 Adj.LoadW lbs. Unit Shear E 105 J plf UnitShear W 92 p11 Max Shear 105 PLF I USE 4 1 Shear. Wall Capacity = 260 plf fltIRTI IDNlNr OTM E OTM W 11331 13849 Wall Weight 16 psI Wall UDL 144 plf Unit. DL plf Concen. DL lbs. CDL loc. ft DL Moment 10368 DL Mom. E 5077 St-ft. DL Mom. W 6221 4-ft. Net CT E 6254 NetCT W 7628 Uplift E Add.UpliftE 521 636 lbs. lbs. lbs. lbs. Uplift W Add.Uplift W Tot.UpliftE 521 636 lbs. lbs. Tot.Uplift W HOSt * - flU fli I CLIUII CU, UY IIIflICLLIUII - See Perforated / Force-Transfer Shearwail calculation )yfi.lio :8c 2306.a 11 LOVELACE Vaughn Residence Level Name Roof ENGINEERING 0 Level# 2 Structural EngineerIng Services J1166 Lateral Line C WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS = 0.788 p= 1.0 Story Load 3.0 psf Area SF Factor Load (lbs) WIND LOAD oc Direction 5/1/2017 N-S Page: 1 413 1.0 1247 2 0 3 0 Total/2 = Seismic Load 623 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 623 lbs. SHEAR Load Type H-B Load Type WorstCase Load (plf) 67 Load (p11) 67 Length L(ft.) 19 Length R (ft.) Load L (lbs.) 1271 Load R (lbs.) 0 Total/Z = Wind Load 636 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 636 lbs. Segment 1 2 1 Total Shear Length (ft.) 1 4.5 4 9 H 9 9 H/L Ratio 2.0 2.3 Load Ratio 0.53 0.47 Load E 330 293 lbs. Adj. Load E 330 lbs. Load W - 336 299 lbs. Adj. Load W 240 214 lbs. Unit Shear E 73 83 p11 Unit Shear W 53 1 53 plf Max Shear 83 PIF I USE 4 1 Shear Wall Capacity = 260 p11 OVERTURNING OTM E OTM W 2971 3028 2640 2692 4-ft. 4-ft. Wall Weight 16 16 PSI Wall UDL 144 144 plf Unit. DL plf Concen. DL lbs. CDL loc. ft. DL Moment 1458 1152 4-ft. DL Mom. E 714 564 4-ft. DL Mom. W -875 691 Net OT E 2257 2076 Net 01W 2154 2001 UPLIFT Uplift E 501 519 lbs. Add. Uplift E lbs. Uplift W 479 500 lbs. Add. Uplift W lbs. Tot. Uplift E 501 519 lbs. Tot. Uplift W 1 479 500 I lbs. HD# I I - PInt' ICqUJICU, U)' III)ptt..LUUII - See Perforated / Force-Transfer Shearwall calculation ly R*tio BC 2306.3 LOVELACE Vaughn Residence Level Name Roof OC I F ENGINEERING 0 Level # 2 Direction 10/5/2017 I Structural Engineering Services J17166 Lateral Urie B N-S Page: 2— I I WOOD SHEARWALL ANALYSIS & DESIGN _J SEISMIC LOAD SOS = 0.788 P = 1.0 Story Load 3.0 psf Area SF Factor Load (lbs) WIND LOAD 1 453 1.0 2 700 34 Total/2 = Seismic Load 684 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 684 lbs. HFAR Load Type L H-B Load Type WorstCase Load (p11) 67 Load (p11) 67 Length L(ft.) 26 Length R (ft.) Load L (lbs.) 1740 Load R (lbs.) 0 Total/2 = Wind Load 870 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 870 lbs. Segment 1 Total Shear Length (ft.) 1 10 10 H 9 H/L Ratio 0.9 Load Ratio 1.00 Load E 684 lbs. Adj. Load E lbs. Load 870 lbs. Adj. Load W 621 . lbs. Unit Shear E 68 p11 Unit Shear W 62 p11 Max Shear 68 PLF I USE U 1 Shear Wall Capacity 260 pIt flVFRTIJRPJIN( OTM E OTM W 6154 7828 Wall weight 16 . psf Wall UDL 144 pIt Unlf. DL - p11 Concen. DL lbs. CDL loc. ft. DL Moment 7200 Il-ft. DL Mom. E 3526 DL Mom. W 4320 Net 01 E j 2629 Net 01W 3508 Uplift E Add. Uplift E 263 351 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 263 I 351 . lbs. lbs. Tot. Uplift W HD# I * - '10 hI) reqwrea, oy Inspection ** - See Perforated / Force-Transfer Shearwall calculation y ROW uc 2306.3 LOVELACE Vaughn Residence Level Name Roof OC I ENGINEERING 0 Level# 2 Direction 10/10/2017 I Structural Engineering Services J17166 Lateral Line 6 E-W Page: 3 I I -WOOD SHEARWALL ANALYSIS & DESIGN I SEISMIC LOAD SDS= 0.788 p= 1.0 Story Load 3.0 psf Area SF Factor Load fibs) WIND LOAD 1 876 1.01 2645 2 0 3 0 4 Total/2 = Seismic Load 1322 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor I Adjust. Load Total Add. Load 0 Total Seismic Load = 1322 Ibs SHEAR Load TypeL 6-4 Load Type Worst Case Load (plf) 57 Load (plf) 57 Length L (ft.) 16 Length R (ft.) Load 1(lbs.) 909 Load R (lbs.) 0 Total/2 = Wind Load 455 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor I Adjust. Load TotalAdd. Load 0 Total Wind Load = 455 lbs. Segment 1 2 Total Shear Length (ft.) 1 12 11 23 H 9 9 H/L Ratio 0.8 0.8 Load Ratio 0.52 0.48 Load E 690 632 lbs. Adj. Load E lbs. Load W 2.37 217 lbs. Adj. Load W 169 155 Shear E 57 57 lbs. Unit 111` lf Unit ShearW 14 14 Max Shear 57 PLF I USE U 1 Shear Wall Capacity = 260 pIt OVERTURNING OTTV1 E OTM W 6209 2135 5692 1957 U-ft. U-ft. Wall Weight 16 16 psf Wall UDL 144 144 plf Unif. DL 96 96 plf Concen. DL lbs. COL loc. ft. DL Moment 17280 14520 DL Mom. E 8462 7110 . U-ft. DL Mom. W 10368 8712 U-ft. Net OT E -2252 j -1418 U-ft. Net OT W -8233 -6755 U-ft UPLIFT Uplift E Add. Uplift E -188 -686 -129 -614 lbs. lbs. lbs. lbs. Uplift Add. Uplift W Tot. Uplift E -188 1 -686 -129 -614 1 1 1 1 1 1lbs. lbs. Tot. Uplift W HDU I - - rio no requureo, oy inbpewon - See Perforated / Force-Transfer Shearwall calculation :ac 2306.3 [j4 LOVELACE Vaughn Residence Level Name Roof OC ENGINEERING 0 Level# 2 Direction 10/10/2017 Structural Engineering Services i17166 Lateral Line 6' E-W Paee: CLI I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0.788 p= 1.0 Story Load 3.0 psf Area SF Factor Load (lbs) WIND LOAD 1 322 1.0 972 2 368 1.0 1111 3 0 4 0 Total/2 = Seismic Load 1042 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor I Adjust. Load Total Add. Load 0 Total Seismic Load = 1042 lbs. SHEAR Load Type L 6-3 Load Type R Worst Case Load (plf) 57 Load (plf) 57 Length L (ft.) 15 Length R (ft.) Load L (lbs.) 853 Load R (lbs.) 0 Total/2 = Wind Load 426 lbs. ADDITIONAL WIND LOAD Line I Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 426 lbs. Segment 1 2 3 4 Total Shear Length (ft.) L 18 3.5 IS 3.5. 29 H 9 9 9 9 H/L Ratio 0.5 2.6 2.6 2.6 Load Ratio 0.63 0.12 0.12 0:12 Load E 658 128 128 128 lbs. Adj. Load E 164 164 164 lbs. Load W 269 52 52 52 lbs. MJ. Load W 192 37 37 37 lbs. Unit Shear E 37 47 47 47 plf Unit Shear W 11 11 11 11 plf Max Shear 47 PLF USE U 1 Shear Wall ) Capacity = 260 plf OVERTURNING OTM E 01MW 5921 2423 1151 471 1151 471 1151 471 Wall Weight 16 16 16 16 psf Wall UDL 144 r44 144 144 plf Unif. DL 144 144 96 96 plf Concen. DL lbs. CDL loc. ft. DL Moment 46656 1764 1470 1470 DL Mom. E 22847 864 720 DL Mom. W 27994 1058 882 882 Net OTE -16926 287 431 1151 Net OTW -25570 -587 411 411 UPI Ifl Uplift E Add. Uplift E -940 -1421 82 -168 123 -117 329 -117 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E -940 -1421 82 1 -168 123 .117 329 1 -117 1 1 lbs. lbs. Tot. Uplift W HDU S * S I - 'lU flIJ ltiUIIeU, U' lflCLIOfl - See Perforated I Force-Transfer Shearwall calculation ly Ft. U. sc Z3.3 I [ti LOVELACE Vaughn Residence Level Name Roof OC ENGINEERING 0 Level# 2 Direction 5/1/2017 Structural Englneeilrtg Services J17166 Lateral Line 5 E-W Page: I WOOD SHEARWALL ANALYSIS & DESIGN II SEISMIC LOAD SDS= 0.788 p= 1.0 Story Load 3.0 psI Area SF Factor Load (lbs) 1 72 1.0 217 2 0 3 0 Total/2= Seismic Load 109 tbs. ADDITIONAL SEISMIC LOAD Line Load (tbs.) I Offset Factor I Adjust. Load Total Add, Load 0 Total Seismic Load 109 tbs. SHEAR WIND LOAD Load Type I Worst Case Load Type R Worst Case Load (plf) 57 Load (plf) 57 Length L (ft.) Length R (ft.) Load L (tbs.) 0 Load R (tbs.) 0 Total/2 = Wind Load 0 tbs. ADDITIONAL WIND LOAD Line Load (tbs.) Offset Factor I Adjust. Load Total Add. Load 0 Total Wind Load = 0 tbs. Segment 1 2 Total Shear Length (ft.) 1 2.584 2:584 5 H 9 9 H/L Ratio Load Ratio 0.50 0.50 LoadE 54 54 lb's. Adj. Load E 95 95 tbs. Load 0 0 ' tbs. Adj. Loa'd w 0 0 ,' -. tbs. Unit Shear E 37 37 - plf Unit Shear W 0 0 pit Max Shear 37 PLF I USE *4 1 Shear Wall Capacity = 260 plf At!FRTI IPNIN OTM £ 01MW 489 0 489 0 *4-ft. 4-ft. Wall Weight 16 16 psf Wall UDL 144 144 plf Unif. DL 32 32 plf' Concen. DL tbs. CDL bc. ' ft. DL Moment 588 588 *4-ft. DL Mom. E 288 288 *4-ft. DL Mom. W 353 , 353 Net OT 201 201 *4-ft. Net OT .353 -353 U-ft. UPLIFT Uplift E Add. Uplift E 78 -136 78 -136 tbs. tbs. tbs. tbs. Uplift Add. Uplift W Tot. Uplift E 78 -136 78 -136 ' tbs. tbs. Tot. UpliftW HD# a a -i'w nt, requirea, uy inspection - See Perforated / Force-Transfer Shearwa BC 2306.3 11 LOVELACE Vaughn Residence Level Name Roof ENGINEERING 0 Levelu 2 IL 1 Structural EngIneering Services J1166 Lateral Line 5 I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SOS = 0.788 p = 1,0 Story Load 3.0 psf Area SF Factor Load (lbs) WIND LOAD oc Direction 10/5/2017 E-W Page: 4 1 322 1.0 972 2 428 1.0 1292 3 0 4 Total/2 = Seismic Load 1132 lbs. ADDITIONAL SEISMIC LOAD Line load (lbs.) Offset Factor J Adjust. Load Total Add. Load 0 Total Seismic Load 1132 lbs. WFAD Load Type L Worst Case Load Type R Worst Case Load (plf) 57 Load (plf) 57 Length L (ft.) Length R (ft.) Load L (lbs.) 0 Load R (lbs.) 0 IoIaI/L= wino toaa U lbS. ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 0 lbs. Segment 1 Total Shear Length (ft.) L 8 8 H 9 HA Ratio 1.1 Load Ratio 1.00 Load E 1132 lbs. Adj. Load E lbs. Load W 0 lbs. Adj. Load W 0 lbs. Unit Shear E 142 plf Unit Shear W 0 plf Max Shear 142 PLF f USE# 1 Shear Wall Capacity= 260 plf fltIDTI IDPJIMt OTM E OTM W 10189 0 Wall Weight 7 psf Wall UDI 63 plf Unif. DL 152 plf Concen. DL lbs. CDL loc. ft. DL Moment 6880 DL Mom. E 3369 DL Mom. W 4128 ___ _________ u-ft. Net OT E 6820 __ __________ Ift. ft. Net 01W -4128 Uplift E Add. Uplift E 853 -516 ____ — lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 853 -516 lbs. lbs. Tot. Uplift W HD4I - 1W EllA lC4U.lCU, Ed)! 1115JCLLlU11 ** - See Perforated I Force-Transfer Shearwall calculation C 2306.3 Vaughn Residence Level Name Roof OC LOVELACE ENGINEERING 0 Level 4 2 Direction 5/1/2017 6-1 1 Strucwral Services J17166 Lateral Line 4.6' E-W Page: - I WOOD SHEARWALL ANALYSIS & DESIGN 11 SEISMIC LOAD SDS = 0.788 P = 1.0 Story Load 3.0 psf Area SF Factor Load (lbs) 1 522 1.0 1576 2 718 1.0 2168 3 0 4 0 Total/2 = Seismic Load 1872 lbs. ADDITIONAL SEISMIC LOAD Une Load (lbs.) I Offset Factor I Adjust. Load Total Add. Load 0 Total Seismic Load = 1872 lbs. SUFAR WIND LOAD Load Type L 6-3 Load Type R Worst Case Load (plf) 57 Load (p4) 57 Length L (ft.) 28 Length R (ft.) Load L (lbs.) 1592 Load R (lbs.) 0 Total/2 = Wind Load 796 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor I Adjust. Load Total Add. Load 0 Total Wind Load = 796 lbs. Segment 1 2 .j Total Shear Length (ft.) L 6.5 7.5 14 H 9 9 H/L Ratio 1.4 - 1.2 Load Ratio 0.46 - 0.54 Load E 869 1003 lbs. Adj. Load E . lbs. Load 369 426 lbs. Adj. Load W 264 - 305 -- lbs. Unit Shear E 134 134 pIt Unit Shear W 41 41 plf Max Shear 134 PLF I USE 4 1 Shear Wall Capacity = 260 plf flVFRTIIRNINt OTM E OTMW 7822 3325 9025 3837 4-ft. U-ft. Wall Weight 16 16 psf Wall UDL 144 144 plf Unif. DL 128 128 . plf Concen. DL lbs. CDL loc. ft. DL Moment 5746 7650 DL Mom. L 2814 3746 DLMom.W 3448 4590 Net OT E - 5008 5279 Net01W -122 -753 U-ft. IJPI IFT Uplift E Add. Uplift E 770 -19 704 -100 ____ _____________ ___________ lbs. lbs. lbs. lbs. Uplift Add.UpliftW Tot.UpliftE 770 1 -19 704 -100 - lbs. lbs. Tot.Uplift W HD# I I - 'lu flu iequ.reu, uy inspection - See Perforated / Force-Transfer Shearwall calculation y R,t UL, 2i6.3 LOVELACE Vaughn Residence Level Name Roof OC I ENGINEERtNG 0 Level U 2 Direction 5/1/2017 Structural Engineering Services J1166 Lateral Line 4.5' E-W Page: 411111 I I I WOOD SHEARWALL ANALYSIS& DESIGN SEISMIC LOAD SDS = 0.788 P= 1.0 Story Load 3.0 psf Area SF Factor Load (lbs) WIND LOAD 1 210 1.0 634 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf) 57 Load (p11) 57 3 0 Length L(ft.) Length R (ft.) 4 0 Load L (lbs.) 0 Load R (lbs.) 0 Total/2 = Seismic Load 317 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor I Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 317 lbs. Total Wind Load = 0 lbs. SHEAR Segment 1 2 ' Total Shear Length (ft.) L 2.58 2.58 5 H 9 9 H/I Ratio Load Ratio 0.50 0.50 Load E 159 159 lbs. Adj. Load E 276 276 lbs. Load 0 0 lbs. Adj. Load W 0 0 lbs. Unit Shear E '107 107 plf UnIt Shear W 0 0 plf Max Shear 107 PLF I USE U 1 Shear Wall ) Capacity = 260 p11 OVERTURNING OTM E OTMW 1427 0 1427 0 Wall Weight 16 16 psf Wall UDI 144 144 plf Unif. DL 64 64 plf Concen. DL lbs. CDL loc. ft. DL Moment 692 692 DL Mom. E 339 339 DL Mom. W 415 415 Net OT E 1088 1088 U-ft. Net OT W -415 -415 UPLIFT Uplift E Uplift E -Add. 422 -161 422 -161 - lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 422 -161 422 -161 . lbs. lbs. Tot. Uplift W HD# ' ( • ____ ____ ___ ____ I I - - No In) required, by Inspection -See Perforated / Force-Transfer Shearwall By RtI CDC LOVELACE Vaughn Residence Level Name Roof OC I ENGINEERING 0 t.evel# 2 Direction 5/1/2017 I Structural Engineering Services J1166 Lateral Line 4 E-W Page: 6, 9 I I WOOD SHEARWALL ANALYSIS & DESIGN 11 SEISMIC LOAD SDS= 0.788 Pr 1.0 L Story Load 3.0 psf Area SF Factor Load (Ibs) [ 1 876 1.0 2645 0 I3 0 0 Total/2 Seismic Load 1322 lbs. ADDITIONAL SEISMIC LOAD Line j Load (lbs.) I Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 1322 lbs. qHFAR WIND LOAD Load Type L Worst Case Load Type R Worst Case Load(plf) 57 Load (pig 57 Length L (ft.) Length R (ft.) Load L (lbs.) 0 Load R (lbs.) 0 lotal/z= Wind Load 0 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load= 0 lbs. Segment 1 Total Shear Length (ft.) L 10 S 10 H 9 H/L Ratio 0.9 Load Ratio 1.00 Load E 1322 lbs. Adj. Load € lbs. Load 0 lbs. Adj. Load W 0 ________ ________- lbs. Unit Shear E 132 plf Unit Shear W 0 Max Shear 132 PLF I USE# 1 Shear Wall Capacity= 260 plf flUFPTIIRNIPJf OTM E OTM W 11901 0 Wall Weight 16 psf Wall UDL 144 p11 Unif. DL 96 p11 Concen. DL . lbs. CDLloc. ft. DL Moment 12000 fl.ft DL Mom. E 5876 DL Mom. W 7200 Net OT E 6025 fl.ft Net OT W -7200 I IDI irr Uplift € Add. Uplift E 603 -720 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 603 1 -720 1 lbs. lbs. Tot. Uplift W HD# IVI.jul. CU1 IJ7 uIJCt.tIWII ** - See Perforated / Force-Transfer Shearwall calculation ly Ratio 8C 236.3 I LOVELACE Vaughn Residence Level Name Roof OC ENGINEERING 0 Levelri 2 Direction 10/10/2017 Structural Engineering Services J17166 lateral Line 3 E-W Paee: —10 I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0.788 p= 1.0 Story Load 3.0 psf Area SF Factor Load libel WIND LOAD 1 334 1.0 1008 2 0 3 0 4 0 Total/2 = Seismic Load 504 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Load Type 1 6-3 Load Type R Worst Case Load (plf) 57 Load (plf) 57 Length L (ft.) 13 Length R (It.) Load L (lbs.) .739 Load R (lbs.) 0 Total/2 = Wind Load 3139 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor I Adjust. Load Total Add. Load 0 Total Seismic Load = 504 lbs. Total Wind Load = 369 lbs. SHEAR Segment 1 2 Total Shear Length (ft.) L 4 4 8 H 11.25 11.25 H/L Ratio 2.8 2.8 Load Ratio 0.50 0.50 Load E 252 252 lbs. Adj. Load E 355 355 lbs. Load W 185 185 lbs. Adj. Load W 132 132 __ lbs. Unit Shear E 89 89 plf Unit Shear W 33 33 plf Max Shear 89 PLF USE4 1 Shear Wail J Capacity= 260 plf OVERTURNING OTM E OTM W 2836 2078 2836 2078 #ft. Wall Weight 16 16 psI Wall UDL 180 180 plf Unif. DL 96 96 plf Concen. DL lbs. CDL loc. ft. DL Moment 2208 2208 ri-ft. DL Mom. E 1081 1081 tI-ft. DL Mom. W 1325 1325 ri-ft. Net 01 E 1755 1755 #ft. Net OTW 753 753 tI-ft. UPLIFT Uplift E Add. Uplift E 439 188 439 188 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 439 1 188 439 1 188 1 1 lbs. jibs. Tot. Uplift W HOtS I * * - No HD required, by inspection ** - See Perforated / Force-Transfer Shearwall calculation y Rtlo RCZ3.3 [J LOVELACE Vaughn Residence Level Name Floor ENGINEERING 0 Level fl 1 I.JIII1 Structural Engineering Services i17166 Lateral Line I I -WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS = 0.788 p= 1.0 Story Load 2.7 psI Area SF Factor Load fibs) WIND LOAD oc Direction 10/5/2017 N-S Page: 1 294 1.0 782 2 430 1.0 1144 3 0 4 0 Load Type L-1 Load Type R Worst Case Load (plf) 149 Load (p11) 149 Length 1 (ft.) 13 Length R (ft.) Load L (lbs.) 1933 Load R (lbs.) 0 Total/2 = Seismic Load 963 lbs. Total/2 = Wind Load 966 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD - Line Load (lbs.) Offset Factor I Adjust. Load L 1322 1.00 1322 Total Add. Load 1322 Total Seismic Load = 2285 lbs. SHEAR Line Load(lbs.) OffsetFactor I Adjust.Load L 1137 1.0 1137 Total Ado. Load 1137 Total Wind Load = 2104 lbs. Segment 1 2 Total Shear Length (ft.) I. 4 15 . 19 H 10 10 H/IRatio 2.5 0.7 Load Ratio 0.21 0.79 Load E 481 1804 lbs. Adj. Load E 601 lbs. LoadW 443 1661 lbs. Adj.LoadW 316 1186 ____________ lbs. Unit Shear E 150 120 plf Unit Shear W 79 79 p11 Max Shear 150 PLF I USE N 1 Shear Wall Capacity = 260 plf OVERTURNING OTM E OTM W 4811 4429 18041 16609 Wall Weight 16 16 psI Wall UDL 160 160 plf Unif. DL 235 235 . plf Concert. DL lbs. CDL loc. ft. DL Moment 3160 44438 DL Mom. E 1547 21760 DLMom.W 1896 26663 Net OT 3264 -3719 Net OT W 2533 -10054 UPLIFT Uplift E Add.UpliftE 816 633 -248 -670 lbs. lbs. lbs. lbs. Uplift Add.Uplift W Tot.UpliftE 816 633 -248 -670 ____________ f I ___________ __________ ___________ lbs. lbs. Tot. Uplift W HON 1 j - PlO n LP requirea, oy inspection - See Perforated / Force-Transfer Shearwafl calculation LOVELACE Vaughn Residence Level Name Floor ENGINEERING 0 Level# 1 Direction Structural Engineering Services J17166 Lateral Line K N-S I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD I SDS= 0.788 I p=10 Story Load 2.7 psf Area SF Factor Load fibs) WIND LOAD oc 10/5/2017 2— 1 294 1.0 782 2 482 1.0 1282 3 430 1.0 1144 4 0 Total/2 = Seismic Load 1604 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor [ Adjust. Load Total Add. Load 0 Total Seismic Load 1604 lbs. SHEAR Load Type L L - I Load Type R Worst Case Load (p11) 149 Load (pIt) 149 Length L (ft.) 34 Length R (ft.) Load L (lbs.) 5055 Load R (lbs.) 0 Total/2 = Wind Load 2528 lbs. ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor I Adjust. Load Total Add. Load 0 Total Wind Load = 2528 lbs. Segment 1 Total Shear Length (ft.) 1 20 20 II 10 H/L Ratio 0.5 Load Ratio 1.00 Load E 1604 lbs. Adj. Load £ . lbs. Load W 2528 . lbs. Adj. Load W j 1805 j s. Unit Shear E 80 f If Unit Shear W 90 Max Shear 90 PLF I USE 4 1 Shear Wall j Capacity = 260 pIt OVERTURNING OTM E OTM W 16039 25275 #-ft. 4-ft. Wall Weight 7 psf Wall UDL 70 plf Unit. DL 105 PIf Concen. DL lbs. CDL loc. ft. DL Moment 35000 DL Mom. E 17139 4-ft. DL Mom. W 21000 U-ft. Net OT E -1100 Net 01W 4275 Uplift E Add. Uplift E -55 214 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E -55 1 214 1 1 1 1lbs. lbs. Tot. Uplift W HD# I - '10 1W requurea, oy inspection - See Perforated / Force-Transfer Shearwall calculation v wo :B( 2306.3 LOVELACE Vaughn Residence Level Name Floor OC ENGINEERING 0 Level fl 1 Direction 5/1/2017 Structural Engineering Services J17166 Lateral Line I N-S page:7 I WOOD SHEARWALL ANALYSIS & DESIGN __JJ SEISMIC LOAD SOS = 0.788 Story Load 2.7 psf Area SF Factor Load (lbs) WIND LOAD 1 482 1,0 1282 2 390 1.0 1037 3 0 Load Type I L-1 Load Type Worst Case Load(plf) 149 Load(plf) 149 Length I(ft.) 38 Length R (ft.) Load L (lbs.) 5650 Load R (lbs.) 0 Total/2 = Seismic Load 1160 lbs. Total/2 = Wind Load 2825 lbs. ADDITIONAL SEISMIC LOAD 0 ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load I 1594 1 1594 Total Add. Load 1594 Total Seismic Load = 2754 lbs. SHEAR Line Load (lbs.) I Offset Factor Adjust. Load 1137 1 1137 Total Add. Load 1137 Total Wind Load = 3962 lbs. Segment - 1 - 2 ] Total Shear Length (ft.) 1 65 8 is H 10 10 FI/LRatio 1.5 1.3 Load Ratio 0.45 0.55 Load E 1234 1519 lbs. Adj. Load E lbs. LoadW --1776 2186 lbs. Adj. Load W 1269 1561 - lbs. Unit Shear E 190 190 p11 Unit Shear W 195 195 p11 Max Shear 195 PIF I USE# 1 ShearWall. Capacity= 260 p11 OVFRTLJRNIN( OTM E OTM W 12344 17762 15193 21861 Wall Weight 16 7 psI Wail UDL 160 70 plf Unif. DL 250 250 pit Concen. DL lbs. CDL loc. DL Moment 8661 10240 DL Mom. E 4241 5014 DL Mom. W 5197 6144 Net OT E 8103 10179 - Net OT W 12565 15717 UPLIFT Uplift E Add. Uplift E 1247 1933 1272 1965 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift F 1247 1933 1 1272 1965 1 1 lbs. lbs. Tot. Uplift W 1 HD# I 1 I 1 - nu nl, Icquirtu, vy uclbjiet.l!orl - See Perforated / Force-Transfer Shearwall calculation [La LOVELACE Vaughn Residence Level Name Floor . ENGINEERING 0 Level *1 1 Structural Engineering Services J17166 Lateral Line H I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SOS = 0.788 p= 1.0 Story Load 2.7 psi Area SF Factor Load (Ibsi WIND LOAD oc Direction 7/2/2017 N-S Page: - 1 390 1.0 1037 2 535 1.0 1423 3 0 4 0 Load Type l. 1-I Load Type R H-B Load (p11) 149 Load (plf) 149 Length L (ft.) 17 Length R (ft) 27 Load L (lbs.) 2528 Load R (lbs.) 4014 Total/2 = Seismic Load 1230 lbs. Total/2 = Wind Load 3271 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load H 1108. 1 1108 Total Add. Load 1108 Total Seismic Load = 2338 lbs. SHEAR Line Load (lbs.) I Offset Factor Adjust. Load H 903 1 903 Total Add. Load 903 Total Wind Load = 4174 lbs. Segment 1. Total Shear Length (ft.) L 8 8 H 10 H/L Ratio 1.3 Load Ratio 1.00 Load E 2338 lbs. Adj. Load E lbs. Load W -4174 lbs. Adj. Load W 2981 lbs. Unit Shear E 292 - p11 Unit Shear W 373 plf Max Shear 373 PLF I USE # 3 Shear Wall Capacity = 490 p11 OVFPTL1RNIN( OTM E OTMW 23382 41741 Wall Weight 16 psi Wall UDL 160 p11 Unif. DL plf Concen. DL lbs. CDL loc. ft. DL Moment 5120 4-ft. DL Mom. E 2507 4-ft. DL Mom. W 3072 4-ft. Net OT E 20875 4-ft. Net OT W 38669 4-ft. Uplift E Add. Uplift E 2609 4834 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 2609 1 4834 1 1 1 . lbs. lbs; Tot. Uplift W HD# 1 3 - ,.0 flu ittluurtu, ISV uuipectuuu, - See Perforated I Force-Transfer Shearwall calculation IV Ratio :ec 2306.3 11j LOVELACE Vaughn Residence Level Name Floor ENGINEERING 0 Level III 1 Direction Structural Engineering Services J17166 Lateral Line E N-S I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0,788 I I p=i.o I Story Load 2.7 psf Area SF Factor Load (lbs) WIND LOAD oc 10/5/2017 Page: 1 535 1.0 1423 2 294 1.0 782 3 0 Load Type I Worst Case Load Type R Worst Case Load (p11) 149 Load (p11) 149 Length 1(ft.) Length R (ft.) Load 1(lbs.) 0 Load R (lbs.) 0 Total/2 = Seismic Load 1102 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor I Adjust. Load E 1259 1 . 1259 Total Add. Load 1259 Total Seismic Load = 2361 lbs. SHEAR Line Load (lbs.) Offset Factor Adjust. Load E 1539 1 1539 Total Add. Load 1539 Total Wind Load = 1539 lbs. Segment 1 2 Total Shear Length (ft.) L 8 3.83 12 H 10 10 H/L Ratio 1.3 2.6 Load Ratio 0.68 0.32 Load E 1597 765 lbs. Adj. Load E 998 lbs. Load W 1041 498 lbs. Adj. Load W 743 356 lbs. Unit Shear E 200 261 p11 Unit ShearW 93 93 Max Shear 261 PLF I USE U 2 Shear Wall Capacity = 350 plf OVERTURNING OTM E OTM W 15969 10406 7645 4982 Wall Weight 7 7 psf Wall UDL 70 70 p11 Unif. DL p11 Concen. DL lbs. CDL loc. ft. DL Moment 2240 513 DL Mom. E 1097 251 DL Mom. W 1344 308 Net 01 E 14872 7394 Net 01W 9062 4674 Uplift E Add. Uplift E 1859 1133 1931 1220 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 1859 1 1133 1931 1 1220 lbs. lbs. Tot. Uplift W HDU 1 1 1 1 - NO MD required, by inspection - See Perforated / Force-Transfer Shearwall calculation IV Ratio SC 2306.3 Vaughn Residence Level Name Floor OC I [4 LOVELACE ENGINEERING 0 Level# 1 Direction 5/3/2017 I Structural Engineering Services J17166 Lateral Line C N-S Page: 74 WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD T SDS = 0.788 p=1.O Story Load 2.7 psf Area SF Factor Load (lbs) WIND LOAD 1 294 1.0 782 2 103 1.0 274 3 0 0 Load Type H-B Load Type Worst Case Load (plf) 149 Load (pu) 149 Length L (ft.) 13 Length R (ft.) Load L (lbs.) 1933 Load R (lbs.) 0 Total/2 = Seismic Load 528 lbs. Total/2 = Wind Load 966 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Une Load (lbs.) I Offset Factor Adjust. Load C 623 1 623 Total Add. Load 623 Total Seismic Load = 1151 lbs. SHEAR Line Load (lbs.) Offset Factor Adjust. Load C 636 1 636 Total Add. Load 636 Total Wind Load = 1602 lbs. Segment 1 2 Total Shear Length (ft.) L 4 4 8 H 10 10 H/L Ratio 2.5 2.5 Load Ratio 0.50 0.50 Load E 576 576 lbs. Adj. Load E 720 720 lbs. Load W 801 801 lbs. Ad]. Load W 572 572 lbs. Shear E 180 180 ________ Unit F plf Unit ShearW 143 143 plf Max Shear 180 PLF USE 4 1. Shear Wall I Capacity = 260 plf OVERTURNING OTM E OTM W 5757 8010 5757 8010 Wall Weight 16 16 psf Wall UDL 160 160 plf Unif. DL 263 263 plf Concert. DL lbs. CDL loc. ft. DL Moment 3384 3384 DL Mom. E 1657 1657 DL Mom. W 2030 2030 Net OT E 4100 4100 Net OTW 5980 5980 UPLIFT Uplift E Add. Uplift E 1025 1495 1025 1495 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 1025 1 1495 102.5 1 1495 1 1 1 1 lbs. Ilbs. Tot. Uplift W HD# 1 1 1 1 1 - - No HU requprea, oy inspection ** - See Perforated / Force-Transfer Shearwall calculation Segment - 1 2 L 1.25 1.25 H 10 10 Allow. Load E 885 885 Drift E 0.52 0.52 Allow. Load W 945 945 Drift W 0.56 0.56 Load Ratio E 0.50 0.50 Load Ratio W 0.50 0.50 __________ Shear 410 410 F Shear 435 435 Segment Stiffness E I Stiffness W 1 1.92 1.79 2 1.92 1.79 Total 3.85 3.57 CAPACITY Segment E W 1 0 0 2 0 0 bs. n. bs. n. bs. bs. OTME OTM W 4104 4349 4104 4349 Wall Weight 16 16 Wall UDL 160 160 Unif. DL Concen. DL CDL loc. DL Moment 125 125 DL Mom. E 61 61 DL Mom. W 75 75 _________ Net OT E 4043 4043 F Net OTW 4274 4274 g9rd— e cEL=- 44'c- F LOVELACE Vaughn Residence Level Name Floor OC ENGINEERING 0 Level It 1 Direction 5/1/2017 Structural Engineering SeMcas .J17166 Lateral sine B N-S Pane 1 1 I MANUFACTURED SHEAR WALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0.788 p 1.0 Story Load 2.7 psf Area SF Factor Load llbcl W1 Nn iflAfl 1 103 1.0 274 2 0 3 0 4 Load Type I Worst Case Load Type WorstCase Load (plf) .149 Load (plf) 149 Length L (ft.) Length R (ft.) Load L (lbs.) 0 Load R (lbs.) 0 Total/2 = Seismic Load 137 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor Adjust. Load B 684 1 684 Total Add. Load 684 Total Seismic Load = 821 lbs. SHFAR Line Load (lbs.) Offset Factor AdjUst. Load B 879 1 870 Total Add. Load 870 Total Wind Load = 870 lbs. STIFFNESS Max Ratio 0.46 < 1.0 OVERTURNING UPLIFT Uplift E Add. Uplift E 3234 3419 3234 3419 Add. Uplift W Uplift W Total Uplift E 3234 3419 3234 3419 Total UplIft W HD# 7 r bs. bs. bs. bs. bs. bs. Along Y-Y 1.136 in at 10.0ft above base for load combination :E Only Along X-X 0.0 in at 0-Oft above base for load combination: o'cI ;3,ll FT lot Lovelace Engineering, Inc. Project Title: Vaughn Residence 5930 Cornerstone Court wit 100 Engineer: OC, Project ID: J17166 San Diego, CA 92121-3772 Project Descr: ph (858) 535-9111 1,9/ fax (858) 535-1989 / email ocovarrubias(äilovelaceeng.con Printod: 4 MAY 2017, 10:35AM Steel I - Fda = LDatalProjects\17\J17I66_vaughn\S1RUC CALCS.J17166ec6 I - - ENERCALC1INC 1983-2017 0ui1d617317 Ver617317 Description: Steel flagpole (gad B) CodéRefethñces Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Steel Section Name: Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis budding = 10 it Kr 2.1 - Y-Y (depth) axis: Unbracecl Length for Y-Y Axis buckling= lOft. K = 2.1 Applied Loads . . Service loads entered. Load Factors will be applied for calculations. Column self weight included : 28430 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft. 0 = 1.40, L = .1.050 k BENDING LOADS..: Lat. Point Load at 10.0 ft creating Mx-x, E = 1.494k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bendiñg Stress Ratio Load Combination Location of max.above base At maximum location values are... Pa Axial Pn I Omega: Allowable Ma-x: Applied Mn-x I Omega: Allowable Ma-y: Applied Mn-y /Omega: Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are... Va : Applied Vn I Omega: Allowable Lâd'CMbination Results 0.3629 :1 +1.IiOD+Q.70E+H O0ft 1.870 k 61.780 k -10.458 k-ft 30.070 k-ft 0.0 k-ft 30.070 k-it 0.01887 1 +1.110D+0.70E+H 0.0 ft 1.046 k 55.409 k Maximum SERVICE Load Reactions.. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y . 0.0k BOttom along Y-Y 1.494 k Maximum SERVICE Load Defections Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 404ff 0.027 PASS 0.00 It 0.000 PASS 0.00 ft 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +1J+S4f 0.027 PASS 0.00 ft 0.000 PASS 0.00 it +D4750Lr+0.750L+H 0.040 PASS 0.00 ft 0.000 PASS 0.00 ft +D40.750L+,750S+H 0.040 PASS 0.00 ft 0.000, PASS 0.00 ft +040.60W+H 0.027 PASS 0.00 ft 0.000 PASS 0.00 ft +1.11OD+0,70E+j-1 0.363 PASS 0.00 ft 0.019 PASS 0.00 it +D0.750Lr+0.750L+0450W+H 0.040 PASS 0.00 it 0.000 PASS . PASS 0.00 ft 4040,750L40.750S+0.450W+H 0.040 .PASS 0.00 it 0.000 0.00 ft +1.083DO.750L#.75O5+0.5250E41 0,282 PASS 0.00 ft 6.014 PASS 0.00 ft .0.600+0.60W+0.60H 0.016 PASS 0.00 ft 0.000 PASS 0.00 ft +04897040.70E90.60H 0.354 PASS 0.00 ft 0.019 PASS 0.00 ñ WOE Lovelace Engineering, inc. 5930 Cornerstone Court W # 100 San Ditigo, CA 92121-3772 ph (858) 535-9111 fax (858) 535-1989 Project Title: Vaughn Residence Engineer: •OC Project Descr: Project ID: J17166 7 q/ Description: Steel flagpole (grid B) MaxiitUm RÔctIâs. ,Note: Only non-zero reactions are listed. Axial Reaction XX Axis Reaction k V V Axis Reaction Mx End Moments k ft My End Moments Load Combination @ Base © Base © lop ,© Base ® Top @ Base © lop @ Base @ lop 40+11 1.684 +04.44 2.734 -+0+Lr44 . 1.684 -+0+S4I . 1.684 +0+0.75OLr0.750LH 2.472 4040.750L40.750S+H 2.472 40.0.60W+4-1 1.684 +O-0.60W4H 1.684 40+0.70E4H 1.684 1.046 10.458 ',0+0.75OLr.0.750L*0.450W41 2.472 4040.750Lr40,750L0:450W44 2.472 4040.750L40.750S40.450W41 2.472 '040.750L40.750S-0.450W#1 2.472- - - +O+0.750L90.750S40.5250E41 2.472 0.784 7.844 40.60D40.60W+0.6011 1.011 40.60D-0.60W40.60H 1.011 .0.60D40.70E'0 6011 1.011 1.046. 10.458 D Only 1.684 LrOnly LOnly .1.050 S Only W Only -w E Only 1.494 -14.940 HOnly - Extrethe R&ictions. Axial Reaction XX Axis Reaction It V Y Axis Reaction Mx End Moments k It My End Moments Item Extreme Value @ Base . @ Base @ Top '© Base @ Top '@Base @ Top. © Base @ Top Axial® Base Maximum Minimum Reaction, X-X Axis Maximum Minimum Reaction, V-V Axis Maximum o Minimum Reaction, X-X Axis Maximum MInimum Reaction, V-V Axis Maximum Minimum Moment, X-X Axis Be Maximum Minimum Moment. V-V Axis Be Maximum Minimum MOment, X-X Axis To Maiclmum • Minimum .1.654 1.684' 1.494 -14.940 1.684 1.684 1.684 .1.684' 1.684 -14.940 1.494 :14.940 .1.684. 1.684 1.684 1.684 Moment. Y-Y Axis To Maximum 1.684 - Minimum .1.684 , Maxirujth Dóflections for Lóäd Cornbiflations Load Combination Max. X-X Deflehoh Distance Max. V-V Deflection Distance- +D4 0.0000 in 0.000 ft 0.000 in 0.000 ft 404144 0.0000 in 0.000 'ft 0.000 in ' 0.000 It .04r#I 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S41 , 0.0000 in .0,000 ft 0.000 in 0.000 ft 4040.750Lr'0,750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft *0*0.750L-.0,750S41 0.0000 in 0.000 ft 0.000 in 0.000 ft 4090.60W4+4 0.0000 in 0.000 ft 0.000 in 0.000 )t 4040.70E4+1 0.0000 in 0.000 ft 0.795 in io:000 ft +4D+0.750Lr.0:750L.O450W4l 0.0000 in 0.000 ft 0.000 in 0.000 ft U 5930 Cornerstone Court Wt 100 Engineer: OC' Project ID: J17166 San Diego, CA 921214772 Project Des: Lovelace Engineering, Inc. Project Title: Vaughn Rèsideñce H. 'ph (858) 535-9111 - fax (858) 535-1989 email ocovarrubiasjtovelaceenq.com Printed: 4 MAY 2017, 10:35AM ci • File= LDa4Pro;ecIs\17J17166_vaughn\STRUC CALCSU17166 ec6 - - ENERCALC. INC. 1983-2017,.Build6,l7.3.I7,Ver6.17:3.17. Description: Steel flagpole (grid B) Màximthn Défiectiins for Load Combiriàtkns Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 4040.750L40.750S40,450W4H 0.0000 in 0.000 It 0.000 In 0,000 ft '040.750L40.750S40,5250E4H '0.0000 in 0.000 It 0.596 in 10.000 It '0.60D.060W90.60H - 0.0000 in 0.000 It 0.000 In 0.000 ft +0.60D40.70E+0.60H * 0.0000 in 0.000 ft 0.795 in 10.000 ft D Only 0.0000 in 0.000 ft 6.000 in .0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 In 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 In. 0.000 ft 0.000 in, 0.000 ft W Only 0.0000 In 0.000 ft 0.000 in .0.000, ft E Only 0.0000 In 0.000 ft 1.136 in 10.000 ,ft H Only - 00000 In ' 0.000 ft 0.000 In. 0.000 ft StéI Section Properties': . HSS5x5x1!2 Depth 5.000 In lxx 2600 'mM 'J 44.600 InA4' Design Thick, 0.465 in Six = 10.40 In A3 Width = 5.000 in Rxx = 1.820 In Wall Thick = 0.500 in Zx = 13.100 In A Area = 7.880 IAA2 • 1 y = 26.00 InM C = 18.700in*3 Weight = 28.430 p11 Syy = 10.400 inA3 R.yy = 1.820 In Ycg 0.000 in :*o M-xLoads --71 6 .Load 1 X 0 7. 5.001n Loads are total entered value. Arrows do not reflect absolute direction. LOVELACE Vaughn Residence Level Name Floor ENGINEERING 0 Level# 1 1 Structural Engineering Services r J17166 Lateral Line 6 I -WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SOS = 0.788 P = 1.0 Story Load 2.7 psf Area SF Factor Load ithsl WIND LOAD oc Direction 7/4/2017 E-W Page: 1 770 1.0 2064 2 0 3 0 4 __ _____ 0 Load Type 6-4 Load Type WorstCase Load (plf) 126 Load (ph) 126 Length L (ft.) 23 Length R (ft.) Load L (lbs.) 2905 Load R (lbs.) 0 Total/2 = Seismic Load 1032 lbs. Total/2 = Wind Load 1453 lbs. AnDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load 6 1322 1.00 1322 Total Add. Load 1322 Total Seismic Load = 2354 lbs. SHEAR Line Load (lbs.) Offset Factor I Adjust. Load 6 455 1.0 455 Total Add. Load 455 Total Wind Load = 1907 lbs. Segment 1 2 3 Total Shear Length (ft.) L 4.5 12 4.5 21 H 10 10 10 H/L Ratio 2.2 0.8 2.2 Load Ratio 0.21 0.57 0.21 Load E 50 1345 505 lbs. Adj. Load E 561 561 lbs. Load W 409 1090 409 lbs. Adj. Load W 292 779 292 lbs. Unit Shear E 125 112 125 plf Unit Shear W 65 65 65 plf 11 Max Shear 125 PLF USE 4 1 Shear Wall Capacity = 260 p11 OVERThRNIN OTM E OTM W 5045 - 4087 13454 10899 5045 4087 Wall Weight 16 16 16 psI Wall UDL 160 160 160 plf Unit. DL 240 240 240 plf Concen. DL lbs. CDLloc. ft. DL Moment 4050 28800 4050 DL Mom. E 1983 14103 1983 DL Mom. W 2430 17280 2430 Net CT E 3062 -649 3062 Net 01W 1657 -6381 1657 UPLIFT Uplift E Add. Uplift E 680 368 -54 -532 680 368 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 680 368 -54 -532 680 368 lbs. lbs. Tot. Uplift W HOSt 1 * 1 - - No i-iu requirea, ny inspection - See Perforated / Force-Transfer Shearwall calculation LOVELACE Vaughn Residence Level Name Floor - ENGINEERING 0 Leveifl 1 Structural Engineering Services J17166 Lateral Line 6' I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD LSDS = 0.788 p= 1,0 Story Load 2.7 psf Arpn rr Factor Load (lbs) WIND LOAD oc Direction 10/10/2017 E-W Page: 1 116 1.0 309 2 535 1.0 1423 3 398 1.0 1059 4 0 Load Type 1 6-3 Load Type R Worst Case Load (pig 126 Load (pig 126 Length 1(ft.) 16 Length R (ft.) Load L(lbs.) 2021 Load R (lbs.) 0 Total/2 = Seismic Load 1395 lbs. Total/2 = Wind Load 1011 lbs. - AflflITIflNI cFIcMIc I (AD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load 6. 1042 1.00 1042 Total Add. Load 1042 Total Seismic Load = 2437 lbs. Line Load (lbs.) Offset Factor Adjust. Load 6 426 1.00 426 Total Add. Load 42b Total Wind Load = 1437 lbs. Segment 1 2 3. 4 Total Shear Length (ft.) L 18 3.5 3.5 3.5 29 H 10 10 10 10 H/L Ratio 0.6 2.9 2.9 2.9 Load Ratio 0.63 0.12 0.12 0.12 Load E 1539 299 299 299 lbs. Adj. Load E 427 427 427 lbs. Load W 907 176 176 176 lbs. Adj. Load W 648 126 126 126 lbs. Unit Shear E 85 122 122 122 pif Unit Shear 36 36 36 36 plf Max Shear 122 PLF I USEU 1 Shear all Capacity= 260 plf OVERTURNING OTM E 01MW 15389 9075 2992 1765 2992 1765 2992 1765 fl-ft. 1$-ft. Wall Weight 16 16 16 16 psf Wall UDL 160 160 160 160 plf Unif.DL 373 373 352 352 plf Concen. DL lbs. CDL loc. ft. DL Moment 86346 3265 3136 3136 DL Mom. E 42282 1599 1536 U-ft. DL Mom. W 51808 1959 1882 1882 U-ft. Net OT E -26892 1394 1457 2992 fl-ft. Net OT W -42733 -194 .117 -117 UPLIFT Uplift E Add. Uplift E -1494 -2374 398 -55 416 -33 855 -33 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E -1494 1 -2374 398 1 -55 416 -33 855 1 -33 1 lbs. lbs. Tot. Uplift HDU 1 * * 1 - - NO HO required, by inspection - See Perforated / Force-Transfer Shearwail calculation LOVELACE Vaughn Residence Level Name Floor OC ENGINEERING 0 LevelU 1 Direction 5/1/2017 Structural Eoglneeng Services i17166 Lateral Line 5.4' E-W Page: I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS = 0.788 1 p=1.0 I Story Load 2.7 psf Area SF Factor Load (Ibs) WIND LOAD 1 270 1.0 718 Load Type L Worst Case Load Type R Worst Case 2 0 Load (plf) 126 Load (plf) 126 3. 