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Home My WebLink About1289 Buena Vista Way; ; CBR2017-1350; Permit(city of Carlsbad Residential Permit Print Date: 04/19/2019 Permit No: CBR2017-1350 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Applicant: 1289 Buena Vista Way BLDG-Residential 1562310100 $108,480.00 1 WRIGHT: 640 SF ATTACHED 2DU Owner: Work Class: Second DweUing Unit Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: SAMUEL WRIGHT 2911 State St, A COOWNER WRIGHT SAMUELS Ill ET AL 1287 Buena Vista Way CARLSBAD, CA 92008-2338 760-213-1460 BUILDING PERMIT FEE $2000+ BUILDING PLAN CHECK FEE (BLDG) CARLSBAD, CA 92008 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES· outside CFD SB1473 BUILDING STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 · Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-MEDIUM Total Fees: $5,327.41 Total Payments To Date: $5,327.41 Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annu! their imposition, You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTlCE similar to this, or as to which the statute of limitation has previously otherwise expired. Closed -Finaled 06/19/2017 07/11/2018 AKrog 4/19/2019 2:29:13PM $0.00 $657.95 $60.56 $66.00 $166.00 $92.00 $182.00 $3,796.80 $5.00 $14.10 $232.00 $55.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov -/ ' THI;: FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0'PLANNING 1i7]' ENGINEERING IJ2]" BUILDING □FIRE □HEALTH 0 HAZMA T/APCD { City of Plan Check Clo~ 'Zl)\7-loRI . Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value f\10'1>,J..1~(),. (f) Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit 400. CJ() email: building@carlsbadca.gov www.carlsbadca.gov Date (Qtllntt, iJQBAD~~ SUITE#/SPACE#/UNIT# IAPN ' 12-!?,~~WI>-'-1(,• ,~ 1,-i.,. l ,s (p -2. ~ I -Cl, l -oc CT/PROJECT# I LOT# l PHASE# I# OF UNITS I Ii BEDROOMS # BATHROOMS I TENANT BUSINESS NAME I CONSTR. TYPE I OCC, GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) i:.-4-= ~"'po,..:-\,\.~ .I'> . ~:i,,•U • t---..-4i ..... --~1.-i"E..--~T • o~~ T"' e:~.-. , .... ......r ~(t,..-. ,,~G+t \;..'-- ~ \:.:r-..➔ l:. V (._ ( 1-..~,~~c.... \._"L) ~c.~~~ ~ '$oc (S-,,,. EXISTING USE PATIOS (SF) FIREPLACE I PROPOSED USE I GARAGE (SF) I DECKS (SF) YESD IAIR CONDITIONING I FIRE SPRINKLERS NO□ YES □No□ YES □No□ APPLICANT NAME PROPERTY OWNER Primary Contact .C::::::.:A,'-" ~1:...., .._,.,... r -C....,1. ""-',:' ~ ~..:.... >.....:, o\.., .. .._ ,"-+ ·r ADDRESS ADDRESS i l...'c, i i;;__,.;_,... "-\J,<,,. {"• ~.,... ... CITY STATE ZIP CITY STATE ZIP c::--;--...~ <...~ P....':;:t c...,. • Co\ l..'-Ob PHONE I FAX PHONE I FAX 7c.,.o • -Z.P,. (+(.. C> EMAIL EMAIL We,..,,.._.,.,.,~ ........ C ~CI./Q..(:::, r.i, ......... ~~ """'-' ' DESIGN PROFESSIONAL CONTRACTOR BUS. NAME "--------- ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE -[:" -PHONE I FAX -------EMAIL EMAIL I STATE uc:·# STATE LIC.# I CLASS I CITY BUS. UC.# (Sec, 7031.5 Business and Professions Code: Any City or Coun_ty which requires a permit to_ construct, alter, improve, demolish or repair any structure, pnor to its issuance, also requires the applicant for such per_m1t to file a si~ned statement that he is licensed pursuant to the prov1s1ons of the Contractor's License Law {Chapter 9, comme_nding with Section 7000 of Division 3 of the B_usiness and Professions Code) or that he 1s exemP.t 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 c1v1I penalty of not more than five hundred dollars ($500)). WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co _______ Policy No ______________ _ Expiration Date __________ _ This section need not be completed if the permit is for one hundred dollars ($100) or less 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the labor code, interest and attorney's fees. ~ CONTRACTOR SIGNATURE O AGENT DATE --- O W NE R -BU IL DER DECLARATION I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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 .-f 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), !,lJ 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 conlractor(s) licensed pursuant to the Contractor's License Law), □ I am exempt under Section--· ____ ,Business and Professions Code for this reason: 1. I personally ~~n to provide the major labor and materials for construction of the proposed property improvement. 0Yes 2. I (have I have not) signed an application for a building permit for the proposed work, 3. I have contracted with the following person (firm} to provide the proposed construction (include name address I phone/ contractors' license number): 4. 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 I address/ phone I contractors' license number): 5. I will provide some of the work, but I have c (hire e following persons to provide the work indicated (include name I address I phone I type of work)' _Kf PROPERTY OWNER SIGNATURE □AGENT DATE ft:,./ r, · I 1 ' > 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? □ Yes □ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes D 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 1 EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state th at the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: An OSHA permit is required for excavations over 5' 'deep and d olition oc construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Offici nder the pr this Code shall expire by limitation and become null and void W the building orWOfk authorized by such permit is not commenced within 180 days from the date of such permit or W the build in 'NOrl< auth by such · is suspended or abandoned at any time after the WOO( is commenced for a period of 180 days (Section 106.4.4 UnWoon Building Code). ______ DATE . (;,,•ft,,'~'---------~ STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS O PICK UP: □ CONTACT (Listed above) □ OCCUPANT (Listed above) □ CONTRACTOR (On Pg. 1) O MAIL TO: o CONTACT (Listed above) □ OCCUPANT (Listed above) □ CONTRACTOR (On Pg. 1) D MAIL/ FAX TO OTHER: ________________ _ .