0 Length L(ft.) Length R (ft.) 4 0 Load L (lbs.) 0 Load R (lbs.) 0 Total/2 = Seismic Load 359 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line { Load (lbs.) I Offset Factor Adjust. Load S 109 1.00 109 Line Load (lbs.) Offset Factor Adjust. Load 5 1.00 Total Add. Load 109 Total Add. Load 0 Total Seismic Load = 468 lbs. Total Wind Load = 0 l. SHEAR Segment 1 - Total Shear Length (ft.) L 6 6 H 10 H/L Ratio 1.7 Load Ratio 1.00 Load E 468 lbs. Adj. Load E lbs. Load 0 lbs. Adj. Load W 0 ____________ _____________ ___________ __________ ___________ ___________ __________ lbs. Unit Shear E 78 plf PIf UnitShearW 0 Max Shear 78 PLF USE U 1 Shear Wall Capacity = 260 plf OVERTURNING OTM E OTM W 4678 0 #ft. U-ft. Wall Weight 16 . psf Wall UDL 160 pif Unit. DL 407 pIt Concen. DL lbs. CDL loc. ft. DL Moment 10206 fl-ft. DL Mom. E 4998 DL Mom. W -6124 Net OT E -320 -6124—] Net OT W UPLIFT Uplift E Add. Uplift E -53 -1021 . _____ lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E -53 -1021 lbs. lbs. Tot. Uplift W HOU * - ivo flu requireo, oy inspection - See Perforated / Force-Transfer Shearwall calculation :BC 2306.3 LOVELACE Vaughn Residence Level Name Floor OC ENGINEERING 0 Level# 1 Direction 5/3/2017 Structural Engineering Services J17166 Lateral Line 5' E-W page:.j I WOOD SHE ARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0.788 I I p=i.o I Story Load 2.7 psf Area SF Factor Load (ibs) WIND LOAD 1 535 1.0 1423 2 0 3 0 Load Type L Worst Case Load Type R Worst Case Load (pIt) 126 Load (pIt) 126 Length L (ft.) Length R (ft.) Load L (lbs.) 0 Load R (lbs.) 0 Total/2 = Seismic Load 712 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor 1 Adjust. Load 5 1132 1.00 1132 Line Load (lbs.) Offset Factor Adjust. Load 5 1.00 Total Add. Load 1132 Total Add. Load 0 Total Seismic Load = 1844 lbs. Total Wind Load = 0 lbs. SHEAR Segment 1 2 Total Shear Length (ft.) L 12 6 18 H 10 10 H/L Ratio 0.8 1.7 Load Ratio 0.67 0.33 Load E 1229 615 lbs. Adj. Load E lbs. Load 0 0 lbs. Adj. Load W 0 0 lbs. Unit Shear E 102 102 plf Unit Shear W 0 0 pit Max Shear 102 PIF I USE U 1 Shear Wall Capacity = 260 pIt OVERTURNING OTM F OTMW 12291 0 6146 0 U-ft. U-ft. Wall Weight 7 7 psf Wall UDL 70 70 p1t Unif. DL 126 126 . plf Concen. DL lbs. CDL loc. ft. DL Moment 14112 3528 fl-ft. DL Mom. F 6910 1728 fl-ft. DL Mom. W 8467 2117 4$-ft. Net OT E 5381 4418 Net OT -8467 -2117 fl-ft. Uplift F Add. Uplift F 448 -706 736 -353 . lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 448 1 -706 736 -353 lbs. lbs. Tot. Uplift W HD# I 1 - - r.to mu requireD, oy inspection - See Perforated / Force-Transfer Shearwall calculation y Patio ac 23%.3 [ LOVELACE Vaughn Residence Level Name Floor ENGINEERING 0 Level *# 1 Direction Structural Englneeflng Services. J17166 Lateral Line 4.6' EW I WOOD SHEARWALL ANALYSIS & DESIGN ___JJ SEISMIC LOAD SDS= 0.788 = 1.0 Story Load 2.7 psf Aran SF Frtor Ind IIhcl WIND LOAD oc 7/4/2017 Page: c'• 1 305 1.0 811 2 0 3 0 4 Load Type L Worst Case Load Type R Worst Case Load (pIt) 126 Load (pig 126 Length L (ft.) Length R (ft.) Load L (tbs.) 0 Load R (tbs.) 0 Total/2 = Seismic Load 406 lbs. Total/2 = Wind Load 0 tbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (tbs.) I Offset Factor I Adjust. Load 4.6 1872 1.00 1872 Total Add. Load 1872 Total Seismic Load = 2277 lbs. SHEAR Line Load (tbs.) I Offset Factor Adjust. Load 4:6 796 1.00 796 Total Add. Load 796 Total Wind Load = 796 lbs. Segment 1 2 - - Total Shear Length (ft.) L 4 4 8 H 10 10 H/L Ratio 2.5 2.5 Load Ratio 0.50 0.50 Load E 1139 1139 tbs. Adj. Load E 1423 1423 tbs. Load W 398 398 tbs. Adj. Load 284 284 tbs. Unit Shear E 356 356 plf Unit Shear W 71 71 plf Max Shear 356 PLF USE *1 3 Shear Wall Capacity= 490 pIt OVERTURNING OTM E DIM W 11387 3979 11387 3979 Wall Weight 7 0 psf Wall UDL 70 0 P1t Unif. DL 105 pIt Concen. DL tbs. CDI. loc. ft. DL Moment 1400 0 fl-ft. DL Mom. E 686 0 DL Mom. W 840 0 *1-ft. Net OT E 10702 11387 fl-ft. Net OT W 3139 3979 *1-ft. UPLIFT Uplift E Add. Uplift E 2675 785 2847 995 lbs. lbs. tbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 2675 1 785 2847 995 1 lbs. lbs. Tot. Uplift W HD4* 1 2 2 - - rio nu requirea, oy inspection - See Perforated / Force-Transfer Shearwall calculation r LOVELACE Vaughn Residence Level Name Floor OC ______ Structural Engineering Services J17166 Lateral Line 4.5' E-W page:, ENGINEERING 0 Level# 1 Direction 5/1/2017 I WOOD SHEAR WALL ANALYSIS.& DESIGN II SEISMIC LOAD SOS = 0.788 Pc 1.0 Story Load 2.7 psf Area SF Factor Load (lbs) WIND LOAD 1 390 1.0 1037 2 0 3 0 Load Type I Worst Case Load Type R Worst Case Load (pIt) 126 Load (pit) 126 Length L (ft.) Length R (ft.) Load L (lbs.) 0 Load R (lbs.) 0 Total/2 = Seismic Load 519 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD Line Load (lbs.) Offset Factor Adjust. Load 4.5 317 1.00 317 Line Load (lbs.) Offset Factor Adjust. Load 4.5 . 1.00 Total Add. Load 317 Total Add. Load 0 Total Seismic Load 836 lbs Total Wind Load 0 lbs. SHEAR Segment 1 . Total Shear Length (ft.) 1 12 12 H 10 H/I Ratio 0.8 Load Ratio 1.00 Load E 836 lbs. Adj. Load E lbs. Load 0 - lbs. Adj. Load W 0 lbs. Unit Shear E 70 pit Unit Shear W 0 pIt Max Shear 70 PLF USE 4 1 Shear—Wa—IM Capacity 260 pIt OVERTURNING OTM E OTM W 8357 0 4-ft. Wall Weight 16 - psf Wall UDL 160 p1t unlf. DL 204 pit Concen. DL lbs. CDLioc. ft. DL Moment 26208 4-ft. DL Mom. E 12834 4-ft. DL Mom. W 15725 - 4-ft. Net OT E -4477 F .15725 V u-ft. Net OT W 4-ft. UPLIFT Uplift E Add. Uplift E -373 -1310 lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E -373 .1310 1 1 V 1 1 - 1 lbs. lbs. Tot. Uplift W HDU * - - ,'lo ru., requirea, oy inspection - See Perforated / Force-Transfer Shearwall calculation Segment 1 J 2 L 1.5 1.5 H 10 10 Allow. Load E 1860 1830 Drift E 0.30 0.30 Allow, Load W 1860 1860 Drift W 0.30 0.30 Load Ratio E 0.50 0.50 Load Ratio W 0.50 0.50 ______ ShearE 1553 1553 Shear 726 726 Segment Stiffness E I Stiffness W 1 3.33 3.33 2 3.33 3.33 Total 6.67 6.67 CAPACITY Segment E W 1 1 0 2 1 0 lbs. in. lbs. in. lbs. lbs. LOVELACE Vaughn Residence Level Name Floor ENGINEERING 0 Level# 1 Direction Structural Engineering Services J17166 Lateral Line 3.6' E-W I MANUFACTURED SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SIDS = 0.788 I p=1.O I Story Load 2.7 psf Arpi SF Factor Lnad tlbcl WIND I.QAD oc 5/1/2017 Page: 1 776 1.0 2064 2 565 1.0 1503 3 0 0 Load Type L 6 -4 Load Type R Worst Case Load (plf) 126 Load (plf) 126 Length 1 (ft.) 23 Length R (ft.) Load L (lbs.) 2905 Load R (lbs.) 0 Total/2= Seismic Load 1783 lbs. Total/2 = Wind Load 1453 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line Load (lbs.) I Offset Factor I Adjust. Load 4 1322 1.00 1322 Total Add. Load 1322 Total Seismic Load = 3106 lbs. SHEAR Line Load (lbs.) I Offset Factor I Adjust. Load 4 1.00 TOtal Add. Load 0 Total Wind Load = 1453 lbs. STIFFNESS Max Ratio 0.85 < 1.0 g OVERTURNING OTM E OTMW 15529 7263 15529 7263 Wall Weight 16 16 Wall UDL 160 160 Unif. DL 120 68 Concen. DL CDL loc. DL Moment 315 257 DL Mom. E 154 126 DL Mom. W 189 154 Net 07£ 15375 15403 Net OT W 7074 7109 UPLIFT Uplift E Add. Uplift E 10250 4716 10269 4740 Uplift W Add. Uplift W Total Uplift E 10250 4716 10269 1 4740 Total Uplift W 1 HD# 1 7 1 7 t-ft. psf pif pif lbs. Ft. t-ft. bs. bs. bs. bs. bs. bs. I1 LOVELACE Vaughn Residence Level Name Floor OC ENGINEERING 0 Level# 1 Direction 5/3/2017 Structural Engineering Services J17166 Lateral tine 3. E-W Page: I WOOD SHEARWALL ANALYSIS & DESIGN SEISMIC LOAD SDS= 0.788 p = 1.0 Story Load 2.7 psf Area SF Factor Load flbsi WIND LOAD 1 332 - 1.0 883 2 0 3 0 4 0 Total/2 = Seismic Load 442 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load = 442 lbs. SHEAR Load Type L Worst Case Load Type R Worst Case Load (plf) 126 Load (pIt) 126 Length 1(ft.) Length R (ft.) Load L(lbs.) 0 Load R(Ibs.) 0 Total/2 = Wind Load 0 lbs. - ADDITIONAL WIND LOAD tine Load (lbs.) Offset Factor Adjust, Load Total Add. Load 0 Total Wind Load = 0 lbS. Segment 1 Total Shear Length (ft.) L 6 6 H 10 H/I Ratio 1.7 Load Ratio 1.00 Load E 442 lbs. Ad). Load E lbs. Load 0 lbs. Adj. Load W 0 lbs. Unit Shear E 74 pIt Unit Shear 0 pIE Max Shear 74 PIF I USE U 1 Shear Wall Capacity = 260 p11 OVERTURNING OTM E OTMW 4415 0 Wall Weight 16 psI Wall UDL 160 pIt Unit. DL. 96 pIt Concen. DL lbs. CDLloc. ft. DL Moment 4608 DL Mom. E 2256 DL Mom. W 2765 Net OT E 2159 Net OT W -2765 UPLIFT Uplift E Add. Uplift E 360 -461 . lbs. lbs. lbs. lbs. Uplift W Add. Uplift W Tot. Uplift E 360 -461 lbs. lbs. Tot. Uplift W HDU * - NO HO required, by Inspection ** - See Perforated / Force-Transfer Shearwall calculation :8c 23.3 bs. In. bs. In. CAPACITY Segment E W bs. 1 1 bs. 2 1 I-ft. f-ft. psf '4- WO(?P Vt' p11 f-ft. bs. bs. k-' X5XV1 bs. bs. Segment I Stiffness E Stiffness W 1 1.92 1.49 2 1.92 1.49 Total 3.85 2.99 LOVELACE Vaughn Residence Level Name Floor OC ENGINEERING 0 Level# 1 Direction 10/5/2017 Structural Engineering Services J17166 Lateral line 1 E-W Page: E--MANUFACTURED SHEAR WALL ANALYSIS & DESIGN SEISMIC LOAD SIDS = 0.788 p=1.0 Story Load 2.7 psf Area SF Factor Load fibs) 1 566 1.0 1505 2 0 3 0 4 0 WIND LOAD Load Type L Worst Case Load Type R Worst Case Load (pit) 126 Load (plf) 126 Length 1(ft.) Length R (ft.) Load 1(lbs.) 0 Load R (lbs.) 0 Total/2= Seismic Load 753 lbs. Total/2 = Wind Load 0 lbs. ADDITIONAL SEISMIC LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Seismic Load 753 lbs. SHEAR ADDITIONAL WIND LOAD Line Load (lbs.) Offset Factor Adjust. Load Total Add. Load 0 Total Wind Load = 0 lbs. STIFFNESS Segment 1 2 1 1 1 H 10 .10 Allow. Load E 570 570 Drift E 0.52 0.52 Allow. Load W 725 725 Drift W 0.67 0.67 Load Ratio E 0.50 0.50 Load Ratio W 0.50 0.50 ShearE 376 I 376 i Sh ear _W I Max Ratio 0.66 1.0 4 OVERTURNING OTM E 01MW 3764 0 3764 0 Wail Weight 16 16 Wail UDL 160 160 Unif. DL Concen. DL CDL loc. DL Moment 80 80 DL Mom. E 39 39 DL Mom. W 48 48 Net OT 3724 3724 Net OTW -48 -48 UPLIFT Uplift E Add. Uplift E 3724 -48 3724 -48 Uplift W Add. Uplift W Total Uplift E 3724 -48 3724 -48 Total Uplift W HD# 7 7 AN L LOVELACE ENGINEERING Structural Engineering Services 3930 Cornorotone CourtW. Suite lOB San Diego, CA 92121-3172 phone 838.535.9111 hx 858335.1989 wwiovetaceerig.com JOB SHEET NO.______________________ OF__________________ CALCULATED BY_________________________ DATE CHECKED BY DATE scs / (x ) vlIR; 0IJ J ._ k r17W: ; II - Il c' . .. .... 00 tii4) N jae ] -I- - _ 9x NI (b) ill X Ill '14- rj Wtwt7 VI tv t-*L . p ( 311 4crn-i )I "ii4 jt!(1) 0k, 1411, Cc'o'o.c- (MY". L LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone CourtW. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 fax 858.535.1989 www.Iovelaceeng.com JOB SHEET NO. ___________ OF______________________ CALCULATED B'i______________________ DATE CHECKED BY__________________________ DATE SCALE Nir 4() vri WNP 6Pf/r-r. ? M1 i- 4') (r1ø F I EM1 ec,1 rrt #II1, jI rr _--•-:, 1 HD 4Il+ c3}4c vi LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. I CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 • fax. 858.535.1989 • wwN. lovetaceeng .com SCALE FOUNDATION DESIGN ALLOWASLE SEARING PRESSURE, cj: PSF (PER DESIGN CRITERIA) CONTINUOUS PERIMETER 4 BEARING WALL FOOTINGS: LOCATION: 00 Ui -t-) i-i (' PLF - WIDTH REQ'D= (W119 x 12) : Pi ' IN USE: It " WIDE >< i,' DEEP WITH - * L4 TOP 4 BOTTOH LOCATION- WI= : PLF LUIDTI-I REQD= (UJ1/q x 12) : N USE "WIDE X "DEEP WI T4.4 * TOP 4 SOTTOtj LOCATION: Wi PLF WIDTH REQL= (W1/9 x 12): = IN USE: " WIDE )< "DEEP WITW * TOP 4 50TTO ISOLATED SPREAD FOOTINGS: MARK-,(F-I) LBS Are'd: P/q x 144= SQ IN USE: PER PAD FOOTING SCHEDULE MAW.-(F-2) Are4d P/cl x 144: so IN USE: PER PAD FOOTING SCHEDULE MARK:(F-3) 05 =l2LS Arcl'd = P/9 x 144: = 't7 5Q IN USE: PER PAD FOOTING SCHEDULE 7-8 Project Title: Vaughn Residence Engineer: OC Project ID: J17166 . Project Descr: q ->/ Printed: 4 MAY 2017, 10:40AM If Lovelace Engineering, Inc. 5930 Cornerstone Court W# 100 I LT San Diego, CA 92121.3772 ph (858) 535-9111 fax (858)535-1 9 89 PoleI F f ' ' ... . - Iie 0 e 00 ing m e e ifl 01 - ENERCALC INC 1983-2017 8ud617317 Ver6173I7 Description: GRID 'B' Flagpole Code References Calculations per IBC 2015 1807.3, CBC 2016i ASCE 7-10 Load Combinations Used: IBC 2015 Generèl infonnation Pole Footing Shape Rectangular Pole Footing Width 30.0 in Calculate Mm. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ....... . ...... ......300.0 Pc[ Max Passive ....................1500.0 pof Controlling Values Governing Load CombinaUon: +1.II0D+0.8750E+H Lateral Load 1.307k Moment 13.073 k-ft Restraint @ Ground Surface Pressure at Depth Actual 1,120.79 psf, Allowable 1,125.0 psf Surface Rètraint Force 8,715.0 lbs Footing Base Area 6.250 ftA2 Maximum Soil Pressure 0.3920 ksf Applied Loads Lateral Concentrated Load (ii) Lateral Distributed Loads (kit) Applied Moment (kft) Vertical Load (k) Dead Load k k/ft k-ft 1.40 k Lr: Roof Live k kilt k-ft 1.050 K L: Live K l(/ft k-ft K S: Snow K kilt k-ft k W: Wind K k/ft k-ft k. Earthquake 1.494 K k/lt k-ft k H: Lateral Earth K k/ft k-ft k Load distance above TOP of Load abOve ground surface ground surface 10.0. ft . ft BOTTOM of Load above' ground surface ft .Oad.Cómbinatlon Réults F kd. P eDthil Lã'd bl r di(pst)i IIo (p 4 +D+H 0.000 0.000 0.13 0.0 37.5 1.000 -s-Di-L+H 0.000 0.000 0.13 0.0 37.5 1.000 -.D+Lr+I-1 0.000 0.000 0.13 0.0 37.5 1.000 +D+S-s4-I 0.000 0.000 0.13 0.0 37.5 1.000 +O-e0,750Lr40,750L+H 0.000 0.000 0.13 0.0 37.5 1.000 +D-'0,750L40,750S41 0.000 0.000 0.13 0.0 375 1.000 +Q-'..60W+H 0.000 0.000 ' 0:13 0.0 37.5 1.000 +1.110D-'0.8750E.eH 1.307 13.073 3,75 1,120.8 1,125,0 1.000 +D0750Lr+0750L-s-450W4l 0.000 0.000 0.13 0.0 37.5 1.000 Project Title: Vaughn Résidenàe Eniñeer: QC: Project Desr: - Lovelace Engineering, Inc. ( 4 5930 Cornerstone Court W#10D San Diego, CA 92121-3772 'ph (858) 535-9111 LL - fax (858) 535-1989 email ocovarrubiasIovelaceenq L Pole Foting Embedded'ijS Lic. #: KW-06001024 Description. GRID 'B 'Flagpole +D-+750L+.750S-+0,450W+H +1 083D40.750L40.750S+O.6563E+H O 60D+O.60W-'0.60H +0.4897D+0.8750E0.60H -;: - - Ffle=UD ;••_ 0.000 0.000 0.13 0.980 9.804, 3.50 0.000 0.000 0.13 1.307 13.073 :3.75: Project ID: J17166 o9/ Ptintad: 4 MP,Y 2017. 10:46AM 0,0 '37.5 1.000 965.0 1,050.0 1.000 0.0 37.5 '1.000 1,120.8. 1,125.0 1.000 LOVELACE ENGINEERING Structural Engineering S.aiv1ces Ju cornerstone Court W. Suite Diego, CA 92121-3772 7flIt SHEET NO. 95 OF CALCULATED BY DATE CHECKED BY DATE phone 858.535.9111 • fax 858.535.1989 SCALE SHEARWALL SCHEDULE — CBC 16 (t2.3.4,b,6,1.5,I0,IL4D) SYMBOL SHEAR MATERIAL AND NAIL DESCRIPTION ANCHOR BOLT SCHED. 4 SILL PLATE SIZE BOTTOM PLATE SHEAR JOIST/SLOCKINC TRANSFER RIM SIZE 4 NAILING (an NOTE IS) () 250 3/5' STRIJC I PLYWOOD WI 2x SILL PLATE W/ 2* PLATE W/ Mod C 433 OR LW4I Sc1 C b"e EN. / 12 "or— PN. 44 A.B. C (SEE N07E $g,) 24e.c. ) 350 3/5" &TRSJC I PLYWOOD WI 2* SILL PLATE LU! 2* PLATE WI Id • 4"o. 435 OR LIP4* Sd C 4oc EN.! We.c. FN. ISO. A.B. C 24e. (SE NOTE 16) IAe. 4!) 50 3/a" STRLJC I PLYWOOD W/ ad • 3"cc. EN.! FN. 2* SILL PLATE LU! 2x PLATE WI ld o 3'o. 435 OR LTP40 ON 3* FRAMING (SEE P407! IS) 1111VO A.B.4 6E NOTE 16) 3/0n STRIJC I PLYWOOD WI 2* SILL PLATE W/ 2* PLATE WI LONG A3SORLTP4 130 ad 02"oc,EN./12"oc.FJ.&% LAG SCREWS 0S"o.NTO4x IO"O. ON 3* FRAMING (SE NOTE $3) RIMJoIsvLocic. 3/5" STRUCTURAL I PLYWOOD BOTH SIDES WI 3* SILL PLATE W/ 3* PLATE WI tx 5" LONG 435 OR LTP4 4!) Sbø lOd C 4"o.c. EN.! 12 *oz. FN. ON 3* FRAMING (SEE NOTES 14 4 DETAIL MI) 4.5.6 20°o. LAGSCREWS INTO 4* RIM JOIST/9LOCK. 0 Seer. 3/Sw STRUCTURAL I PLYWOOD SOII-4 SIDES WI 3* PLATE WI I"i' x SF LONG 1100 lOW C 3cc. EN.! 12o. FN. 3* SILL PLATE W/ LAG ecpws e so.c. INTO 435 OR LTP4 ON 3* FRAMING (SE! NOTES $4 4 PETAL ti/aol) A.B. 4* RIM JOISI/BLOCKG. L4D1450 I/2 STRUCTURAL I PLYWOOD BOTH SIDES WI PLATE WI 3* PLATE WI x 5" LONG 435 OR LTP4 lOW C 2o.c. EN./ l2e.c. FN. ON 3* FRAMING (SE NOTES $4 4 DETAIL Il/SPI) 48.0 I2ac. LAG SCREWS 4 4"o. INTO 4* RIM JOIST/BLOCK'G. 0 E'•O.C. WHEN AN ASTERISK • ACCOMPANIES THE SHEAR WALL SYMBOL, SHEATHING IS TO BE CONTINUOUS THROUGH ADJACENT WALL FRAMING. SHEAR WALL SCHEDULE NOTES L SHEAR PANELS SHALL BE APPLIED DIRECTLY 70 STUD FRAIIINS, 2.. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. S. ALL PLYILJOC'O PANS. EDGES SHALL BE BLOCKED W/ 2* BLOCKING MIN. 4. SHEAR WALLS MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL WAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED JOINTS. B. PROVIDE L• MIN. EDGE DISTANCE FOR ALL PLYWOOD EDGE NAILING. 6 ONLY COMMON NAILS ARE TO BE USED FOR ALL PLYWOOD SHEATHING ATTACHMENT. 1. NAIL GUNS, USING CLPFED HEAD" OR'SINKER' NAILS ARE NOT ACCEPTABLE. 8. ALL BOLT HOLES TO BE DRILLED I/32 MN. TO I/15 MAX OVERSIZED. . USE DOLtLA9 FIR • 2 PRESSURE TREATED BILL PLATES. ALL NAILS I ANCHOR BOLTS IN PRESSURE TREATED SILL PLATES SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL PER A51T'l A 153. ANCHOR BOLTS MAY HAVE A MECHANICALLY DEPOSITED ZINC COATING WITH UEIGWTS PER 4511185%. CLASS 53. . ANCHOR BOLTS MUST BE EMBEDDED 1" lIla INTO NEW CONCRETE. WHERE SHEAR WALLS ARE TO BE ATTACHED TO EXISTING FOOTINGS, EPDXY 504 THREADED ROD ANCHORS WITH 5" MN. EMBEDMENT USING SIMPSON 'SET-XP HIGH STRENGTH ADHESIVE (ESR.2508) WITH SPECIAL INSPECTION (OR) x ' LONG SIMPSON 'ThEN HP' ANCHORS (ESR-2113) INSTALLED AT 1145 SPACING INDICATED N THE SWEAR WALL SCHEDULE IL FOUNDATION ANCHOR BOLTS IN ALL SHEAR WALLS SHALL WAVE A MIN" 3 x 3x(,,"THICK PLATE WASHERS BETWEEN THE SILL PLATE AND NUT. THE NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE LUAU. FRAMING. D. STUCCO AND/OR EXTERIOR VENEER OVER A PLYWOOD SHEARIUALL SHALL BE IU47EROCFED W/ A MN. OF (2) LAYERS OF • I51.13. FELT PAPER IS. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 3-I0,104 NOMINAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED. $4. LL$-IERE PLYWOOD PANELS ARE APPLIED ON BOTH FACES OF A WALL, USE A 3*6 BOT.ISILL PLATE, 3*6 STUDS o IAo.c, AND 3*8 dt 02 DOUBLE TOP PLATES. ALL FRA)ING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE 4-INCH NOMiNAL OR THICKER. ALL EDGE NAILING SHALL BE STAGGERED AND BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. SEE 111000 NOTES A IS FOR ADDITIONAL REQUIREMENTS. 15. WHEN 'LTP4' IS INSTALLED OVER PLYWOOD, USE USE Sd GallON NAILS. IS. ILINERE BOTTOM PLATE NAILING GOES T-1ROUG14 FLOOR SHEATHING THICKER THAN . USE 20d NAILS AT SAME SPACING AS INDICATED OR SIMPSON eOS254 SCREWS AT TWICE THE SPACING AS INDICATED. 0 HOLDOWN SCHEDULE - 3015' 45&S' 5,4S' 1510' 5230' I31Iø Sø END 10100' 4235' 3455' 4440' 3220M i'ee' NOTES A. REFER TO SIP50N CATALOGS FOR PROPER INSTALLATION PROCEDURES. S. HOLD-DOWN CONNECTORS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHER, AND I-4OLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. FOR RAISED FLOOR FOUNDATION USE SIMPSON 'CNW' COUPLERS THIRD. ROD. INCREASE FOUNDATION DEPTH FOR ENTIRE SI-IEARWALL LENGTH, EXTENDING 12" ON EA. SIDE, UJI-IERE NECESSARY, TO ACCOMMODATE THE REQUIRED I-IOLDOUN EMBEDMENT PLUS 3" CVR REINFORCEMENT SHALL BE 3" CLEAR FROM SOIL USE I0d NAILS S Soc. STAGGERED ALONG ENTIRE LENGTH OF DBL. STUDS (UN.O.) WI-IERE SPECIFIED, USE POST SIZE CALLED OUT ON PLANS. INSTALL SHEAR WALLS PRIOR TO INSTALLING POP-OUTS. RETROFIT ANCHOR BOLTS SHALL USE SIMPSON 'SET-XP' EPDXY (ESR-2508) SPECIAL INSPECTION 15 REQUIRED. MIN. DOST SIDE HOLDOWN ANCHOR BOLT IEEE HOLDOWN 2cn STUD WALL 2r6 STUD WALL NEW FOUNDATION EIiISTING FOUNDATION ASTMFI5SJGRADE38 ALLThRD ROD Z M DBL. 2x STUDS DBL. 2x STUDS I-IDU2 SSTSI (I2" MIN. EMS.) TI-IR'D ROD (12" MN. EMS.) [J DBL. 2x STUDS DBL. 2x STUDS HDU4 SSTS2O (I" MIN. EMS.) "4' THIRD ROD (12" MIN. EMS.) 4x4 POST 4x POST 1-1DUS SSTS24 (2O'' MIN. EMS.) TI-IR'D ROD (12" MIN. Er-is.) o J 4x' POST 4x, POST I4DU8 55T525 (24"" MIN. EMS.) 'f," THIRD ROD (I8 MIN. EMS.) o I— 4x(o POST (MAX IV .NT) 4x5 (OREA1E 11.44N ) 'x6 POST HDQB N.A. - 4x5 POST (MAX 3 141.) (GREATER TWN 551525 (24" MIN nl . EMS.) x& POST HDUI4 SSIx3O (24" MIN. EMS.) N.A. _______ 'xS 3) _______ 0 PREFABRICATED 54-IEARWALL HOLDOUN PER DETAILS - [] DBL. 2x STUDS W/ MSTC4O (V) TO DBL. STUDS/ DROPPED SEAM / HEADER BELOW (I4-Ibd SINKER NAILS INTO STUDS) [] DBL. 2x STUDS W/ MSTCS2 (V) TO DBL. STUDS BELOW (22-I SI NLU K ER NAILS Nb STUDS) CLDJ n10 7860, 4x POST W/ MSTC6 (V) TO 4x POST BELOW (32-Id SINKER NAILS INTO POST) [j]] DBL. 2x STUDS WI M$1C25 (V) TO SEAM BELOW (I&-I& SINKER NAILS MIN. INTO STUDS) 0 F121 4x POST W/ h5TC,6B3 (V) TO SEAM BELOW (35-lOd NAILS MN. INTO POST)CA I— [} 4x4 POST (2x4 WALL) OR 4x POST (2x WALL) W/ 1-1512 (V) TO BEAM BELOW (3-"s BOLTS INTO POST 4 SEAM) TOTAL 8 [] 4x POST (2x4 WALL) OR 4x POST (2x WALL) W/ 1-1513 (V) TO BEAM BELOW (334 BOLTS INTO POST 4 SEAM) TOTAL - [] DBL. 2x STUDS WI MSTCB3 (V) TO DROPPED BEAM I HEADER BELOW (3S-IOI NAILS MIN. INTO STUDS) 4440' 0 c) — ocZ cU ' 0< >. m m (. (0 o CD CD — ci,w) E. CD 0 I In C) C - in z in 0 0 in in -< 0 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY November 10, 2017 Project No. 8427.1. Log No. 19531 Sue and Ryan Vaughn c/o Jennifer Charles Architecture 817 Kalpati Circle, Unit ill Carlsbad, California 92008 Attention: Ms. Jennifer Charles Subject: FOUNDATION PLAN REVIEW Proposed Single-Family Residence. 2605 Crest Drive Carlsbad, California References: 1. "Geotechnical Update, Proposed Single-Family Residence, 2605 Crest Drive, Carlsbad, California," by Hetherington Engineering, Inc., dated September 18, 2017. 2. Structural Plans, "Vaughn Residence, 2605 Crest Drive, Carlsbad, California", by Love,] ace Engineering, Revision3 dated November 7, 2017 (12-sheets). Dear Ms. Charles: In accordance With your request, we have reviewed, the project geotechnical report (Reference 1), and foundation plan and details (Reference 2) for the proposed single-family residence at the subject site. Based on our review, the geotechnical aspects of the referenced plans appear to be in conformance with our recommcndations This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, ;aul T13TON ENGINEERING, I BOO ogset Professional Geologist 3772 Certified Engineering Geo1og(l53 E051t Certified Hydrogeologist 591 (expires 3/31/18) Distribution: 4-Addressee 1-via e-mail (iennifer@Lchatlesarch.c0 I-via e-mail (rnaik.caugh(iigmail .com) 1-via e-mail (ikvaughc2lgmai1.com) "Mark 1).. e e n Civil Engineer 30 8 Geotechnical Engineer 397 (expires 3/31/18) 5365 Avenida Encinas, Suite A ° Carlsbad, CA 92008-4369 • (760)931-1917. Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440. Fax (760) 931-0545 www.hetheringtonengineering.com HETHERINGTON ENGINEERING, INC. 4 Et4ENC I SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY September 8, 2017 Project No. 8427.1 Log No. 19305 Sue and Ryan Vaughn do Jennifer Charles Architecture 817 Kalpati Circle, Unit III Carlsbad, California 92008 Attention: Ms. Jennifer Charles Subject: TRANSFER OF GEOTEC1-INICAL RESPONSIBILITY 2605 Crest Drive Carlsbad, California References: 1. "Limited Site Specific Soil Investigation for the Proposed Residential Construction Located on Crest Drive, Carlsbad, CA", by B & B Engineering, inc., dated February 24, 2015. 2. "Grading Plan for Vaughn Residence, 2605 Crest Drive", by Coffey Engineering, Inc., revised date February 15, 2017. Dear Ms. Charles: In response to your request, we are providing this transfer of geotechnical responsibility letter for the proposed single-family residence. We have reviewed the geotechnical report prepared by B & B Engineering, Inc. (Reference 1), and accept and will utilize the data contained therein. We are in the process of preparing a Geotechnical Update for the property which will include reviewing and addressing the project grading plan (Reference 2). This opportunity to be of service is sincerely appreciated. If you have any questions please contact our office. Sincerely, HETHE7TQI~ ENGINEE W1 Civil En ineer 3048 ~s Date.. Geotechnical Engineer 39 or- (expires 3/31/18) OTEC ssial Geologist 3772 ified Engineering Geologi rtified Hydrogeologist 591 expires 3/31/18) Distribution: 1-via e-mail (jennifer@jcharlesarch.com 5365 Avenida Enemas, Suite A • Carlsbad, CA92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com (3 B& B Engineering, Inc CIVIL, GEOTECIINICAL, & QUALITY ENGINEERING FOUNDATION DESIGN LAND SURVEYING * SOIL TESTING CLIENT: KAPLAN PROJECT: KAP 215-INV DATE: 24 FEBRUARY 2015 MR. & }ARS. KAPLAN 2251 Pasco Sauce" Carlsbad, CA. 92009 Subject: Limited Site Specific Soil Investigation for, the Proposed Residential Construction located on Crest Drive, Carlsbad, CA. (APN: 156-152-29) Gentlemen: Pursuant to your request, we have completed our site inspection and soil investigation for the subject parcel. On February 3, 2015, a representative from our firm visited the site in order to obtain a soil samples and to evaluate the general surface and underlying soil conditions relative to the proposed construction. Based on our visual inspections and observations in the field and our laboratory soil test results, the following conclusions and recommendations were derived. FIELD AND LABORATORY TESTING OnFebruaiy 3, 2015, a field investigation was performed at the subject site. This investigation consisted of the excavation of 2 exploratory test pits dug by hand. As the test pits were advanced, the soils were visually classified by the field representative. Undisturbed and bulk samples, as well as in-place density tests, were obtained at various depths. All samples were returned to our laboratory for detailed testing that were performed in accordance with the procedures outlined in the Book of ASTM Standards. Locations of our Test Pits are shown on the Plot Plan, Enclosure (1). The detailed Logs of these Test Pits are presented on Enclosure (2). Results of the in-place compaction tests, the Maximum Dry Density Test values for the various soils sampled and the Expansion Potential Test results are presented on Enclosure (3). These materials were also tested for Shearing Strength, Enclosure (4). Soil Corrosion Test results are shown on Enclosure (5). Shear tests were made with a direct shear machine of the strain control type in which the rate of strain is 0.05 inches per minute. The machine is so designed that tests may be performed ensuring a minimum of disturbance from the field conditions. Saturated, remolded specimens were subjected to shear under various normal loads. Expansion tests were performed on typical specimens of natural soils remolded to 90% relative compaction. SEISMIC DESIGN The subject site is located in Southern California, which is a major earthquake-prone area. Therefore, the owner(s) of this property should be aware of the potential seismic risks associated with being in this zone. 161 1-A SO. MELROSE DRIVE #285, VISTA CA 92081-5471 Pft (760) 945-3150 Fax: (760) 726-7514 B&B Engineering, Inc Kap215-inv No active fault is known to exist ,vithin or near the site; therefore, the probability of primary surface rupture of deformation at the site is considered very low. This property is not located within an area designated as a Special Studies/Earthquake Zone wider the Aiquist-Priolo Special Studies Act. The Soil Classification of Site Class D can be used for the soils underlying the subject site. The following seismic parameters [obtained from the computer program provided by USGS, http:IIeqhazmaps.usgs.gov/] can be used for the site, which has the latitude of 33.1728° N and longitude of 117.3375°. W. (See Appendix A) Site Coefficients: F= 1.050 F= 17568 Mapped Spectral Acceleration Values: S = 1.125 (for short period of 0.2 second) S1 = 0.432 (for 1-second period) Maximum Considered Earthquake Spectral Response Accelerations: S ms = F0S = 1.181 (for short period of 0.2 second) SMI =FS, = 0.678 (for 1-second period) Design Spectral Response Accelerations: S Ds = 2/3 SM = 0.788 (for short period of 0.2 second) S Dl = 2/3 SM1 = 0.452 (for 1-second period) The procedures outlined in the 2013 California Building Code and any other applicable procedure should be used for structural design. Lateral Earth Pressure Due To Earthquake Ground Motion The following formula can be used for calculations of the lateral earth pressure caused by earthquake ground motion. ykh -'(i x k,, Where: y kh lateral earth pressure due to earthquake ground motion, pci = total soil twit weight = 120 pcf = peak ground acceleration ( a ratio of the gravitational force, g) In accordance with the CBC 2013, the peak ground acceleration (horizontal acceleration coefficient, k, equal to S I s 125, can be used. 1611-A SO. MELROSE DRIVE #285, V1STA CA 92081-5471 Ph: (760) 945-3150 Fax (760) 726-7514 B&B Engineering, Inc Kap215-inv kh = S Ds I2.5 SDs = design spectral response acceleration for short period of 0.2 second = 0.788 kh =O.788I2.5=O.3l52 The lateral earth pressure due to earthquake ground motion is: y kh = yt x kh = 120 x 0.3152 = 37.8 pcf The above lateral earth pressure due to earthquake ground motion can be used in addition to "static" earth pressure. Note: The lateral earth pressure due to earthquake ground motion has an inverted triangle pressure distribution. The point of application of the resultant of lateral earth pressure due to earthquake ground motion (or the dynamic thrust/seismic load) is located at about 2/3H (H = height of retaining wall/swimming pool depth above the base of the retaining wall/swimming pool bottom) [While the "static" lateral earth pressure has a "regular" triangle pressure distribution with the point of application of the resultant is located at 1/3H (one-third of wall height/pool depth) above the base for the retaining wall/pool bottom]. srr GRADING On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal the existing surface vegetation and other deleterious matter. These materials are not suitable for support of the proposed structure and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the grading operation, shall be removed or backfilled in accordance with the requirements of the City of Carlsbad. The on-she earth materials are considered suitable for the support of the proposed structure. The existing graded pad has approximately 3 feet of weathered surface soils and will require additional grading to properly prepare a uniform graded pad and mitigate the effects of differential settlement. Therefore, prior to construction or placing fill, the surface materials occurring in the area of the proposed house pad shall be removed to a depth where firm, dense native soils are encountered. The depth of removal is anticipated to be approximately 3 feet. This can be accomplished during the re-grading operation by over-excavating the upper 3 feet of the surface soils, ripping the exposed bottom surface to a minimum depth of 12 inches, and re-compacting the soil to the design. grade. The bottoms of these excavations shall be verified in writing by our representative prior to soil replacement. All structural fill shall be 3 161 I-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 726-7514 (Th B&B Engineering, inc Kap2l5-inv compacted to at least 90% of the maximum dry density at +1- 2% over optimum moisture content as determined in accordance with ASTM Test Procedure D 1557. Site drainage should be dispersed by non-erodible devices in a. manner to preclude concentrated runoff over graded and natural areas in accordance with the City of Carlsbad requirements. Foundations shall be sized and constructed in accordance with the Structural Engineer's design, based on the earth pressures and the allowable bearing values listed in the latter part of this report, along with the expected live and dead loads, and the projected wind and seismic loads. All grading and/or foundation plans shall be reviewed by our Engineer. FOUNDATION DESIGN The proposed structure for this project can be supported by conventional isolated, spread and/or continuous footings using the following soil parameters. For foundation design purposes, the following earth pressures were calculated based on our Shear Test results, Enclosure (4). Test Pit No. 1 at 2 to 3 feet below the surfce:. (Brown F-M Sand) Shear Test: Cohesion =101 psf Angle of Friction =.34°. Allowable Bearing Value = 2000 psf Equivalent Fluid Pressure =40 pcf Passive Lateral Resistance = 300 pcf At-rest Pressure =60 pcf Coefficient of Friction = 0.25 Expansion Index =2 (Very Low) These values are for dead plus live loads and may be increased by one-third (1/3) for seismic and wind loads where allowed by code. Per 2013 CBC, the allowable bearing pressure. may be increased by 20% for each additional foot of width or, depth to a maximum value of 3 times the designated value. SOIL EXPANSION POTENTIAL The native materials exposed at finish grades for the house pad are considered to have a very low expansion potential (El =2) according to our Expansion Index test results (Enclosure Therefore, additional foundation or slab requirements are not considered necessary in regard to soil expansion. SOIL SULFATE CONTENT The sub-surface soil was tested for Sulfate Content on February 17, 2015 (See Enclosure The results of this test indicated that the water soluble sulfate content was found to be 0.003% <0.20% (Negligible). Per the 2013 California Building, Type 11 cement with a 4. 1611-A SO. MELROSE DRVE#285. VISTA, CA 92081-5471 Ph: (760) 945-3150 Fm(760)726-7514 B&B Engineering, Inc. Kap 215-iv maximum water-cement ratio of 0.50 and a minimum concrete strength(fc) of 2500 psi should be used for concrete in contact with on-site earth materials. It should be noted that B & B Engineering, Inc., does not consult in the field of corrosion engineering. The Client and project architect should agree on the level of corrosion protection required for the project and seek consultation from a qualified corrosion consultant as warranted RETAINING WALLS An equivalent fluid pressure of 35 pcf may be used for design ofretRining, walls with level backfill and 55 pcf for 2H:1V sloping backfill. These figures are based on a drained condition and use of granular backfill having a sand equivalent of 30 or greater. lithe native soils are used as backfill, the equivalent fluid pressure of 40 pcf (level) and 50 pcf (21-1: 1V slope) for active conditions and 60 pcf (level) and 70 pcf (2H: 1V sloping) for at-rest conditions can be used. BUILDING SLABS AND FOUNDATIONS It is recommended that all continuous perimeter, and interior foundations and concrete slabs for a light weight, wood framed, stucco type structure founded on the native very low expansive soil shall be constructed and reinfoiced in accordance with the following minimum designs: For slab-on-grade floors: it is recommended that all continuous perimeter and interior foundations for single story structures shall extend a minimum depth of 15 inches and a minimum width of 12 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. 1 Continuous interior and exterior foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. - Footings placed on or adjacent to the top of cut or fill slopes flatter than IH: 1V shall have a minimum horizontal distance of 7 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of H13 shall be used where H = height of slope, but need not exceed 40 feet maximum. (See Attachment A) All concrete building slabs shall be a minimum of full 4-inches in thickness, and reinforced 'with a minimum of No. 3 steel rebars at 18-inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18-inches on center to a depth of 3-inches from the bottom. In order to minimize' vapor transmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over native on-site sand or 2-inches of coarse sand, gravel or crushed rock. The visqueea shall be covered with 2-inch of sand to protect it during construction and the sand should be 5 1611-A SO. MELROSE DRIVE 9285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax (760)726-7514 B&B Engineering, Inc. Kap2l5-inv. lightly moistened just priorto placing concrete. All concrete used on this project shall contain Type II cement with a maximum water/cement ratio of 0.50 and a minimum concrete strength of 2500 psi should be utilized for all concrete in contact with the on-site earth materials. Interior concrete slabs shall be provided with saw-cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw-cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 24 inches on center each way. The reinforcing steel shall be placed in the upper .1/3 oftheslab and held in place with concrete chairs. These foundation recommendations are minimum design requirements for the soils encountered during this investigation; however, actual foundations shall be designed by the• Structural Engineer for the expected live and dead loads, and for wind and seismic loads. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of the rough grading operation. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water/cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. Tile and other sensitive flooring can crack, reflecting the cracks in the concrete slab below. The tile installer should consider installation methods that reduce possible cracking of the tile. Slipsheets or a vinyl crack isolation membrane (approved by the Council of America/Ceramic Tile Institute) are recommended between the tile and the concrete slabs on grade. if tiles are anticipated to be used as floor coverings, an expert in the field of sensitive flooring installation should be consulted. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid 1611-A SO. MELROSE DRIVE #285. VISTA. CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 726-7514 B&B Engineering, Inc Kap 215-iv unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. - 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 called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. It is recommended that our Engineer be provided the opportunity for a general review of the final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in the design. It is also recommended that the Soil Engineer be provided the opportunity to verify the foundation and slab construction in the field prior to placing concrete. (If our Engineer is not accorded the privilege of making these reviews, he can assume no responsibility for misinterpretation of his recommendations). The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. appreciates this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Io Sincerely, Stephen B. Peter RCE 38623 Expires 3-31-15 (:1 WO. 38623 J *J Li 7 1611-A SO. MELROSE DRIVE #285. ViSTA, CA 92081 -5471 Ph: (760) 945-3150 Fac (760) 726-7514 (- I NOT To SCALE I xD \ TP-200 APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT PLOT PLAN Owner MR. & MRS: KAPLAN SITE CREST DRIVE Address CARLSBAD, CA. B&B Engineering, inc A.P.W. 156-152-29 Project: KAP 2154NV Date: 2/24/2015 ENCLOSURE (1) W I : .- : ERE-& Engineering, Inc LOG OF TEST PITS EXCAVATED: 2-3-15 BACKHOE: BY HAND CLIENT: KAPLAN PROJECT: KAP2I5—INV PIT DIMENSIONS IN FEET (W=3' L=3' D=4' DATE: FEBRUARY 24, 2015 SURFACE ELEVATION IN FEET DATUM MEAN SEA LEVEL TP- I GEOLOGICAL CLASSIFICATION DESCRIPTION p - jj I ENGINEERING CLASSIFICATION AND DESCRIPTION TEST DATA: M— D —O (RC) *'PINE NEEDLES & VEG &TOPSOIL 1' VEGETATION & TOPSOIL - 2'— N 4' BROWN F—M SAND - POROUS DRY, LOOSE TERRACE DEPOSITS 5 BOTTOM OF TEST PIT @ 4' NO WATER, NO CAVING - 10 15 20 PROJECT:KAP PIT DIMENSION IN FEET W= 3' 1=3' D=4' SURFACE ELEVATION IN FEET 215-INV TP 2 4" PINE NEEDLES & VEG &TOPSOIL ...-' is VEGETATION& TOPSOIL L41 BROWN F-M SAND -OROUS TERRACE DRY, LOOSE DEPOSITS 5 I BOTTOM OF TEST. PIT 4' NO WATER, NO CAVING : 10 15 20 ENCLOSURE - (2) Client B&B Engineering, Inc. KAPLAN RESIDENCE Project - KAP 215-INV Date: 212412015 Test No. Test Date Test Location Test EllDepth Soil Type Dry Density, pcf Moisture, % Relative Retest Field Maximum Field Opt. Compaction NO. 1 12J3115 TEST PIT'- 1 1' A 102.1 127.0 3.5 9.5 80 2 213/15 TEST PIT - I 2' A 99.2 127.0 4.2 1 9.5 78 3 2/3/15 TEST PIT - I 3' A 106.0 127.0 4.9 9.5 83 4 2/3115 TEST PIT -2 It A 97.5 127.0 7.4 1 9.5 77 5 2/3/15 TEST PIT -2 2' A 108.8 127.0 5.4 9.5 86 6 2/3/15 TEST PIT -2 3' A 111.8 127.0 4.8 9.5 88 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MOISTURE % MAXIMUM DRY DENSITY 1PD A. BROWN F-M SAND TP-1 @2' -3' 9.5 127.0 EXPANSION POTENTIAL EXPANSION INDEX = 2 (VERY LOW EXP. POTENTIAL) TP-1 @2'- 3' 1 to 20 = Very Low 21-50 = Low 51-90 = Moderate 91-130= High 131+ = Critical COMPACTION AND EXPANSION TEST DATA ENCLOSURE (3) 3.5 Confining Pressure :.o (ksf) 1.5 1.0 4.30 12 Shear Strain (% 5.0 4.5 4.0 3.5 4Peak 3.0 0.2 0eormati - — - / - 1 01 -. 1.5 10 / 0.5 :: - - ' 2.0 S.0 4.0 1.0 Confining Pressure ksf) INTERNAL COHESION I FRICTION ANGLE INTERCEPT I Shear Strength at 0.2 inches of Deformation 34 101 I Peak Shear Strength 34 212 I SAMPLE ID SAMPLE DESCRIPTION NOTES KAP 215-INV Brown ElM Sand Remolded to 90%RC SOUTHERN CALIFORNIA B&B Engineering C$ SOIL & TESTING, INC. By: •DH Date: 212412015 Job Number: 150032L 1cAjc/-0-::V;c- cc) CORROSION TEST RESULTS RESISTIVITY. pH. SOLUBLE CHLORIDE and SOLUBLE SULFATE ACI 318-05 Building Code Requirements for Structural Concrete Table 4.3.1 Requirements for Concrete Exposed to Sulfate-Containin Solutions Classification of Corrosive Environment 2. Based on California Department of Transportation, Division of Engineering Services, Materials Engineering and Testing Services. Corrosion and Structural Concrete. Field Investigation Branch. Corrosion Guidelines Version 2.0. November 2012 SOUTHERN CALIFORNIA SOIL & TESTING, INC. - B & B Engineering By: TS Date: 2/1712015 Job No.: 150032L SAMPLE RESISTIVITY (fl-cm) pH CHLORIDE (%) SULFATE (%) KAP215-lNV - - - 0.003 Maximum Water- Water-Soluble Sulfate Cementitious Materials Minimum Vc, Normal-Weight Sulfate (SO4) in Soil Percentage Cement Type Ratio, By Weight, Normal and Lightweight Aggregate Exposure by Weight Weight Aggregate Concrete, psi Concrete Negligible 0.00-0.10 - - - Moderate 0,10-0.20 Il,IP(MS),lS(MS), P(MS), 0.50 4000 I(PM)(MS), l(SM)(MS) Severe 0.20-2.00 V 0.45 4500 Very Severe Over 2.00 V plus pozzolan 0.45 4500 pH CHLORIDE CONTENT (%) SULFATE CONTENT (%) 5.5 2:0.05 '2:0.20 Design Maps Summary Report Page 1 o12 (JSGS Design Maps Summary Report User—Specified Input Report Title KAPLAN RESIDENCE - CREST DR, CARLSBAD KAP 215-INV Tue February 2, 2015 20:57:49 L'TC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS azarô data available in 20081 Site Coordinates 33.17280N, 117.3375°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill I 2mi " lSOOOn Vista "-Oreanside \ . Carlsbad - . apquest @2O15MapO Q2 II a @21p @MpQuest USGS—Provided Output Ss = 1.125 g S = 1.181 g S = 0.788 g 51 = 0.432 g S = 0.678 g. S,, = 0.452 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction 01 maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE5 Response Spectrum 0.00 0.0 Q 40 60 0.50 LOO .20 Lit! L0 tOO P*-iud, V (Sec) Design Response Spectrum 17.32 CO2 - 000 - c&, C_ --E. 0 4 z 1. 20 40 :.o so 2 0 Period. 1 (c) For PGA,, T., C, and CQ, values, please view the detailed report. ')tprnnliitijnim ALP; 1tit 2/74/201.5 FACE OF POUTiNG TOP OF SLOPE FACE OF STRUCTURE TOE OF SLOPE' AT LEAST THE SMALLER OF H13 AND 40 FEET 4, AT LEAST THE SMALLER OF H12 AND 15 FEET For SI: 1 foot = 304.8 mm. FIGURE 10084.7.1 FOUNDATION CLEARANCES FROM SLOPES 2013 CALIFORNIA BUILDING CODE ATTACHMENT A iV:M:I Engineering, 1iTP . •1 MAINTENANCE GUIDELINES FOR HOMEOWNERS During the wet weather season, homeowners become concerned about the stability of their building site. in general, modern design and construction practice minimizes the probability of serious slope failure. The grading codes of the local jurisdiction (cities and counties) in California concerning filled land, excavation, terracing and/ slope construction are among the most stringent in the country and if followed, are adequate to meet most natural occurrences. Therefore, the concern of the homeowner should be directed toward maintaining slopes, drainage provisions and facilities so that they will perform as designed. The following discussion, genera] recommendations and simple precautions are presented herein to help the homeowner maintain his hillside building site. The general public often regards the natural terrain as stable - "terra firma". This, of course, is an erroneous concept. Nature is always at work altering the landscape. Hills and mountains are worn down by mass wasting (erosion, sliding, creeping), and the valleys and lowlands collect these products. Thus; the natural process is.toward leveling the terrain. Periodically (over tens of millions of years) major land movements build mountains and erosion tends to level the terrain. In some areas, these processes are very slow, and in others, they are more rapid. Development of hillsides for residential use is carried out, in as far as. possible, to enhance the natural stability of the site and to minimize the probability of instability resulting from the grading necessary to provide home sites, streets, and yards. This has been done by the developer and designers based on geologic and soil mechanics investigations. In order to be successful, the slope and drainage provisions and facilities must be maintained by the homeowner. Homeowners are accustomed to maintaining their homes. They expect to paint their house periodically, replace wiring, clean Out clogged plumbing, repair roofs, etc. Maintenance of the home site, particularly on hillsides, should be. considered on an even more serious basis. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be carried out less expensively to the homeowner thanrepair after neglect. Most slope and hillside lot problems are associated with water. Uncontrolled water from a broken pipe, cesspool or wet weather causes thost damage. Wet weather is the largest cause of slope problems, particularly in California where rain is intermittent, but may be torrential. Therefore, drainage and erosion control are the most important aspects of home site stability. These provisions must not be altered without competent professional advice and maintenance must be carried out to assure their continued operations. We offer these procedures as a checklist to homeowners: Check roof drains, gutters anddownspouts to be sure they are clear. Depending on your location, if you do not have roof gutters and downspouts, you may wish to install them. Without gutters or other adequate drainage, water falls from the roof eaves and collects against foundation and basement wall, which can be undesirable. Clear surface and terrace drainage ditches and check them frequently during the rainy season, with a shovel, if necessary. Mk your neighbors tto do likewise. Be sure that all drainage ditches and sub-drains, have outlet drains that are open. This should be tested during dry weather. Usually, this can be done simply with a hose. If blockage is evident, you may have to clear the drain mechanically. Check alt, drains at the top of slopes to be sure that they are clear and that weather will not overflow the slope itself, causing erosion. S. Keep subsurface drain openings (weep-holes) clear of debris and other material, which could block them in a storm. Check for loose fill above and. below your property if you live on a slope or terrace. Watch hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Over-saturation of the ground is'not only unnecessary and expensive, but can cause subsurface damage. 1611-A SO. MELROSE DRIVE #285. VISTA. CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 '(J B&B EngineerIng, Inc. Watch for water backup of drains inside the house and toilets during a rainy season since this may indicate drain or sewage blockage. Exercise ordinary precaution. Your house and 'building site were constructed to meet certain standards, which should protect against any natural occurrence if you do your part in maintaining them. Care and maintenance of hillside homes includes being sure that terrace drains and brow ditches on slopes or at the top of cuts, or fill slopes are not blocked. They are designed to carry away runoff to a place where it can be safely distributed. Generally, a little shovel work will remove any accumulation of dirt and other 'debris, which may clog the drain. If several homes are located on the same terrace, it is a good idea to check with your neighbors. Water backed up on their property may eventually reach you. Water backed up in surface drains will tend to overflow and seep into- the terraces, creating less stable slopes. Water should not be permitted to collect or pond on your home site. Ponded water will tend to either seep into the ground-loosening fill or natural ground, or will overflow onto the slope and cause erosion. Once erosion is started, it is difficult to 'control and severe damage may result rather quickly. Roof drains and gutters or.downspouts should be connected to area (surface) drainpipes, but riot to subdrain pipes. Rather, arrange them so that water either flows off your property in a specially designed pipe or it flows out onto a paved driveway or the street. The water may then be dissipated over a wide surface or, preferably, be carried away in a paved gutter or storm drain. Subdrains are constructed to take care of ordinary subsurface water and cannot handle-the overload from roofs during a heavy rain. Water should not be allowed to spill over slàpes, even where this may seem to be a good way to prevent ponding. This tends to cause erosion and, in the case of fill slopes, can cut away carefully designed and constructed sites. Loose soil or debris should not be left on or tossed over slopes. Loose soil soaks up water more readily than compacted fill. In addition, it is not compacted to the same strength as the slope itself and will tend to slide when laden with water, and may even affect the soil beneath it. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your property. Water should not be discharged into subsurface blanket drains close to slopes. French drains are sometimes used to get rid of excess water when other ways of disposing of water are not readily available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure. Surface water should not be discharged into septic tanks or leaching field.. Not only are septic tanks constructed for a different purpose, but also they will tend, because of their construction, to accumulate additional water naturally from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers can be made available. Slopes should not be over-irrigated. In some areas ice plant and other heavy ground cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near surface soil. Planted slopes should be located, where possible, in areas where they will be adequately irrigated by rainfall. Water should not be allowed to gather against foundations, retaining walls and basement walls. These walls are built to withstand the ordinary moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess moisture. If water is permitted to pond against them, it may seep through the wall causing dampness and leakage inside the basement, It also may cause the soil adjacent to the foundation to swell resulting in structural damage to walls and footings. New fill placed behind walls or in trenches should not be compaôted by flooding with water. Not, only is flooding the least efficient way of compacting fine-grained soil, but also could damage the wall foundation Hoses and sprinklers should not be left running on or near a slope, particularly during the rainy season. This will enhance ground saturation, which may cause damage. Ditches that have been graded around your house or the lot pad should not be blocked. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do not let water become ponded above slope by blocked ditches. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5411 Ph: (760) 945-3150 Fax:.(760) 945-4221 GRADMO - WORK TO a ' ' 71MJ Vt 33lL (Tate 01,114 1171013 Ti '717 WM$0ICIUIS M$ 4001001 — ME 73 74.110 101 10441 Cr7117 04 A,fIat00 VIA Cr0107144 107 31314240 77 31443 #77411 43040017 00 11/ .1.1 . 07 1 a airnio ' .00waz__aot or unit itait. " £ 4047114 i20$W 11t it VICINITY I.'AP IT 401(47 0 00 1220(1 90 0.1Cr? II 707011,01141 741114 - 31740$ 40,400$ 07900770 31411031/44000/00' 3,071.704414/54477041 1 9 5/Te - lv 4171 4(1/ 3414/ A' 3(0477/i .1 1/1113441(1 04 314 4/11' 1014 4,4,4,11 5,4.27 41 05119 711114'1101 00173 ti 20 10 .35 0774' Ø39fl4(T _71• 773307 3,307•71 00447(337140 2 48104! 3024 WAdS, Phil 4(1721444(94,1044/05,73114311044 0' 10110403710r.fltfa 0dfll .3 01744004030 0' 9411! 073 5111043I3 77 27,4001 40 40114901 4 03 0h42400VaIt WV #3 1331310' 111 /440,4 4141)33 L 11,0/77/07 917184421494&h040W , 30./V 9827 91 3(4434=403340 01 047(7 471/ 31 1877037 4 01401:03334114330111 3213(01 2734740731 nise, is nit a I P 1 (lit 0014/443 713107( 3740433 .7 4 071.O"&47 $210 40/4/ 447441160113040100413033131 ' 04/71, 27 01 02 330110 01 14 60011143933411214774101111 3320401341014711403#9403474110 0,7/. Zr vt 0 E1I? 471 I, 31 20114 14131 4' 1147 336? 7/ #33(3 404460 4 AS,iSo DE, .40 471 77103477 41444 /4019' #101173 90431 401140744 70 531401.7 (901033107 77334011070110400337441100731421390.740 \ I 010J11_,01___ AT 610 70.47 72079011801700741101744470 37407001117001101411 W 4717 £73 9077104373393330 MOMIMI4314 ai;t 10 1047/7771613010133 '443 4110/91 .30' \\ 1$ 41/94064460 783178'97/ 77 041.0743 '17474717 (40 314221 clt,411/147 O'W'tVI'O .7 0474340 - .447770404471 47114 ljjlVtflitt,3 1134. 7142133?- 7 .444 3374349 00937377440410041444077743 At - /7103417640 \\ 4 11T g,33,it 21000 0*300040211776104/107741#4 fLy 11371017074,071371444 po 413109771 10330 33711101 lc=&9077 132 4231 41 At . /0044940343/Jot 644314147? 0334.0797 (74! 37(41/! 