@S°APPLICANT'S SIGNATURE □ ASSOCIATED CB#------------- □ NO CHANGE IN USE/ NO CONSTRUCTION □ CHANGE OF USE/ NO CONSTRUCTION DATE ZIP ., , PERMIT IN$PECTION HISTORY REPORT (CBR2Q17•1350) ' ' ' Parmit Type· BLDG-Residential Application Date-: 0611912017 Owner: Work Class: Second Dwelling Unit Issue Date: 0711112018 Subdivision: Status: Closed -Finaled Expiration Date: 08112/2019 Address: IVR Number: 4473 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector 02112/2018 02/12/2018 03/26/2018 03/26/2018 03/28/2018 03/28/2018 04/19/2019 04/19/2019 April 19, 2019· -------····-···----···-------------- BLDG-17 Interior Lath/Drywall BLOG-18 Exterior Lath/Drywall BLDG-27 Shower Pan/Tubs 048607-2018 048503-2018 052669-2018 Checklist Item BLDG-Building Deficiency BLDG-27 Shower Pan/Tubs 052962-2018 BLDG-Final Inspection 089518-2019 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Passed Andy Krogh Passed Andy Krogh Failed Andy Krogh COMMENTS Requires standing water test, shower lathe incomplete and requires reinspection Passed Andy Krogh Passed Paul Burnette COMMENTS COOWNER WRIGHT SAMUEL B Ill ETAL KNOWLES TERRACE 1289 Buena Vista Way Carlsbad, CA 92008-1534 Reinspection Complete Complete Complete Reinspection Complete Passed NO Complete Complete Passed Nn No No No Nr; Page 2 of2 PERMIT INSPECTION HISTORY REPORT (CBR2017-1350) Permit Type: Work Class: Status: Scheduled Date ' SC ~ ' BLDG-Residential Second Dwelling Unit Closed -Finaled Actual Start Date Inspection Type Application Date: 06/19/2017 Owner: Issue Date: 07/11/2018 Subdivision: Expiration Date: 08/12/2019 Address: IVR Number: 4473 Inspection No. Inspection Status Primary Inspector COOWNER WRIGHT SAMUEL B 111 ETAL KNOWLES TERRACE 1289 Buena Vista Way Carlsbad, CA 92008-1534 Re inspection Complete ·-·--··-·--···--.. -·--··---·-···---------·----------------------------- 07/1212017 07/1212017 07/12/2017 08/16/2017 08/15/2017 09/08/2017 09/08/2017 10/06/2017 10/06/2017 01/16/2018 01/16/2018 01/24/2018 01/24/2018 April 19, 2019 BLDG-SW-Pre-Con 028716-2017 Checklist Item BLDG-Building Deficiency BLDG-21 Underground/Underf loor Plumbing BLOG-11 Foundation/Ftg/Pler s (Rebar) BLDG-31 Underground/Condu It• Wiring 028496-2017 031722-2017 031844-2017 Checklist Item BLDG-Building Deficiency BLDG-31 Underground/Condu It• Wiring 034167-2017 Checklist Item BLDG-Building Deficiency BLDG-33 Service Change/Upgrade 034213-2017 Checklist Item BLDG-Building Deficiency BLDG-16 Roof/ReRoof (Patio) BLDG-13 Shear Panels/HD (Ok to wrap) BLOG-84 Rough Combo(14,24,34,44) 036986·2017 046822·2018 046726-2018 Checklist Item BLDG-Building Deficiency BLDG-14 Frame--Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers Passed Andy Krogh COMMENTS Passed Andy Krogh Passed Andy Krogh Passed Andy Krogh COMMENTS Ufer Passed Andy Krogh COMMENTS From new main panel to existing house Passed Andy Krogh COMMENTS New 200 amp panel with feed to existing building Passed Andy Krogh Passed Andy Krogh Passed Andy Krogh COMMENTS Passed No Passed Yes Passed Yes Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Complete Complete Complete Complete Complete Complete Complete Page 1 of 2 EsGil Corporation In (J'artnersnip witn (io'Vernment for (}Jui(aing Safety DATE: 7/7/2017 JURISDICTION: CARLSBAD □ APPLICANT J]'""JURIS □ PLAN REVIEWER □ FILE PLAN CHECK NO.: CBR2017-1350 SET III PROJECT ADDRESS: 1289 BUENA VISTA WAY PROJECT NAME: SFD REMODEL AND NEW ACCESSORY DWELLING UNIT FOR WRIGHT □ □ □ □ □ ~ □ 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: Date contacted: j)- (by:--y,L) Telephone# Email: ~ Mail Telephone Fax In Person /tld'fe/ in t::JU..tn.Olr' REMARKS: Inspector to obtain plumbing fixture certification fo reviou nstalled complaint fixtures prior to final inspection. City staff please mark bo~lt!ns as.:..se.t Ill. Slip sheeting is required. rf../V' ~ - By: Jason Pasiut Enclosures: EsGil Corporation 0 GA O EJ O MB O PC LOG 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ' EsGil Corporation In a>artnersfiip witfi government for <Buifd'ing Safety DATE: 7/6/2017 JURISDICTION: CARLSBAD □_,,APPLICANT ;z1 JURIS. □ PLAN REVIEWER □ FILE PLAN CHECK NO.: CBR2017-1350 SET: II PROJECT ADDRESS: 1289 BUENA VISTA WAY PROJECT NAME: SFD REMODEL AND NEW ACCESSORY DWELLING UNIT FOR WRIGHT □ □ □ □ □ ~ □ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: SAM WRIGHT EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: SAM Telephone#: 760 213 1460 l)lite c911tacted:;,,{ te (byfx:_.L Email: WRIGHTHAUS@ROADRUNNER.COM ~aii-/ ~~o~ Fax In Person REMA~ By: Jason Pasiut (for BD) Enclosures: EsGil Corporation 0 GA O EJ O MB O PC 6/28/2017 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ' CARLSBAD CBR2017-1350 7/6/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final. This will be verified again on final set. ROOFS/DECKS/BALCONIES 4. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters shall have cross ventilation opening protected against the entrance of rain or snow. Ventilation openings shall have a least dimension of 1/16" minimum and ¼" maximum. R806.1 Please show this on the plans. ' CARLSBAD CBR2017-1350 7/6/2017 5. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to¼" maximum openings. Section R806.1. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters shall have cross ventilation opening protected against the entrance of rain or snow. Ventilation openings shall have a least dimension of 1/16" minimum and ¼" maximum. R806.1 Please show this on the plans. PLUMBING 6. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 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 Jason Pasiut (for BD) at EsGil Corporation. Thank you. EsGil Corporation In <Partners nip witn government for <Bui{aing Safety DATE: 6/27/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: CBR2017-1350 PROJECT ADDRESS: 1289 BUENA VISTA WAY SETI •<••--·-----•··-···-.. ------ □ APPLICANT ZJ JURIS. (' □ PLAN REVIEWER □ FILE PROJECT NAME: SFD REMODEL AND NEW ACCESSORY DWELLING UNIT FOR WRIGHT D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: SAM WRIGHT D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: SAM Telephone#: 760 213 1460 Date co -{, Zt / 17 (by:~ Email: WRIGHT~@ROADRUNNER.COM <{:;-Mail Telephon Fax In Person ~lll[Cq? ~ I 0 REMARKS: ½-A,vS By: Bert Domingo EsGil Corporation 0 GA O EJ O MB O PC Enclosures: 6/20/2017 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CARLSBAD CBR2017-1350 6/27/2017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: CBR2017-1350 JURISDICTION: CARLSBAD PROJECT ADDRESS: 1289 BUENA VISTA WAY FLOOR AREA: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/27/2017 FOREWORD (PLEASE READ): STORIES: HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/20/2017 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy} where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBR2017-1350 6/27/2017 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE ·----·------- JURISDICTION: CARLSBAD PREPARED BY: Bert Domingo PLAN CHECK NO.: CBR2017-1350 DATE: 6/27/2017 BUILDING ADDRESS: 1289 BUENA VISTA WAY BUILDING OCCUPANCY: R 3 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier city estimate Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by_?!_~-i~~!1_c_: ____ :;7 Type of Review: D Repetitive Fee -~ Repeats Complete Review D Other □ Hourly EsGil Fee Reg. Mod. VALUE ($) 108,480 108,480 $658.01 I $427.71 I D Structural Only $368.491 Comments: In addition to the above fee, an additional fee of $43 is due (.5 hour@ $86/hr.) for the CalGreen review. Sheet 1 of 1 macvalue.doc + CARLSBAD CBR2017-1350 6/27/2017 • PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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. 2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final. 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be checked on the final. ROOFS/DECKS/BALCONIES 4. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 5. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to¼" maximum openings. Section R806.1. CARLSBAD CBR2017-1350 6/27/2017 • PLUMBING 6. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil Corporation. Thank you. Samuel Wright 1287 Buena Vista Way Carlsbad, California 92008 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Subject: Foundation Excavation Observation Proposed Residential Addition 1287 Buena Vista Way City of Carlsbad, California 92008 July 31, 2017 ProjectNo. 17-1106E4 References: I. "Foundation Plan and Details Review, Proposed Residential Addition, 1287 Buena Vista Way, City of Carlsbad, California 92008", Project No. 17-1106E4, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 15, 2017. 2. "Limited Geotechnical Investigation, Proposed Residential Addition, 1287 Buena Vista Way, City of Carlsbad, California 92008", Project No. l 7-JI06E4, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 7, 2017. Dear Mr. Wright: In accordance with your request, we have observed the foundation excavation for the proposed addition to the existing single-family residence at the subject site. The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 2). If we can be of further assistance, please do not hesitate to contact our office. Marnadou Saliou Diallo, P .E. RCE 54071, GE 2704 MSD/md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Samuel Wright 1287 Buena Vista Way Carlsbad. California 92008 June 15, 2017 Project No. 17-1106E4 Subject: Foundation Plan and Details Review Proposed Residential Addition 1287 Buena Vista Way City of Carlsbad, California 92008 Reference: "Limited Geotechnical Investigation, Proposed Residential Addition, 1287 Buena Vista Way, City of Carlsbad, California 92008", Project No. 17-1106E4, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 7, 2017. Dear Mr. Wright: In accordance with your request, we have reviewed the foundation plan and details prepared by Wright Design of Carlsbad, California and David Thomas Engineering, A.P.C. of San Diego, California respectively for the proposed residential addition at the subject site. The foundation plan and details were found to be in accordance with the recommendations provided in the referenced geotechnical report. Our finn should observe the foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contact our office. Mamadou Saliou Dia RCE 54071, GE 2704 MSD/md CBR2017-1350 1289 BUENA VISTA WAY -IGHT: 640 SF ATTACHED 2DU 1562310100 6/19/2017 CBR2017-1350 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Samuel Wright 1287 Buena Vista Way Carlsbad, California 92008 Subject: Limited Geotecbnical Investigation Proposed Residential Addition 1287 Buena Vista Way City of Carlsbad, California 92008 Dear Mr. Wright: June 7, 2017 ProjectNo.17-1106E4 In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed residential improvement. Our investigation has found that the area of the proposed addition is underlain by an approximately 2-foot layer of topsoil and dense terrace deposits to the explored depth of 6 feet. It is our opinion that the construction of the proposed addition is geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-1106E4 TABLE OF CONTENTS INTRODUCTION .............................................................................................................................................. 3 SCOPE OF SERVICES ...................................................................................................................................... 3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION ........................................................................ 3 FIELD INVESTIGATION AND LABORATORY TESTING ........................................................................ 4 GEOLOGY ........................................................................................................................................................ .4 Geologic Setting .................................................................................................................................... 4 Site Stratigraphy ................................................................................................................................... .4 SEISMICITY ...................................................................................................................................................... 