44/477410 $ 74' 1474 721(7 - 0431740404r184410 flJWORAHY (BOSO4 COMYBOL 017410930.01(273074772*41 I'm 44010004017114313/404110*40401331407 3 /0354 (31 fltop#ItflZ/Cl7/07415147 4, 40 1 9* 33414744 701(# 4440110042 0714444*40 24401 Z6liIflfB.28101Z221 444 4017410711'& 00077000731741240.4773731000447104444433 0477 87 Ta LEGEND 1104=777034 . 304031 47 34104,47487131144/7336107011140140 - D110p07O01 fllo,0O, VTOL OUI$flt 04*441 50444 11 40th/fl/fl 074 0074860144 ('CVII 7101(17 42 14494014 11104!., 747 03707 01 10 43107 4)0411 70.3 4144 4704074 477 18(444J1 3! 079(0010 17774 041 714229340080344 74714/7 347441000674117 .4 074715401 41144 17/0490 2 *4 444714041/ft (4020 II *72072 #7 4711314,llflt'14 4700 747/19114(7 — - - 0/40/472 40 287 0,04', 4010*2007 /13131714/4007010, 360007 41/74!14040116 60731007411330 3380 0711 41110007 077 4400400 10411004 04901(33904t44 1 I71 45 219/7/447041.01 71(47 - SITE 1*0177 00t0O41lt00dl4I71 IV 31323 4/IWO 02711 at "t' 07471134 (1047/1 7*1440110 4441j4' ' fr* 3(43 41 .4444100 ,nua,cct 9/50441 7142131 33 41470 7103142444102077/lI '. e t0' 74177 $001433 4/ 174/11014404 (34140 930 4414/16 Ppl 44'rna'r4o,,41' AffiO?j,lf iLIJP 4114 052,0 11 77 F417744177(143 01334 .4 9037wt,Oenfts4tnct334a.s00V It- ' . I \ / 347! 44473344333 0'7071 0/' 44 313077 4740 43.701 44104104417112907 37 179 4 44/47 44144000 ('40,77 304714 27 At 07,1w,? 8'"-'•' 7, ,,J\ 610074! 4407 41.'74 0414 44/4 4/ 477 (03477137347 44 474147 3 474744 ,0OOJ,*;, 30 370147 01 07173 7440 7374 0 4 07' (7905 40! 0 44 ' ' - 1314420 33(700 40/104404. 04100.114,10731(711011(33 54 -. - - - 0002711031401 /714404734 4 4'53 — - Is .44L2,73171L02Z7t0pa.4ttfl412C71S341fl4S 1040.41_1142/ '"' ' .420.43 0000217702411#7&74103#074309/8444104 304 10117471731, 5141077449333371//tf 00472419 042 07400,0017342 . 1141101475/11277(1 131 CIt 7752 4 414 Of MT SIBLK CFARKO 0 ,'474410411147044'4'AO 373744643*4 30'? , 31344(92447/0074/03104107074033705609100874 . 77101,1/39493740 4(7 401 4224 3043 14 77 0.47 47 Pt/C? 01 244001 7C9 17470(140 01 670647404(UCIlt/4700 07/71.0 0774079 71.370/10 (7 3041! 21314 070(33141 42 737/47 414 443747' 40.2114 914401 677/ 43774?? 51477477 , 803,7/10 .4,47 10107047442.047742 377004/ QMiC3JQy.K ...11'47184100 3307743330.47 34777470414774741 4431/0A'4043314 37 I)? 074174(17 1744 401010304432 107 3147/71117 0( 3610744 77404021133 111 /70417 2604 3 •07444fl/443 1484 403440 0.444 - 0127411__(/77 9004' 4757 I4/4/_5'. 7"4,'! 7'3 37l — or-mm A IN 44444 14 '7 13411I5V$I ' 4/ 4'ilwl ZAOI0400004 040304113 _____ / / - 041 31 4'1 - 10140174(0 I04A00'CS IS 7 1331J49To.57147 73 773177(7 744610*500 ..,,th9147 24010041 504 47 p747311441/44(473143/1143207114400041 SOIlS INC MCA" 7/10441031 3431,34 .73 43711(91 1176? II ' 1110,, 34! ,_._.___C1' 7100 4 0IV0442(112 493731/0205' l0l3747l43009344l0fl334t310?17141 /7 $7 ==l 9$,/73J270I3011/41#4Va3Cr77. ' - 42 99 54 1700(3010(4147 1711434 1(41090/415403 174471 3347/ 1747 87 040039 .603370037 - GS 316741111 43/10, 7/1 4/344049 IV 404 AOl 11470! 4513 09 400107 747 0(11473 447771* (1304'# 740431 (III 4111447 3.7 1147070,1fl717I31147(/ It 3407 0 770473(47 44477(17 31 4.'07177I041704V4(/21 741740' 3991/44411477./76* 31.4147(77400040/ 47311045 443(47 (10 $200 ODo to103 f '7R/lL'VM7fftl 7 fl,? 147304 .47401 1! (1 0,1920 2310 4/40 #0074/494.744 (00fl /440 4/741 8' 33 (471.04 .70' .4.1717*1)4 .414 - 61 447 173447 493456 3441450! 14 #174103 34371 4, 34104173 00707071 (412/5/ 4414 440 (11#/441(40( It Ct 3747040407.0471242 3904733 1409 *043 0' = #çiJt.41, 10 #7 41474 940 402410 347)047417 6010 4377446 17 30/00 224441061147174111421770'/#00 7191%117117'7() /.. 4 10722410740347 a rntvzn .10013442 noowo .w<o 004 worn .444127 410 30721703,0317*460 _________ AS SUIL1 7 43L11111&9L0.L8021L0414&,58 48014171/ 7734 7711(1'527 2 177 - '1 344.13016 4 44 348 ecr oo' 745 08673 04 44404 7/11141/0) sob 4W • lo.0441717 • 07047770 c(omw,,1 oI 4 41543 1433707477'4404 71414 $174741173734 (7177304432317 Al-.3r .S B / ngin ,'" eerjng Inc *iil.2 040 .LSL_2 042 - t#0.011r0f41•" 1(470 0 40 047(77/7 4574 /07 17 WI.4 MEL9000 III. -EA5.VISTA, CA, 92361 4441 .4 171! 2,t.70#94(4771'007784771144*' 93240 I 7/041/1 4 00407.10(333744 (14771$J?4400 2510 (44/?JI13I/ 40 /70.7404073411 - 1100840 /4 44.1 - /.772773 4' 447 I o __________ ]IcITY 38 P047 14/74 4.0 *31(/ 4744(143747107!Ill 0400 3447/9 OP TCPOCR,4.PBY 41141 46414471311400 47 27133 ________________ HJ,.J_ rrBi40"(/ro — 7107? 00147144743 13371467 41 1? 417473 037(41 34/7434720' (1573Ø4/ 1331 914345504000/71,,,,4211.,,,,, PC 4144771413$ 41474014437 249314113 0(37111143104020 0771 47•ni (7 NAFL/IN RESIDENCE f/u -____________ 43403.7 93700 0245094404045 I,?1040 4441)401 4437023 01047107 1147! 40(11! 0310 40 1/4/374 /457 47/0341 . a I '-I 2605 CREST 07/I/C, CAOLSIAO 40)01400421(4.4,734,77/77.771(913779414019 /1 1111410 494741/447 3441/0 10540 4701211.010 4,0241'7'0t4/o71474 7 7744)1047 60046,700 ' I 44'rllcloo. /1 0 /7.414 11073603 57 LO 31060 40uar 30711094 30417047701 31(0/0.1/44(1 — .j,,, — 12 341440/844 9444013044/ 4741393 4*40004700 30 34441 6207 SO4lV01.44' 37109400! - . 10 01 4 - 7740 3371 REMSION DC .52Pr0 I I...... 04V07 IS, 417 41/ 14 ('0 774840 L4_L1Lp4J4o7J[i4 6T J2 ails GEA$5 tmo SWALE ACT ID 50hZ COJJCE7Z DJYWA Y .U4L icr ,o SCAa ••;t -. ifrIDQ4M Wl- B&BEngJneerJng I/SC; 0Th OT CAAL0000 nu CEPAR0EI4 ASBUILT" — 10 0fiil$I..L..IACM1h5__GP.W, LVI A'...LJL4I4 ,,i0. 4.04 94.002113/14. . If,G4J.C.DW c's ..5LLI~ 04A KAPLAN RESIDENCE 2605 CRM 0RI. CAIOLSFOL.D iLl/ill orcsiPsou VU/IS 011144770 071 7117 55.71,0.7/171400 liZ. ,1v457402 .7777100 42115 0"- •OJJ ?7fr ISIS! 411S23 011 CYSSIVI 3AWQ JS03 00 31'300i NVdV)1 LQ rrrr riwr c alO00121b1 tIIIISA 0701144 0011 {011rr0 £07 vca7&qY.71I-lrCs)7J :3 CII - 14100171)7 fl -9 1713r.345140 7514 050013153 40 .413 IrLY . . A. sl go To 052 C.6 'N \N:1•\ \4 . .4\J;.7 ' 44400/11117500 \ \ i. i- 7144 vou cc, sss iQ2olmil 0444 7,04440 113solw 341 2 \ \ \ \ — is lo p \ 055)10 .040.1140/ 04! IC 000,10,0 ci 1440344*16441713014 71 4' ,010g J,17100 7?ZVa0i 144,0 ic//I 341 1002)10301 -. 0 71115/01144*1.644 1714044 V 044/ 1r0 0/an) .0 uric 00551304/1455477710 4 F-7: ____ 5.01 zw 40*in 'a 00000/ .fl vu ci ,aio cc Iliad,, 700.7/Wa 00217044107154.5 00.1541 .102117 0210550400550110fl 41041/341 7)51 '449 0777YJISO .4 VlSI/S JO 000430W 144/21013040*0040 IA043X)II2M 112300 it lair iF JOt 4345577 4101 405 /0 Ill/MiSdo 7701084010,Q3/ 04 37700171003010 CS 0235 0100 02)4000130 3.31)01010110 001110/LOG) 073700 110 - JAW al - 1)5311 0011/ 0,7 074510 o°cR:Sbco • ,c, I/Ste rio, -. O,V97 SI 71,00.7/0213.7W 070041/IlL CIV 0210447W 00 107,51,57/171! 0/Il 03101014403141W 1345 417.1 540 311 7771 iCY)? -U "V14 01! V.1100K 7007401. 77? 1141 45502 777503*410.1/3*05/31! '4170)12001 V .0 03101 00 570*! 400107101037152s04400155 --.V. 01111 '0751 211400/0,0017 771100112101,716.90,02)1 77? .01W 7 71,10 031100.7 0.00111150104111 Qv1W0&'47VP7000V 201175 i0I1740ilI 00401717177751512 0010 017077? 00fl0002714 4?! flIt 0110 l011X4ofllOVrfl .iNI? /1! *3,00 1 SJ.OH LN3V0VNVrI 83iYMP1801S T,4trpEtvcT Engineering, Inc. 1/ CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING -. FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: KAPLAN PROJECT: KAP 615-CDG DATE: 15 OCTOBER 2015 MR & MRS. KAPLAN 2251 Paseo Saucedal Carlsbad, CA. 92009 Subject: Results of Compaction Testing and Inspection for the Residence located at 2605 Crest Drive, Carlsbad, CA. (APN:156-152-29)(o3rading Plan DwgNo. 485-4A) Reference (a): Limited Site Specific Soil Investigation Report by B & B Engineering, Inc., dated 24 February 2015. Dear Mr. & Mrs. Kaplan: Pursuant to your request, we have completed our inspection and compaction testing of the rough grading operations for the subject parcel. Locations of our field density tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, soil compaction and testing were accomplished between October 9 and 15 2015. Based on our observations and testing, it is our opinion that the work performed during that period was in general conformance with the requirements of Reference (a), the Approved Grading Plans and the City of Carlsbad Grading Ordinance. SITE GRADING On October 9, 2015, clearing began on the subject lot with the contractor removing some surface vegetation, trash and debris. All debris was removed from the pad grading area prior and during the grading operation. On this date, the contractor over-excavated the surface soils for the westerly garage pad by removing the surface materials to an approximate depth of 3 feet below the existing surface, where firm natural ground was encountered. The contractor continued this same over-excavation operation for the main house pad. The bottom of each excavation was scarified, watered, and recompacted prior to replacing the native stockpiled soils. The limits of over-excavation extended a minimum of 5 feet outside of the proposed building foundations. The over-excavation grading operation was accomplished to help mitigate the effects of differential settlement of the proposed structure. The contractor placed and compacted the native soils on the house pad until the desired pad grades were achieved. Density was achieved by the use of a Caterpillar 950 rubber tire loader and a D-4 bulldozer compacting the soil as fill was placed in thin lifts. Since the existing soil was low in moisture content, the contractor spent additional time and effort in his mixing operation in order to ensure near-optimum moisture and proper compaction in the fill material. As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the construction of the garage and the house pad indicated over 90% relative compaction as 'compared to the Maximum Th7 Density per ASTM Test Procedure D 1557. 1 1611-A SO. MELROSE DRIVE #285, VISTA CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 726-7514 B&B Engineering, Inc Kap6l5-cdg SOIL EXPANSION - The native materials exposed at surface grades for the subject pad are considered to have a very low expansion potential (El = 2) according to Reference (a). Therefore, no additional foundation or slab requirements are considered necessary in regard to soil expansion. BUILDING SLABS AND FOUNDATIONS It is recommended that all continuous perimeter and interior foundations and concrete slabs for a light weight, wood framed, stucco type structure founded on the native very low expansive soil shall be constructed and reinforced in accordance with the following minimum designs: For slab-on-grade floors: it is recommended that all continuous perimeter and interior foundations for single story structures shall extend a minimum depth of 15 inches and a minimum width of 15 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. For slab-on-grade floors: the continuous interior and exterior foundations shall be reinforced with at least four No.4 steel bars, two bars, shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom; For a raised foundation system, the perimeter and interior stem wall foundations shall be designed and constructed in accordance with the structural engineer's recommendations. All concrete building slabs shall be a minimum of full 4-inches in thickness, and reinforced with a minimum of No. 3 steel rebars at 18-inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18-inches on center to a depth of 3-inches from the bottom. In. order to minimize vapor transmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over native on-site sand or 2-inches of coarse sand, gravel or crushed rock. The visqueen shall be covered with 2-inch of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall contain Type It cement with a maximum water/cement ratio of 0.50 and a minimum concrete strength of 2500 psi should be utilized for all concrete in contact with the on-site earth materials. Interior concrete slabs shall be provided with saw-cut joints spaced at a maximum of 10 feet on. center each way within 24 hours after the pour and the saw-cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 24 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. 2 1611-A SO. MELROSE DRIVE #285, VISTA CA 92081-5471 Ph: (760) 945-3150 Fax (760) 726-7514 L'W1il These foundation recommendations are minimum design requirements for the soils encountered during this investigation; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of the rough grading operation. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water/cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. Tile and other sensitive flooring can crack, reflecting the cracks in the concrete slab below. The tile installer should consider installation methods that reduce possible cracking of the tile. Slipsheets or a vinyl crack isolation membrane (approved by the Council of America/Ceramic Tile Institute) are recommended between the tile and the concrete slabs on grade. If tiles are anticipated to be used as floor coverings, an expert in the field of sensitive flooring installation should be consulted. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our. control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. 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 called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. Itis recommended that our Engineer be provided the opportunity for a general review of the final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in the design. It is also recommended that the Soil Engineer be provided the opportunity to verify the foundation and slab construction in the field prior to placing concrete. (If our Engineer is not accorded the privilege of making these reviews, he can assume no responsibility for misinterpretation of his recommendations). 3 1611-A SO. MELROSE DRIVE 9285, VISTA. CA 92081-5471 Ph: (760) 945-3150 Fax (760) 726-7514 B&B Engineering, Inc Kap615-cdg The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. appreciates this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, "hen B. Peter RCE 38623 Expires 3-31-17 / 4 1611-A SO. MELROSE DRIVE #285, VISTA CA 92081-5471 Ph: (760) 945-3150 Fax (760) 726-7514 i aoSW? 4 V ho cc T C15•T PI'.I 29M v v " I'.. NO RAP S)W NAU \ 60 24v S / ) 1765 ,ri7ç i':) 0 1 /2 • APPROXIMATE LOCATION OF FIELD DENSITY TEST PLOT PLAN Owner ITERESA KAPLAN B&B Engineering, Inc KAP 615-CDG SITE Address 2605 CREST DRIVE CARLSBAD, C& 92008 A.P.N: 156-152-29 Project: Date: 10/15/2015 ENCLOSURE (1) (1)B&B Engineering, Inc Client KAPLAN RESIDENCE Project KAP 615-CDG Date: 10/15/2015 Test No. Test Date Test Location Test El/Depth Soil Dry Density. pci Moisture,% Relative Retest Field Maximum Field Opt. Compaction No. 1 10/9/15 GARAGE PAD 174 A 127.6 130.0 7.6 10.2 98 2 10/9/15 GARAGE PAD 174 A 127.2 130.0 7.6 10.2 98 3 10113/15 GARAGE PAD - 175 A 122.5 130.0 10.9 10.2 94 4 10/13/15 GARAGE PAD 176 A 122.6 130.0 10.5 10.2 94 5 10/13/15 GARAGE PAD 177 A 122.6 130.0 12.0 10.2 94 6 10/13/15 GARAGE PAD 178 A 122.5 130.0 9.9 10.2 94 7 10/13/15 HOUSE PAD 177 A 120.3 130.0 9.4 110.2 93 8 10/13/15 HOUSE PAD 178 A 124.6 130.0 9.5 10.2 96 9 10/13/15 HOUSE PAD 179 A 120.7 130.0 9.3 10.2 93 10 10/13/15 HOUSE PAD 180 A 125.6 130.0 9.8 10.2 97 11 10/13/15 HOUSE PAD 181 A 123.0 130.0 10.5 10.2 95 12 10/13/15 HOUSE PAD 181 A 127.6 130.0 10.9 10.2 98 COMPACTION CMVE - - DATA SOIL TYPE AND DESCRIPTION OPTIMUM MOISTURE% MAXIMUM DRY DENSITY (pcf) A. BROWN SILTY SAND 10.2 130.0 COMPACTION TESTDATA ENCLOSURE (2) B&B Engineering, Inc MAINTENANCE. GUIDELINES FOR HOMEOWNERS During the wet weather season, homeowners become concerned about the. stability of their building site. In general, modem design and construction practice minimizes the probability of serious slope failure. The grading codes of the local jurisdiction (cities and counties) in California concerning filled land, excavation; terracing and slope constniction, are among the most stringent in the country and, if followed, are adequate to meet most natural occurrences. Therefore, the concern of the homeowner should be directed toward maintaining slopes, drainage provisions and facilities so that they will perform as designed. The following discussion, general recommendations and simple precautions are presented herein to help the homeowner maintain his hillside building site. The general public often regards the natural terrain as stable - "terra firma". This, of course, is an erroneous concept. Nature is always at work altering the landscape. Hills and mountains are worn down by mass wasting (erosion, sliding, creeping), and the valleys and lowlands collect these products. Thus, the natural process is toward leveling the terrain. Periodically (over tens of millions of years) major land movements build mountains and erosion tends to level the terrain. In some areas, these processes are very slow, and in others, they are more rapid. Development of hillsides for residential use is carried out, in as far as possible, to enhance the natural stability of the site and to minimize the probability of instability resulting from the grading necessary to provide home sites, streets, and yards. This has been done by the developer and designers based on geologic and soil mechanics investigations. In order-to be successful, the slope and drainage provisions and facilities must be'maintained by the homeowner. Homeowners are accustomed to maintaining their homes. They expect to paint their house periodically, replace wiring, clean Out clogged plumbing, repair roofs, etc. Maintenance of the home site, particularly on hillsides, should be considered on an even more serious basis. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be carried out less expensively to the homeowner than repair after neglect. Most slope and hillside lot problems are associated with water. Uncontrolled water from a broken pipe, cesspool or wet weather causes most damage. Wet weather is the largest cause of slope problems, particularly in California where rain is intermittent, but may be torrential. Therefore, drainage and erosion control are the most important aspects of home site stability. These provisions must not be altered without competent professional advice and maintenance must be carried out to assure their continued operations. We offer these procedures as a checklist to homeowners: I. Check roof drains, gutters and downspouts to be sure they are clear. Depending on your location, if you do not have roof gutters and downspouts, you may wish to install them. Without gutters or other adequate drainage, water fills from the roof eaves and collects against foundation and basement wall, which can be undesirable. Clear surface and terrace drainage ditches and check them frequently during the rainy season, with a shovel, if necessary. Ask your neighbors to do likewise. Be sure that all drainage ditches and sub-drains have outlet drains that are open. This should be tested during dry weather. Usually, this can be done simply with a hose. If blockage is evident, you may have to clear the drain mechanically. Check all drains at the top of slopes to be sure that they are clear and that weather will not overflow the slope itself, causing erosion. Keep subsurface drain openings (weep-holes) clear of debris and other material, which could block them in a storm. Check for loose fill above and below your property if you live on a slope,or terrace. Watch hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Over-saturation of the ground is not only unnecessary and expensive, but can cause subsurface damage. 1611-A SO. MELROSE DRIVE #285. VISTA. CA 92081-5471 Ph: (7SO 45-%1Sfl f7PJn B&B Engineering, Inc Watch for water backup of drains inside the house and toilets during a rainy season since this may indicate drain or sewage blockage. Exercise ordinary precaution. Your house and building site were constructed to meet certain standards, which should protect against any natural occurrence if you do your part in maintaining them. Care and maintenance of hillside homes includes being sure that terrace drains and brow ditches on slopes or at the top of cuts, or fill slopes are not blocked. They are designed to carry away runoff to a place where it can be safely distributed. Generally, a little shovel work will remove any accumulation of dirt and other debris, which may clog the drain. If several homes are located on the same terrace, it is a good idea to check with your neighbors. Water backed up on their property may eventually reach you. Water backed up in surface drains will tend to overflow and seep into the terraces, creating less stable slopes. 11 Water should not be permitted to collect or pond on your home site. Ponded water will tend to either seep into the ground-loosening fill or natural ground, or will overflow Onto the slope and cause erosion. Once erosion is started, it is difficult to control and severe damage may result rather quickly. Roof drains and gutters or downspouts should be connected to area (surface) drainpipes, but not to subdrain pipes. Rather, arrange them so that water either flows off your property in a specially, designed pipe or it flows out onto a paved driveway or the street. The water may then be dissipated over a wide surface or, preferably, be carried away in a paved gutter or storm drain. Subdrains are constructed to take care of ordinary subsurface water and cannot handle the overload from roofs during a heavy rain. Water should not be allowed to spill over slopes, even where this may seem to be a good way to prevent ponding. This tends to cause erosion and, in the case of fill slopes, can cut away carefully designed and constructed sites Loose soil or debris should not be left on or tossed over slopes. Loose soil soaks up water more readily than compacted fill-. In addition, it is not compacted to the same strength as the slope itself and will tend to slide when laden with water, and may even affect the soil beneath it. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your property. Water should not be discharged into subsurface blanket drains close to slopes. French drains are sometimes used to get rid of excess water when other ways of disposing of water are not readily available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure. 16.. Surface water should not be discharged into septic tanks or leaching field. Not only are septic tanks constructed for a different purpose, but also they will tend, because of their construction, to accumulate additional water naturally from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers can be made available. Slopes should not be over-irrigated. In some areas ice plant and other heavy ground cover can cause surface sloughing when saturated due.to the increase in weight and weakening of the near surface soil. Planted slopes should be located, where possible, in areas where they will be adequately irrigated by rainfall. Water should not be allowed to gather against foundations, retaining walls and basement walls. These walls are built to withstand the ordinary moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess moisture. If water is permitted to pond against them, it may seep through the wall causing dampness and leakage inside the basement. It also may cause the soil adjacent to the foundation to swell resulting in structural damage to walls and footings. S New fill placed behind walls or in trenches should not be compacted by flooding with water. Not only is flooding the least efficient way of compacting fine-grained soil, but also could damage the wall foundation. Hoses and sprinklers should not be left running on or near a slope, particularly during the rainy season. This will enhance ground saturation, which may cause damage. Ditches that have been graded around your house or the lot pad should not be blocked. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do not let water become ponded above slope by blocked ditches. 1611-A SO. MELROSE DRIVE #285, VISTA. CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 rT :1 S S. GEOTECHNICAL UPDATE Proposed Single-Family Residence 2605 Crest Drive Carlsbad, California ID S S r S S HETHERINGTON ENGINEERING, INC. I HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY I I .z September 18, 2017 I . Project No. 8427.1 Log No. 19355 Sue and Ryan Vaughn I do Jennifer Charles Architecture 817 Kalpati Circle, Unit 111 Carlsbad, California 92008 Attention: Ms. Jennifer Charles - I Subject: GEOTECHNICAL UPDATE Proposed Single-Family Residence I 2605 Crest Drive Carlsbad, California References: Attached Dear Ms. Charles: I In accordance with your request, we have performed a geotechnical update for the proposed single-family residence at the subject site. Our work for the update was I performed in September 2017. The purpose of our work was to update the previous geotechnical work performed by B & B Engineering, Inc. (References 10 and 11). We have been provided with a "Grading Plan..." (Reference 13) depicting the current I proposed development. This update includes seismic design criteria in accordance with the 2016 California Building Code. I Our scope of work for this update included the following: Research and review of the available plans and reports pertinent to the site (see References). I . Site reconnaissance. Engineering and geologic analysis. I . Preparation of this report providing our findings, conclusions and recommendations. I I 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengine6ring.com GEOTECHINICAL UPDATE Project No. 8427.1 Log No. 19355 September 18, 2017 Page 2 The "Limited Site Specific Soil Investigation..." (Reference 10) should be reviewed for the results of field and laboratory work previously performed and geotechnical recommendations that are not revised or duplicated in this report. SITE DESCRIPTION The subject property is located at 2605 Crest Drive, Carlsbad, California (see Location Map, Figure 1). The site consists of a relatively level, vacant property. The property is bounded by residential properties to the north, west and south, and by Crest Drive to the east. The site is covered with a sparse growth of weeds and grasses. PREVIOUS GRADING I As indicated in the "Results of Compaction Testing and Inspection..." (Reference 11), the site has been previously graded for a previously proposed residence (Reference 12). The current plan differs from the prior plan, consequently, the limits of past reported I grading are not adequate to provide support for the proposed improvements. The onsite soils reportedly possess a very low expansion potential and negligible water-soluble sulfates (Reference 10). I PROPOSED DEVELOPMENT I It is our understanding that proposed development consists generally of a custom, two- story, single-family residence with attached garage, raised decks, and concrete flatwork. We anticipate wood-frame construction founded on conventional continuous/spread I footings with a raised-wood floor for the residence and slab-on-grade floors for the garage. Building loads are expected to be typical of this type of relatively light construction. The current "Grading Plan..." (Reference 13) indicates that proposed grading consists of cut and fill. Maximum design cut and fill depths are approximately 5-feet or less. No 1 slopes are proposed. SEISMICITY The site is located in a moderately active seismic region. Ground shaking due to earthquakes should be anticipated during the life of the proposed improvements. The I following table lists the known active faults that would have the most significant impact on the site: I HETHERINGTON ENGINEERING, INC. I EL C.AMINO • -..L NORTH CENTER S L116450 HOSP 3 I0o09 Ro ,' GROVE 1811 iz PARK J / 4W LTA It ICI5$1AIl1 CA , G OR I 41501 CIA 32 ISO 3-NA 5 VIA I 3'AA N 'r 1 SOSO 7 VIA o , RISA —\ CARL 56.40 CULTURAL AR 911 ADAPTED FROM: The Thomas Guide, San Diego County, 57th Edition, Page 1106 i SCALE: 1 - 2000 (1 Grid Equals: 0.5 x 0.5 miles) LOCATION MAP 2605 Crest Drive HETHERINGTON ENGINEERING, INC. Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 8427.1 1 FIGURE NO. 1 GEOTECHNICAL UPDATE Project No. 8427.1 Log No. 19355 September 18, 2017 Page 3 Maximum Probable Fault Earthquake Slip Rate (Moment Magnitude) (mm/year) Newport-Ing1ewoodJRose Canyon (Del Mar Section) 7.0 1.5 (2.5-miles/4-kilometers southwest) Coronado Bank (18.6-miles/3 0-kilometers southwest) 7.4 3.0 Elsinore (Julian Section) 7.3 3.0 (28-miles/45-kilometers _northeast) SEISMIC EFFECTS Ground Accelerations The most significant probable earthquake to effect the site would be a 7.0 magnitude earthquake on the Newport Inglewood/Rose Canyon fault. Based on Section 1803.5.12 of the 2016 California Building Code, peak ground accelerations (PGAM) of 0.466g are possible for the design earthquake. Landsliding Review of the referenced geologic literature indicates that the relatively level property has no previously mapped landslide deposits and none were found during previous site subsurface exploration. The risk of seismically induced landsliding effecting the site is considered low due to the dense underlying terrace deposits and relatively flat topography. Ground Cracks The risk of fault surface rupture due to active faulting is considered low due to the absence of an active fault on site. Ground cracks due to shaking from seismic events in the region are possible, as with all of southern California. Liquefaction The risk of seismically induced liquefaction within the site is considered low due to the underlying dense terrace deposits and lack of shallow groundwater. I I 11 HETHERINGTON ENGINEERING, INC. I .1 1 I I I I GEOTECHNICAL UPDATE Project No. 8427.1 Log No. 19355 September 18, 2017 Page - 5. Tsunamis The risk of a tsunami adversely impacting the site is considered low due to the elevation of the site above sea level and distance from the coastline. CONCLUSIONS AND RECOMMENDATIONS 1. General Based on our site reconnaissance, the site is in a similar condition as reported in the "Results of Compaction Testing and Inspection..." (Reference 11). The proposed single-family residence is considered feasible from a geotechnical standpoint. Grading and foundation plans should consider the appropriate geotechnical features of the site. The proposed construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint provided the recommendations presented in this report and good construction practices are implemented during design and construction. I Some documented existing compacted fill exists on the site. During proposed future site grading, the existing compacted fill will be tested to determine if it is suitable in its current condition for support of the proposed improvements. 1 2. Seismic Parameters for Structural Design I Seismic considerations that may be used for structural design at the site, based on Section 1613 of the 2016 California Building Code and ASCE 7-10, include the following: I a. Ground Motion - The proposed residence should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1613 of the I 2016 California Building Code. Site Address: 2605 Crest Drive, Carlsbad, California Latitude: 33.1729°N I Longitude: 117.3372°W I HETHERINGTON ENGINEERING, INC. GEOTECHNICAL UPDATE Project No. 8427.1 ' Log No. 19355 September 18, 2017 l Page Spectral Response Accelerations - Using the location of the property and data obtained from the U.S.G.S. Earthquake Hazards Program, short period Spectral I Response Accelerations Ss (0.2 second period) and Si (1.0 second period) are: S= 1.125g I Site Class - In accordance with Chapter 20 of ASCE 7-10 and the underlying I geologic conditions, a Site Class D is considered appropriate for the subject property. I d. Site Coefficients Pa and F - In accordance with Table 1613.3.3 and considering the values of S and Si, Site Coefficients are: Fa= 1.050 F= 1.568 I e. Spectral Response Acceleration Parameters SMS and SM1 - In accordance with Section 1613.5.3 and considering the values of Ss and Si, and Fa and F, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: I SMI = 0.678g 1 f Design Spectral Response Acceleration Parameters SDS and SDI - In accordance with Section 1613.3.4 and considering the values of Sms and Smi, Design Spectral 1 Response Acceleration Parameters for Maximum Considered Earthquake are: SDsO.787g I SD! = Long Period Transition Period - A Long Period Transition Period of TL = 8 I seconds is provided for use in San Diego County. Seismic Design Category - In accordance with Tables 1604.5, 1613.3.5, and I ASCE 7-10, a Risk Category II and a Seismic Design Category D are considered appropriate for the subject property. 1 3. Site Grading Prior to grading, the area of the proposed improvements should be cleared of existing I surface obstructions, vegetation and debris. Materials generated during clearing HETHERINGTON ENGINEERING, INC. GEOTECHNICAL UPDATE Project No. 8427.1 1 Log No. 19355 September 18, 2017 I Page should be disposed of at an approved location off-site. Holes resulting from the removal of buried obstructions which extend below finished site grade should be I backfihled with compacted fill or lean concrete. Within the limits of the proposed residence, garage, on-grade improvements, and to I 5-feet beyond, where possible, existing loose weathered terrace deposits and existing fill should be removed down to approved terrace deposits. During proposed future I site grading, the existing compacted fill will be tested to determine if it is suitable for support of the proposed improvements, if so, the existing fill can remain in its existing condition. We anticipate removal depths on the order of 3-feet below existing I site grades. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. Following removals, the exposed subgrade soils should be scarified to a depth of 6 to 8-inches, moisture conditioned to about optimum moisture content and compacted to at least 90-percent relative compaction (ASTM: D 1557). 1 Fill should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in I thickness. All fill should be compacted to a minimum relative compaction of 90- percent based upon ASTM: D 1557. The on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over I 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. I All grading and compaction should be observed and tested as necessary by the Geotechnical Consultant. 4. Foundation and Slab Recommendations The proposed structure should be supported on conventional continuous/spread I footings founded at least 18-inches into compacted fill and/or approved terrace deposits. Continuous footings should be at least 12-inches wide, and reinforced with a minimum of four #4 bars, two top and two bottom. Foundations located adjacent to I utility trenches should extend below a 1:1 (horizontal to vertical) plane projected upward from the bottom of the trench. I Foundations bearing as recommended may be designed for a dead plus live load bearing value of 2000-pounds-per-square-foot. This value may be increased by one- third for loads including wind and seismic forces. A lateral bearing value of 300- HETHERINGTON ENGINEERING, INC. GEOTECHNICAL UPDATE Project No. 8427.1 Log No. 19355 September 18, 2017 Page 7 pounds-per-square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.25 may be assumed. These values assume that footings will be poured neat against the foundation soils. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement due to foundation loads is considered to be less than 3/4 and 3/8-inch, respectively, for foundations founded as recommended. Slab-on-grade floors supported by compacted fill and/or approved terrace deposits should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 18-inches, center to center, in two directions, and supported on chairs so that the reinfo'rcement is at mid-height in the slab. Floor slabs should be underlain with a moisture vapor retarder consisting of a minimum 10-mil polyethylene membrane. At least 2-inches of sand should be placed over the vapor retarder to assist in concrete curing and at least 2-inches of sand should be placed below the vapor retarder. The vapor retarder should be placed in accordance with ASTM: E 1643. Prior to placing concrete, the slab subgrade soils should be thoroughly moistened. Vapor retarders are not intended to provide a waterproofing function. Should moisture vapor sensitive floor coverings be planned, a qualified consultant/contractor should be consulted to evaluate moisture vapor transmission rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. 