5 Regional Seismicity ............................................................................................................................... 5 Seismic Analysis ................................................................................................................................... 5 2016 CBC Seismic Design Criteria ...................................................................................................... 6 Geologic Haz.ard Assessment. ............................................................................................................... 6 GEOTECHN!CAL EVALUATION .................................................................................................................. 7 Compressible Soils ................................................................................................................................ 7 Expansive Soils ...................................................................................................................................... 7 Groundwater .......................................................................................................................................... 7 CONCLUSIONS AND RECOMMENDATIONS ............................................................................................ ? CLEARING AND GRUBBING ......................................................................................................................... 8 EROSION CONTROL ....................................................................................................................................... 8 FOUNDATIONS AND SLABS ........................................................................................................................ 8 SETTLEMENT ................................................................................................................................................... 9 PRESATURATION OF SLAB SUBGRADE ................................................................................................... 9 TEMPORARY SLOPES .................................................................................................................................... 9 TRENCH BACKFILL ........................................................................................................................................ 9 DRAINAGE ...................................................................................................................................................... 10 FOUNDATION PLAN REVIEW .................................................................................................................... 10 LIMITATIONS OF INVESTIGATION ......................................................................................................... 10 ADDITIONAL SERVICES ............................................................................................................................ 11 PLATES Plate 1-Location of Exploratory Boreholes Plate 2-Summary Sheet (Exploratory Borehole Logs) ...................................................................... 12 Plate 3 -USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS .............................................................................................. 13 REFERENCES ................................................................................................................................................. 14 2 SAMUEL WRIGHT! 1287 BUENA VISTA WAY PROJECT NO. 17-ll06E4 INTRODUCTION This is to present the findings and conclusions of a limited geotecbnical investigation for a proposed addition to the existing residence located at 1287 Buena Vista Way, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed improvement. SCOPE OF SERVICES The following services were provided during this investigation: 0 Site reconnaissance and review of published geologic, seismological and geotecbnical reports and maps pertinent to the project area 0 Subsurface exploration consisting of two (2) boreholes within the limits of the proposed area of improvement. The boreholes were logged by our Staff Geologist. 0 Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. 0 Laboratory testing of samples representative of the types of soils encountered during the field investigation 0 Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed improvement SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is an irregular-shaped residential lot located on the south side of Buena Vista Way, in the City of Carlsbad, California. The property which encompasses an area of 12,200 square feet is occupied by a one and two-story, single-family residence. The site is gently sloping to the southwest. Vegetation consisted of shrub and a few trees. The parcel is bordered by Buena Vista Way to the north, Cynthia Lane to the south and similar residential developments to the remaining directions. The site plan prepared by Wright Design of Carlsbad, California indicates that the proposed construction will include an accessory dwelling unit addition to the front of the single-family residence. The structure will be one-story, wood-framed and founded on continuous footings with a slab-on-grade floor. 3 SAMUEL WRIGHT/ 1287 BUENA VJSTA WAY PROJECT NO.17-1106E4 FIELD INVESTIGATION AND LABORATORY TESTING On May 17, 2017, two (2) boreholes were excavated to a maximum depth of approximately 6 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No. 5) indicates that the site is underlain by Pleistocene terrace deposits (Qt1). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil observed in the boreholes was approximately two (2) feet thick and consisted of dark brown, silty sand that was moist, loose and porous in consistency with some organics (rootlets). Terrace Deposits (Ot1) Terrace deposits were underlying the topsoil layer. They generally consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency. 4 SAMUEL WRIGHT/ 1287 BUENA VJSTA WAY PROJECT NO. 17-l 106E4 SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 and 1.6 million years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Newport-Inglewood Fault located approximately 8.2 kilometers (5.1 miles) to the west. The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Hazard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within a 50-mile radius of the subject site. The site may be subjected to a Maximum Probable Earthquake of 7.5 Magnitude along the Newport-Inglewood Fault, with a corresponding Peak Ground Acceleration of 0.44g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.29g. 5 SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-1106E4 2016 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the location of the Newport- Inglewood Fault Zone approximately 8.2 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential addition should be designed in accordance with seismic design requirements of the 2016 California Building Code or the Structural Engineers Association of California using the following seismic design parameters: . ' ,c,,,,,..,,,., -~ _; .,, ··.: ";:: ., ,. >.·/-,/-''i-' cc .. Site Class Mapped Spectral Acceleration For Short Periods, s, Mapped Spectral Acceleration For a !-Second Period, S1 Site Coefficient, Fa Site Coefficient, Fv Adjusted Max. Considered Earthquake Spectral Resoonse Acceleration for Short Periods, SMS Adjusted Max. Considered Earthquake Spectral Resoonse Acceleration for !-Second Period, SM1 5 Percent Damped Design Spectral Response Acceleration for Short Periods, Sos 5 Percent Damped Design Spectral Response Acceleration for I-Second Period, S01 Geologic Hazard Assessment Ground Rupture ,:v:ALUE . lil.ClKr&~.'1-CQ-.... D Table 20.3-1/ ASCE 7, Chanter 20 1.138g Figure 1613.3.1(1) 0.437g Figure 1613.3.1(2) 1.045 Table 1613.3.3(1) 1.563 Table 1613.3.3(2) 1.189g Equation 16-37 0.683g Equation 16-38 0.793g Equation I 6-39 0.455g Equation 16-40 Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying bedrock materials, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed improvement or adjacent properties. 6 SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-ll06E4 Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to seiches (waves in confined bodies of water). GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the construction of the proposed addition is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the proposed addition, footings should be embedded into the dense terrace deposits. The foundation may consist of reinforced continuous or spread footings with conventional reinforced slabs. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the dense terrace deposits, which underlie the site at a shallow depth. However, loose topsoil was encountered to a depth of approximately 2 feet below surface grades. The topsoil is compressible. As a result, footings for the proposed addition should be extended to the dense terrace deposits to prevent any remedial grading. Expansive Soils An expansion index test was performed on a representative sample of the terrace deposits to determine volumetric change characteristics with change in moisture content. An expansion index of O was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The building pad is located at an elevation of approximately 100 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed addition provided the recommendations set forth are implemented during construction. 7 SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-1106E4 CLEARING AND GRUBBING The area of the proposed one-story addition should be cleared of vegetation and deleterious materials. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to construction. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials. Our field investigation indicates that dense terrace deposits are underlying the area of the proposed addition at shallow depths. These soils will be adequate for support of the proposed addition. However, for slab support, we recommend overexcavation and recompaction of subgrade to a minimum depth of 2 feet. EROSION CONTROL Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. FOUNDATIONS AND SLABS a. Continuous and spread footings are suitable for use and should extend to a minimum depth of 12 inches for the proposed one-story addition into the dense terrace deposits. Continuous footings should be at least 12 inches in width and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 18 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. These recommendations are based on geotechnical considerations and are not intended to supersede the structural engineer requirements. New footings should be dowelled to existing footings in accordance with the structural engineer requirements. b. Interior concrete slabs should be a minimum 5 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a IO-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. 8 SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO.17-1106E4 c. Where moisture sensitive floor coverings are anticipated over the slabs, the I 0-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. d. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the dense terrace deposits as set forth in the 2016 California Building Code, Table 1806.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 6,000 lb/ft2. e. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of subgrade soils is normal and should be anticipated. However, since the footings for the proposed addition are anticipated to be supported by the dense terrace deposits, total and differential settlement should be within acceptable limits. PRESATURATION OF SLAB SUBGRADE Due to the granular characteristics of the subgrade soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following foundation excavation. TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1: 1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. 