5. Concrete Flatwork Concrete flatwork should be at least 5-inches thick (actual) and reinforced with No. 4 bars spaced at 18-inches on-center (two directions) and placed on chairs so that the reinforcement is in the center of the concrete. Contraction joints should be provided at 10-feet spacing (maximum). Joints should create square panels where possible. For rectangular panels (where necessary) the long dimension should be no more than 1.5 times the short dimension. Joint depth should be at least 0.25 times the flatwork thickness. Expansion joints should be thoroughly sealed to prevent the infiltration of water into the underlying soils. I I I HETHERINGTON ENGINEERING, INC. GEOTECHINICAL UPDATE Project No. 8427.1 I Log No. 19355 September 18, 2017 I Page 6. Sulfate Content A representative sample of the on-site soils was previously submitted for sulfate testing. The result of the sulfate content test is reportedly 0.003% (Reference 10). The sulfate content is consistent with a negligible sulfate exposure classification per Table 4.2.1 of the American Concrete Institute Publication 318, consequently, no special provisions for sulfate resistant concrete are considered necessary. Other corrosivity testing has not been performed, consequently, the on-site soils should be assumed to be severely corrosive to buried metals unless testing is performed to indicate otherwise. 1 7. Utility Trench Backfill I Utility trench backfill should be compacted to at least 90- percent relative compaction (ASTM: D 1557). Backfill should be tested and observed by the Geotechnical Consultant. I 8. Site Drainage I The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances. I a. Consideration should be given to providing roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. All site drainage should be directed away from the structure and not be allowed to I flow over slopes. No landscaping should be allowed against the structure. Moisture accumulation or watering adjacent to foundations can result in deterioration of building I materials and may effect foundation performance. Irrigated areas should not be over-watered. Irrigation should be limited to that I required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the I winter (rainy) season. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the HETHERINGTON ENGINEERING, INC. GEOTECI-ThIICAL UPDATE Project No. 8427.1 Log No. 19355 September 18, 2017 Page 9 case of subsurface drains, by placing a hose at the inlet and checking the outlet for flow. 9. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: Observation and testing of grading. Foundation excavations prior to placement of forms and reinforcement. Utility trench backfill. Flatwork subgrade. I 10. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to I confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site I conditions as reported in the referenced documents and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those reported are observed or appear to be present in previous I excavations during grading, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. I Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions I and professional advice included in this report. HETHERINGTON ENGINEERING, INC. 1 1 GEOTECHNICAL UPDATE Project No. 8427.1 I Log No.: 19355 September 18, 2017 I Page 10 This opportunity to be of service is sincerely appreciated. If you have any questions, I please call this office. . . Sincerely, . Hetherin Engineering, Inc. EERI on Professional Geologist 377 ¼ Civil Engineer 3 488 Certified Engineering Ge st 1#.W I153 V Geotechnical Engineer 39 I Certified Hydrogeologist Attachments: (expires 3/31/18) X - OF : Figure 1 'OFO I 1-via e-mail (jennifer(ichar1esarch.com) 1-via e-mail (marin.vaughn(gmai1.ëom) 1-via e-mail (rkvaughn(igmail.com) I I I I I I HETHERINGTON ENGINEERING, INC. REFERENCES 1 - Published 1. ASCE, "Minimum Design Loads for Buildings and Other Structures", ASCE 7-10, dated May 2010. 1 2. California Emergency Management Agency, "Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle/San Luis Rey Quadrangle," dated June 1, 2009. I 3. ICBO, California Building Code, 2016 Edition. 1 4. ICBO, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," California Division of Mines and Geology, 1998. I 5. Peterson, Mark P., et al, "Documentation for the 2008 Update of the United States National Seismic Hazards Maps," USGS Open File Report 2008-1128, dated 2008. 1 6. Tan, Siang S. and Kennedy, Michael P., "Geologic Maps of the Northwestern Part of San Diego County, California," California Division of Mines and Geology, Open-File Report 96-02, dated 1996. United States Geological Survey, Earthquake Hazards Program, Seismic Hazards Map I Weber, F.H. Sr., "Recent Slope Failures, Ancient Landslides, and Related Geology of I the North-Central Coastal Area, San Diego County, California," California Division of Mines and Geology, Open-File Report 89-12LA, dated 1982. I 9. 2007 Working Group and California Earthquake Probability, "The Uniform California Earthquake Rupture Forecast, Version 2 (UCERF-2)," USGS Open File Report 2007- 1437 and California Geological Survey Special Report 203, dated 2008. I Site Specific "Limited Site Specific Soil Investigation for the Proposed Residential Construction Location on Crest Drive, Carlsbad, CA", by B & B Engineering, Inc., dated February 24, 2015. "Results of Compaction Testing and Inspection for the Residence Located at 2605 Crest Drive, Carlsbad, CA", by B & B Engineering, Inc., dated October 15, 2015. 1 12. "Grading Plan for Kaplen Residence, 2605 Crest Drive, Carlsbad", by B & B Engineering, Inc., dated "As-Built", November 19, 2015. I Project No. 8427.1 I Log No. 19355 HETHERINGTON ENGINEERING, INC. REFERENCES "Grading Plan for Vaughn Residence, 2605 Crest Drive", by Coffey Engineering, Inc., revised date February 15,'2017. "Transfer of Geotechnical Responsibility, 2605 Crest Drive, Carlsbad, California", by Hetherington Engineering, Inc, dated September 8, 2017. Project No. 8427.1 Log No. 19355 HETHERINGTON ENGINEERING, INC. This City form. REcE!vo NOV 29 2017 CERTIFICATION OF SCHOOL FEES PAID CITY OF c form must be completed by the City, the applidant, and the appropriate school cJtI(tPI}d D the prior to issuing a building permit. The City will not issue any building permit without a completed sc I fee City of czcris'-bad Community & Economic Development Project No. & Name: PC2017-0025 Plan Check No.: CBRA2017-0123 & CBRA2017-0124 Project Address: 2605 CREST DR & 2607 CREST DR Assessor's Parcel No.: 1561522900 Project Applicant: COOWNER VAUGHN RYAN K AND SUE M (Owner Name) Residential Square Feet: New/Additions: 2,363 Second Dwelling Unit: 605 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 10/13/2017 Certification of Applicant/Owners. The person executing this declaration ("Owner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the 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 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) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.oniy) FON VIsta Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may Issue building permits for this project. Signature of Authorized School District Official: ( Title: ' A&u'-v-'4 Z LJ 7S Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 9 .iY760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov JjilT 33 LS~O STORM WATER POLLUTIONPREVENTIONNOTES GENERAL SITE MANAGEMENT REQUIREMENTS - THE FOLLOWING GENERAL ShE MANAGEMENT REQUIREMENTS SHALL BE ADHERED TO THROUGHOUT THE DURATION OF THE CONS TRUCTiON WORK (YEAR ROUND). IN CASE EMERGENCY WORK IS REQUIRED, CONTACT: TOM ERICKSON F,W,,HUL TON 0EV AT (TEL.NO.) (858)842-1939 DE4CES SHOWN ON CITY APPROVED PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGiNEERING INSPECTOR. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA77SFAC7ION OF THE Cli)' ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROS/ON CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERA liONS OR UNFORSEEN CiRCUMSTANCES WI/ICH MAY ARISE. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAU17ONS TO PREVENT PUBLIC TRESPASS ONTO AREAS VñIERE IMPOUNDED WA TERS CREA iF A HAZARDOUS CONDI liON. GRADING AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY Z ALL REMOVABLE PRO7EC17VE DEViCES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ALL EXPOSED DISTURBED AREAS MUST HAVE EROSION PROTECTION BMPs PROPERLY INSTALLED. THIS INCLUDES ALL BUILDING PADS, UNFINISHED ROADS, AND SLOPES. ADEQUATE PERIMETER PROTECTiON BMPs MUST BE INSTALLED AND MAINTAINED AND WILL BE UPGRADED, IF NECESSARY, TO PROVIDE SUFFiCIENT PR01EC170N FROM RUNOFF DURING RAIN EVENTS. ADEQUATE SEDIMENT CONTROL BMPs MUST BE INSTALLED AND MAINTAINED. ADEQUATE BMPs TO CONTROL OFFSITE SEDIMENT TRACKING MUST BE INSTALLED AND MAINTAINED. A MINIMUM OF 125% OF THE MATERIAL NEEDED TOO INSTALL STANDBY BMPs TO PROTECT THE EXPOSED AREAS FROM EROS/ON AND PREVENT SEDIMENT DISCHARGES, MUST BE STORED ONSITE. AREAS ALREADY PROTECTED FROM EROSION USING PHYSICAL STABILIZA liON OR ESTABLISHED VEGETA liON STABILIZA 170N BMPs ARE NOT CONSIDERED TO BE "EXPOSED FOR PURPOSES OF THIS REQUIREMENT THE OWNER/DEVELOPER/CONTRACTOR MUST FOLLOW -WEATHER TRIGGERED ACTiON PLAN AND BE ABLE TO DEPLOY STANDBY BMPs TO PROTECT THE EXPOSED POR77ONS OF THE SITE WITHIN 48 HOURS OF A PREDICTED STORM EVENT (A PREDICTED STORM EVENT IS DEFiNED AS -A 40% CHANCE OF RAIN WITHIN A 5-DAY NA 170NAL WEATHER SERViCE FORECASTYONREQUEST THE OWHER/DEVELOPER/CONTRACTOR MUST PROVIDE PROOF OF THIS k APABILI DOYMENT OF PHYSICAL OR VEGETA 170N ER O SI ON CONTROL BMPs MUST COMMENCE AS SOOS SLOPES ARE COMPLETED. THE OVn'/ER/DEVELOPER/CONTRACTOR MAY NOT RELY ON THEILJjY TO DEPLOY STANDBY BMP MATERIALS TO PREVENT EROSION OF SLOPES THAT HAVE BEEN C?)MP.LEJE THE AREA THAT CAN BE CLEARED, GRADED, AND LEFT EXPOSED AT ONE TiME IS LIMITED TO THE AMOUNT OF ACREAGE THAT THE CONTRACTOR CAN ADEQUATELY PROTECT PRIOR TO A PREDICTED RAIN EVENT FOR LARGER SITES, GRADING SHOULD BE PHASED. IT MAY BE NECESSARY TO DEPLOY EROSION AND SEDIMENT CONTROL 8MPs IN AREAS THAT ARE NOT COMPLETED, BUT ARE NOT ACTIVELY BEING WORKED BEFORE ADDITIONAL GRADING IS ALLOHfD TO PROCEED, AT THE DISCRETION OF THE CITY INSPECTOR. ALL DISTURBED AREAS THAT ARE NOT COMPLETED AND/OR NOT BEING AC71VEL Y GRADED MUST BE FULLY PROTECTED FROM EROSION IF LEFT FOR 14 OR MORE DAYS. THE ABILITY TO INSTALL BMP MA TERIALS IN A PROMPT MANNER IS .tiQI SUFFICIENT BMPs NEED TO BE INS TALLEL IN THESE AREAS. BMF?s MUST BE STOCKPILED AT VARIOUS LOCATION THROUGHOUT THE PROJECT SITE THROUGHOUT THE YEAR. V.qIENEVER THERE IS A 40% CHANCE OR GREA TER OF A RAIN WITHIN A THREE (3) DAY FORECAST THE INSPECTOR WILL VERIFY THAT BMPs ARE ADEQUATELY STOCKPILED. BMPs MUST BE STOCKPILED AND READY FOR DEPLOYMENT WHEN THERE IS 15OX CHANCE OF RAIN WITHIN A 48 HOUR FORECAST FAILURE TO COMPLY WITH THIS REQUIREMENT COULD RESULT IN THE ISSUANCE OF A STOP WORK NOTICE OR OTHER ENFORCEMENT ACTION. ALL TREA WENT AND EROSION CONTROL BMPs MUST BE INSPECTED I4EEKL V AND PRIOR TO A FORECASTED RAIN EVENT OF GREATER THAN 50 AND AFTER A RAIN EVENT IN ADDITION, TREATMENT CONTROL BMPs MUST BE SERVICED AS NEEDED THROUGHOUT THE YEAR. IF 4'ELECTED BMP FAILS DURING A RAIN EVENT IT MUST BE REPAIRED OR IMPROVED OR REPLACED WITH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO. THE FAILURE d'F A BMP INDICATES IT WAS NOT ADEQUATE FOR THE CIRCUMSTANCES IN WHICH IT WAS UED. REPAIRS AND REPLACEMENT MUST THEREFORE PUT A MORE ROBUST BMP MEASURE IN PLACE. ALL I CONSTRUCTION EMPLOYEES MUST BE TRAINED ON THE IMPORTANCE OF STORM WATER POLLUTION PREVENTION AND BMP MAINTENANCE. STORM WATER COMPLIANCE FORM TIER 2 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs TrBC**)9 Non-Storm Water Waste Management and Mateiials BMPs Control BMPs, Management BMPs - Pollution Control BMPs .2.2 . EL 3.0 .9 Best Management Practice' ">d , 0. 2 00 2- . . ~ ..... .' (f) . (BMP)Description - . (1) 0 0. .Q) - L . , 0 > 0 '- 0 L .2 ,• Q.) - L . 0 0 '-.. L 0L 0 ..- 0 0 L 0 0.. .. 0 q - 0..... '-' 0 0.0 0 0 N 0 0 CC 0 o qlu L2 (.t) (f) L) iZ c ((rj V0.. 'V0z (n Q.Q..OQ.. (I) CASQA Designation -3 - N. ... - t1) N. 00 N N. co CN n* It) 0 00 Ln Construction Act, . '.1 . (1) X Grading/Soil Disturbance X - ..1 x x x - - - - - - - Trenching/Excavotion - - - -- - - - - - - - - - - - - - X Stockpiling - - - --X - - - - - - - - _L A .1 Drilling/Boring - - --- - - - - - - - - -. - - - - - - Concrete/Asphalt Sawcutting - - - - - - - - - - - - - - X1 Concrete F/a twork --- x I x . x - Paving - - - - -- - - - - - - - - - - - X Conduit/Pipe Installation X Stucco/Mortar Work . - - - -- - - - - .JL - - - - - - . _.i_. - X Waste Disposal - - -- - - - - - - - - - - ....L.. ....x.... - x Staging/Lay Down Area - - - - -- - - - - - x X A - - - Equipment Maintenance and Fueling - - - - - Hazardous Substance Use/Storage Dewatering - - - - - - - - - X Site Access Across Dirt - - - -- - _.1_ - - - - - - - - - - Other (list): --- --- - - - - - - - - - Instructions: I. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Storm water Quality Association (CASQA) designation number, or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CER TIFICA TION: I UNDERSTAND AND ACKNOWLEDGE 771A T I MUS (1) IMPLEMENT BEST MANAGEMENT PRAC77CES (BMPs) DURING CONSTRUCTiON AC77T77ES TO THE MAXIMUM EXTENT PRA C77CABLE TO A VOID THE MOBILIZA liON OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUC770N RELATED POLLUTANTS AND (2) ADHERE TO, AND AT ALL 77MES, COMPLY W TH THIS Cli)' APPROVED TiER 2 CONS TRUCTiON SWPPP THROUGHOUT THE 'DORA 710N OF THE C0NS7RUC170N ACTJV117ES UN77L THE C0NS7'RUC170N WORK IS COMPLETE AND SIGNED OFF BY THE CITY OF CARLSBAD. RYAN VAUGHN OVilVERS)/OWNER'S AGENT NAME (PRINT) (1lI 110. OWNEI à,NER'S AGENT NAME (SIGNA lURE) DATE Choose one PROJECT INFORMATION Site Address: 2605 Crest Drive, Carlsbad, CA 92008 Assessors Parcel Number: 156-152-29 Emergency Contact: Name: Thomas Hulton 24 Hour Phone: 858.842.1939 Construction Threat to Storm Water Quality: Tier 2 - Moderate (J1ityof Carlsbad Print Date: 03/07/2019 Permit No: PREV2018-0250 Job Address: 2605 Crest Dr Permit Type: BLDG-Permit Revision- Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 1561522900 Lot U: Applied: 09/27/2018 Valuation: $0.00 Reference U: DEV2016-0043 Issued: 10/18/2018 Occupancy Group: Construction Type Permit 03/07/2019 Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: PC2017-0025 Final Plan Check U: Inspection: Project Title: VAUGHN RESIDENCE Description: VAUGHN: CHANGES TO THE TITLE 24 & CRAWL SPACE VENTING Applicant: Owner: Contractor: JENNIFER CHARLES ARCHITECTURE COOWNER VAUGHN RYAN K AND SUE M HULTON DEVELOPMENT INC JENNIFER CHARLES P0 Box 4415 817 Kalpati, Unit 111 CARLSBAD, CA 92018 2010 Jimmy Durante Blvd CARLSBAD, CA 92008-4198 Del Mar, CA 92014-2252 310-903-1307 - . 858-248-6269 FEE * AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $328.13 Total Fees: $ 363.13 Total Payments To Date : $ 363.13 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services crCjY of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number ___________________ Plan Revision Number I4L(JK) 025O Project Address 0 0 5 c,-T P4 /11E General Scope of Revision/Qeferred Submittal: TlTtC IV C44 C(/L-4 77DNf .4WL 60 4c 5 V(A'7/"t' CONTACT INFORMATION: Name 'jE/t'N/10E,4. cNA,41-5J Phone J'/ir. 903. /1o7 Fax Address C/4bE I/I city _CA,t1f84O Zip Email Address JilyAll,c-FA ( /-/4 f A 4 CiV. C 0 A Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans LI Calculations El Soils IIj' Energy LI Other 2. Describe revisions in detail 3. List pa'ge(s) where each revision is shown 77TL0 2Y c4tc1,tA7''Nf 4FVIJ Cr 6 77 AFpfcr 7'.'15 Fii'V/ii/ c/IA,v('f.c: ---- T-2.,1 77- 2. f,7-2.2 i) kA75A N(47,r CMA,V(-fL' f,444 ,'&. /#fA,/7',4fovj- AJ /1FA T6A-f , 1 fcrl_.,,c H(-4 , '"'," - _ 2 D1 A - -rO J 1,01, 1r .q j &'c-rt (Jj 1'1v/ f,-i, 'r.. - 14. Z. ) wi,.'wc (,'cr,oz c,vo 7-0 16 ,o'L6 V(4f PF, A-s., Cf6NT - CZA',.L JACE CAFANJ~fb F/i 6,4w ve/ire-io 7' vNetwrrh 14-2.-.i' Does this revision, in any way, alter the exterior of the project? Yes lIz' No Does this revision add ANY new floor area(s)? Lii Yes No Does this revision affect any fire related issues? fl Yes RI' No Is this a com LI Yes E1'No plete)çt? Signature_ Date . 27. 01b 1635 Faraday AvKe, Carlsbad, CA 92008 : 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov F EsGil. DATE: 10/4/2018 ASAFEbuItt'Company /0 JURIS. JURISDICTION: CARLSBAD PPUCANT PLAN CHECK #.: CBPC2017-0025 (PREV2018-0250.REV) ___ SET: I PROJECT ADDRESS: 2605 CREST DRIVE PROJECT NAME: SFD ENERGY REVISION FOR VAUGHN The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's BUILDING codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. C LII The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted:_— ,,-., Telephone #: Date contacted: ) Email: Mail Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: EsGil 10/1/2018 / 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBPC2017-0025 (PREV2018-0250.REV) 10/4/2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD (PREV2018-0250.REV) PREPARED BY: Bert Domingo BUILDING ADDRESS: 2605 CREST DRIVE BUILDING OCCUPANCY: R 3 PLAN CHECK #.: CBPC2017-0025 DATE: 10/4/2018 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL. VALUE Jurisdiction Code 1CB IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee V Type of Review: LI Complete Review El Structural Only El Other Repetitive Fee , Repeats LI Hourly 2.5 Hrs. @ * EsGil Fee $1.05.00 I $262 501 * Based on hourly rate Comments: in addition to the above fee, an additional fee of is due ( hour /hr for the CalGreen reView. Sheet 1 of 1