9 SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-1106E4 DRAINAGE Adequate measures should be undertaken after the addition and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. As required in the 2016 California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least IO feet should be provided. If this requirement cannot be met due to site limitations, drainage can be done through a swale in accordance with Section 1804.4 of the 2016 California Building Code. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plan and details during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage oftime, whether they are due to natural processes or the works of 10 SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-1106E4 man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our finn, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. 11 -----t.¾-,------- BtJ&tV/}-V/77,1/ fr4-Y ·~---N 7r" -\" , I I ' ' EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTI.EY RD .. SUITE I. SANTEE. CA 92071 (619) 258-7901 Fox (619) 258-7902 - ' 1 •• , II Sc'-A-t.c jl';c 3{Jr ~!() .,,.. · -v't#c 7 -;i.;1 ;- />L.,#2? /VtJ, I DEPTH Surface 1.5' 2.0' 3.0' 6.0' DEPTH Surface 1.5' 2.0' 5.0' SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-J106E4 PLATENO.2 SUMMARY SHEET BOREHOLE NO. 1 SOIL DESCRIPTION TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets " " " " " " TERRACE DEPOSITS (Qt1) reddish brown, moist, medium dense, silty sand " " " " " bottom of borehole, no caving, no groundwater borehole backfilled 5/17 /l 7 BOREHOLE NO. 2 SOIL DESCRIPTION TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets " " " " " TERRACE DEPOSITS (Qt1) reddish brown, moist, medium dense, silty sand bottom of borehole, no caving, no groundwater borehole backfilled 5/17 /17 " y 118.7 y 110.7 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN% 12 M 8.8 13.5 M 8.8 SOIL CLASSIFICATION CHART MAJOR DIVISIONS COARS• GRAINED S011.S """'™'"""' OF MATERIAL. IS LAAGIR THAN NO. 2DDSIM81Z!! FINE GRAJNED S011.S MORETHANSHl OF MATERIAL IS iMAU,,ERTHANNO, 200 SIEVE SIZE GRAVEL AND GRAVELLY S011.S MORE THAN~ r:iF COARSE "'-""10N ~AlNED ON NO. 4 S<l!VE SANO ANO SANOY SOILS ~Tl1AN~I OF COARSE l'MCTION PASSING 0NN0.4SIE\II SILTS AND CLAYS SILTS AND CLAYS CLEN,,I GRAVELS (LJTTLE OR NO FINES) GRAVELS WITH FINES (APPRECIA!ILEAMOUNT OF FINES) CLEAN SANOS (l.ITTLI: OR NO FINES) SANDS WITH FINES (APl"RECIMLE AMOUN":" 011' FlNES) LIQUIDL!MIT I.ESITliAN .. LIQUID LlMrr GR!ATER Tl'iAN 50 H\GHLY OR.GANIC SOlL.S SYMBOLS LETTER GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT NOTE: DUAi. SVMIOI.S ARE USEC TO INOICATE BORCERI.\NE SOIL C\.ASSIFICATlONS CLASSIFICATION RANGE OF GRAIN SIZES U.S. STANDARD GRAlN SIZE IN SIEVE SIU MILLIMETERS BOULDERS Above 12 inchcs I Above 305 COBBLES 12 lnches To 3 Inches I 305 To 76.2 GRAVEL 3 Inches to No. 4 I 76.2104,76 c-3 lnchcs ta¾ Inch 76.2to 19.! Fin• ¼ Inch to No. 4 !9.1 to4.76 SAND No. 4 to No. 200 4.76 to 0.074 Coarse No.4toNo. l0 4.76to2.00 Medium No. 10 to No. 40 2.00 to 0.420 Fine No. 40 to No. 200 0.420to 0.074 SILT AND CLAY Below No. 200 Below 0.074 GRAIN SIZE CHART EAST COUNTY son.. CONSULTATION &. ENGINEERING, INC. 1092S Hf.Rn.BY RD., SUrTE I, SANTEE. CA,92071 _(619) 258-~I Pu (619) 25!-7902 • TYPICAL DESCRIPTIONS WELL--GIW:IEO QRAVELS, GRAVEL. SAND MIXTURES, LITTLE OR NO F!NES POORLY-GRADED GRAV&:LS, GRAVEL. SANO MOO'\JReS, U~ OR NO FINU SILTY GRAVEI.S, GRA.V!L •SANO· SILT i,tlXTUFlU CLAVEY GRAVELS, GRAVEL-SAND - CLAY MIXTURES WE\J.-GRADEO SANOS, GRAVELLY SAN08, LITTLI QR NC FINES POORLY-CRA0&0 IANOS. GAAVEl.l.Y SAND. LlffiE OR NO FINES 811. TY SANOS, SANO • SILT MIXTURES CLAYEY SANOS, SANO· CLAY MomJRII lNORGNIIIC SIL Tl ANO VERY l'INE SANDS, ROCK FLOUR. Ill TY OR Cl.AVEY FINE SANOS 0R Cl.AVEY SILTS WITH SUGKT PLASTICITY !NORGAN!I; CV.VI OF I.OW TC MEDIUM PLASTICl'T'f, GRAVELLY CLAYS, SANDY CLAYS, IS11 . .'l'Y Cl.AYS, LIAN Cl.A.VS ORQANIC Stl TS ANO ORGANIC H.. TY Cl.A.YI OF 1.0WPL.ASTICITY INORGANIC SIi.TS, MlCACEOUB OR CIATOMACEOUS FINE SNoiO 0R 811.TV S011.9 INORGANIC CI.AYS OF HlQH PI.ASTlCIT'I' ORGANIC CLAYS OF MiOIUM TO HIGH PWTICrTY, ORGANIC SIi. TS PEAT, HUMUS, ff/NAP s011.s W\Tl'1 HlGH ORGN,i!C CONTENTS " / / / / ' " /i " / I ,, I ' A 1~111~~ i / " / / IIIM-r ; I C IC :to JO ..0 !IC 10 70 &0 10 10C LJCU~ UIIIIT (U.), I. PLASTICITY CHART SAMUEL WRIGHT/ 1287 BUENA VJSTA WAY PROJECT NO.17-1106£4 INITIAL MOISTURE CONTENT(%) 8.1 l" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 uses PAGE L-1 LABO RA TORY TEST RESULTS EXP ANSI ON INDEX TEST (ASTM D4829) SATURATED MOISTURE CONTENT{%) 17.3 INITIAL DRY DENSITY EXP ANSI ON {PCF) INDEX 120.6 0 PARTICLE SIZE ANALYSIS (ASTM D422) 100 98 97 97 91 55 33 28 SM 13 LOCATION BH-1 @3.0' 100 99 99 94 62 42 38 SM • SAMUEL WRIGHT/ 1287 BUENA VISTA WAY PROJECT NO. 17-1 /06E4 REFERENCES 1. "2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. 2. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P. Kennedy and Siang S. Tan, 2008. 3. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. 4. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. 5. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. 6. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. 7. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change I September 1986. 8. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and J.M. Idriss, 1982. 14 E David Thomas Engineering, A.P .C. Structural Engineering Servicei Structural Calculations (SDU Addition) Project Wright Residence/ 17130 1287 Buena Vista Way Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 4-28-17 Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 106, San Diego, California 92130 Office Phone: (619) 940-6257 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com Job Wright Residence -SDU 17130 Sheet No. 1 of '}.P ------"S--' David Thomas Engineering Calculated by __ ~D~T-Date 4: /-i-e) '7 TABLE OF CONTENTS PAGE 1, PROJECT SCOPE/ DESIGN CRITERIA....................... .. .. .. . . .. . .. .. .. .. .. . . .. . .. . .. . . . -Z. 2, DESIGN LOADS ............ ,,,.,,, .. , .. , ................. , ........... , .. , .. , ..... , ..... , ..... , .......... . 3. VERTICAL ANALYSIS: A HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) .... . 4-n .. B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) .................... .. 4, LATERAL ANALYSIS: A. SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION ......... .. B. LATERAL LOAD-RESISTING DESIGN: I. SHEAR WALL DESIGN,, .... ,,,,, ...... , ...... , , ........... , , ..................... . II. CANTILEVERED STEEL COLUMN ELEMENTS .. , .. , ..... , ... , ... ,, ........ __ _ Ill. STEEL MOMENT FRAMES ........ , ..... , ... , , ...... ,, . , ,, , ................... , IV ________ ........ , ... , ......................... , ......... , .... . 5. FOUNDATION DESIGN: A. CONTINUOUS & SPREAD FOOTINGS ................................................ . 8. RETAINING WALLS .......................................... , ............................... -~-- C, CONCRETE GRADE BEAMS ............ , ..... , .............. , .................... , ..... , .. __ _ D, DEEPENED CONCRETE PIERS/CAISSONS .. , ......... , ................. , ....... , ... ~~-- E. _____________ ,.......................................... - 6. SCHEDULES: A SHEARWALL SCHEDULE. ..... , ............................................. ,.. ...... .... ! fl, B. HOLD DOWN SCHEDULE .. ,, ............. , ..... , ... , ..... , .............. , .. , ..... ,......... -Ll; C, SPREAD FOOTING SCHEDULE ...................................................... .. Job Wright Residence -SOU 17130 SheetNo. ____ -Z~of ?JJ David Thomas Engineering Calculated by __ __,Ds,..T._ Date ____ _ PROJECT SCOPE Provide vertical and lateral load calculations for a proposed lateral one-story addition to an existing two-story single family residence at 1287 Buena Vista Way, Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of eonventional stick-frame, and the foundation system to consist of a conventional slab-on-grade with deepened perimeter footings. A soils report was provided for this project. Therefore, the foundation design will be based on the allowable soils bearing capacity and other recommended soil values as specified in the soils report prepared for this project. David Thomas Engineering makes no representations concerning the suitability of the soils and/or allowable soil values recommended by the soils engineer. These calculations have been prepared for the exclusive use of Sam Wright and his design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. GOVERNING CODE: CONCRETE: MASONRY: REINFORCING STEEL: STRUCTURAL STEEL: SAWN LUMBER: E.W.P.: GLULAMS: SOIL: DESIGN CRITERIA SUMMARY 2016C.B.C. fc = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, fm = 1500 PSI, SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE 8, Fy = 35 KSI (STRUCTURAL PIPES) DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2012 NOS. BOISE-CASCADE: SCI-JOIST (ICC-ESR-1336), VERSA-LAM (ICC-ESR-1040) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOILS REPORT BY: t ,l\s;., Cott1-r,v S o(t. C-a,i$4i TA-f"ra,-J DATED: Cof 7(' 1 ALLOWABLE BEARING PRESSURE = '7,_,.oa,c> PSF ACTIVE SOIL PRESSURE (CANTILEVER) = PCF ACTIVE SOIL PRESSURE (RESTRAINED) = PCF PASSIVE SOIL PRESSURE = z..,,;-o PCF COEFFICIENT OF FRICTION = 0 ?,:,' Job Wright Residence -sou 17130 Sheet No. ____ ..,,3'--of W Calculated by __ ......,,,Dc.,.T_ Date ___ _ David Thomas Engineering DESIGN LOADS CASE1 CASE II MATERIAL: 'flA USl'-fll-•F $11tl'!. ROOF SLOPE: f' .... --. 4_,.,"L DEAD LOAD: ROOFING MATERIAL ........................................................................... . (0,0 PSF 1~.0, PSF SHEATHING ... · .............................................................................................. . 1.5 1.5 RAFTERS/C.J. (or) TRUSSES ··············· .. ····· .................................................. . 4.0 4.0 INSULATION ................................................................................................... . 1.5 1.5 DRYWALL ....................................................................................................... . 2.5 2.5 OTHER (ELEC., MECH., MISC.) ................................................................... .. 0.5 0.5 TOTAL DEAD LOAD: 'l.<>.0 PSF '2--<> . 0 PSF LIVE LOAD: =.o PSF zo.0 PSF TOTAL LOAD: 4':, .0 PSF 4o .0 PSF FLOOR DECK FLOOR MATERIAL: DEAD LOAD: FLOORING FINISH ........................................................................................ . PSF PSF LT. WEIGHT CONCRETE ( __ in.) .............................................................. . SHEATHING .................................................................................................. . 2.0 2.0 JOISTS ............................................................................................................. . 3.5 3.5 DRYWALL ........................................................................................................ . 2.5 2.5 3.0 OTHER (ELEC., MECH., MISC.) ........................................................................ -==--3.0 TOTAL DEAD LOAD: .0 PSF .o PSF LIVE LOAD: .0 PSF .0 PSF TOTAL LOAD: .0 PSF .0 PSF EXTERIOR WALL FINISH: S-<t,_=,{,;,r,rM"'i ___ _ STUDS .............................................................................................................. 1.0 PSF 1.0 PSF DRYWALL ....................................................................................................... 2.5 2.5 INSULATION .................................................................................................... 1.5 1.5 EXTERIOR FINISH ············ .. ······•·••··················· ............... ••· ... ... ... ... ... ... .. . .... t oO .o OTHER............................................................................................................... 1.0 1.0 TOTAL LOAD: /1);> .0 PSF .0 PSF INTERIOR WALL STUDS ................................................................................................................................ . DRYWALL ............................................................................................................................ . OTHER ..................................................................................................................................... . TOTAL LOAD: 1.0 PSF 5.0 1.0 ,,D PSF Job Wright Residence -sou 17130 f 1-D Sheet No. ______ of _____ _ David Thomas Engineering Calculated by __ __,D""T,__ Date ____ _ Beam Design DESIGN LEVEL: 'fZ--0c,,=: FlZ-A,..,rl&, LABEL: 'R-e,~ I W,= P, = SPAN= _/_5'_._u __ FT. p -r. ., 2 -'?:)' f z_' \ X "'I I 'Z " '-A /M S ( ,;;:-re; 12,-b !) TC::, USE: 5'4 11~ Cf 1f1-11VI-Afl\1GRADE: 3roo, '1-,of: c: _-__ ALT: _______ GRADE: ____ c: __ LABEL: 'RB, -'l. SPAN= __ ( +._,_~ __ FT. V{ I t 1 VMAX = ,, lbs. E = 1.-,-c>0O ksi MMAX = IQ, ~?>o ft-lbs. IReQ·o = -in4 W, = (4-o f•F-t-1 o -pi:r) ( ""1 lz.) ( I~/...) _. Ir? I 3 L-1' 5 ~"rl.(U..O- W2 = CEIL..,,. P1 = P2= ------------"J; r l eo'-<o'' :} '7'-o '' $ l.f-&'' I 1I 1/ II USE:?1 4 X"f 1, '{LAW. GRADE:]M,z.,oE C: __ I ALT: _______ GRADE: ____ C: __ _ LABEL: ___ _ W1= W2= P1 = P2= SPAN= _____ FT. USE: _______ GRADE: ____ C: __ ALT: _______ GRADE: C: __ RL = -'l:f'\ {.q lbs. RR= -z.., 41"1 lbs MMAX = 7, ?:>:5"0 ft-lbs. IRec,·o = ___ in4 RL = ____ lbs. RR= ____ lbs VMAX = ___ lbs. E = ____ ksi MMAX = ___ ft-lbs. IREQ'D = __ in4 DAVID THOMAS ENGINEERING, APC Structural Engineertng Services Office: (619) 940-6257 E \ Cell: (858) 336-9902 davld@dtengsd.com www.dten sd.com Wood Beam ,. ,,, .. ; Descrtption : RB-1 CODE REFERENCES Project Title: En~ineer: PrQJect Descr: WrightSDU Davia Th~as, S.E. Sheet of 7.£) Project ID: 17130 P1inled. 14 JIJN 2:017. 1:41PM IEgnyla\Shared\DTE T earn FoldeJ\O -Project Folders\2017\17130-Wright SOU~Wright\Engineering\wrighl sdu.ec6 ENERCALC, INC. 1983-2017, Buffd:6.17.2.28, Ver:6.17.2.28 -. . . . . . Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination !BC 2015 Fb-Tension Fb-Compr Fe-Prll Fc-Perp 3,100.0 psi 3, 100.0psi 3,000.0psi E : Modulus of Elasticity Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Completely Unbraced D0.18 Lr0.18 T S.750X 7.50 Span= 15.0 ft 750.0 psi 285.0psi 1,950.0psl Ebend-xx 2,000.0ksi Eminbend-xx 1,036.83ksi Density 41.750pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifonn Load : D = 0.020, Lr= 0.020 ksf, Tlibutarv Width = 9.0 ft Qt;S/GN Sl!MM4RY Design OK Maximum Bending Stress Ratio = 0.4021 Maximum Shear Stress Ratio = 0.168: 1 Section used for this span 8.750 X 7.50 Section used for this span 8.750 X 7.50 fb: Actual = 1,559.42psi fv: Actual 59.76psi FB : Allowable = 3,875.00psi Fv : Allowable = 356.25psi Load Combination +D+Lr+H Load Combination +D+Lr-<H Location of maximum on span = 7.500ft Location of maximum on span 14.398ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.335 in Ratio;:: 536>•360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.706 in Ratio:::: 255>•240. Max Upward Total Deflection 0.000 in Ratio= O <240.0 Maximum Forces & Stresses for Load Combinations load Combination Max S1ress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C I CL M lb F'b V fv F'v -1{)+/i 0.00 0.00 0.00 0.00 Length= 15.0 ft 0.293 0.122 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.60 818.85 2790.00 1.37 31.38 256.50 -l{J+L+/i 1.000 1.00. 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length• 15.0 ft 0.264 0.110 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.60 818.85 3100.00 1.37 31.38 285.00 -l{J+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 1 0.402 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.66 1,559.42 3875.00 2.61 59.76 356.25 -l{J+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 0.230 0.096 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.60 818.85 3565.00 1.37 31.38 327.75 -1{)+0.750lr4(),750L +H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.355 0.148 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.39 1,374.28 3875.00 2.30 52.66 356.25 -1{)+0.750L 4().750S+/i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 DAVID THOMAS ENGINEERING, APC , Struclural Engineering Services I Office: (619) 940-6257 /D , Cell: (858) 336-9902 david@dtengsd.com www.dten sd.com Wood Beam ,. ,, .... Description : RB-1 Load Combination Max Stress Ratios Segment length Span# M V Length= 15.0 ft 1 0.230 0.096 ->0..0.60W+H Length= 15.0 ft 0.165 0.069 ->0..0.70E+H Length= 15.0 ft 1 0.165 0.069 ->0..0.750lr..0.750l..0.450W+H length= 15.0 ft 1 0.277 0.115 ->D..0.750L ..0.750S..0.450W+H Length= 15.0 It 1 0.165 0.069 ->D..0.750L ..0.750S..0.5250E+H Length = 15.0 fl 1 0.165 0.069 ..0.60D..0.60W..0.60H length= 15.0 ft 0.099 0.041 ..0.60D..0.70E..0.60H Length= 15.0 fl 1 0,099 0.041 Overall Maximum Deflections Cd 1.15 1.60 1,60 1.60 1.60 1.60 1.60 1.60 CFN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 C1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: En9ineer: PrOject Descr: Wright SOU Davfd Th{gas, S.E.,, " Sheet of ~bE_~- Proiecl ID: 17130 Pri11ted. '14JUN2017. 1:41PM IEgnyte\Shared\DTE T earn Folder\O -Project Folders\2017\17130-Wrighl SDU-Wright\Engineeling\wrighl sdu.ec6 ENERCALC. INC. 1983-2017, Build:6.17.2.28, Vec.6. 17.2.28 · · t • I e • Moment Values Shear Values c, Cm C t CL M fb F'b V 1v F'v 1.00 1.00 1.00 1.00 5.60 818.85 3565.00 1.37 31,38 327.75 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 1.00 1.00 1.00 1.00 5.60 818.85 4960.00 1.37 31.38 456.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1,00 1.00 5.60 818.85 4960.00 1.37 31.38 456,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 1.00 1.00 1.00 1.00 9.39 1,374.28 4960.00 2.30 52.66 456.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 5.60 818.85 4960,00 1,37 31.38 456.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 5.60 818,85 4960.00 1.37 31.38 456,00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 3.36 491.31 4960,00 0.82 18.83 456.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 3.36 491.31 4960.00 0.82 18.83 456.00 Load Combination Span Max.•-~ Deft Location in Span load Combination Max."+" Deft Location fn Span ->0+1.r+H Vertical Reactions Lead Combination overall MAXimum Overall MINimum ->D+H ->D+l.+H ->D+l.r+H ->D->S+H ->();{), 750Lr..0.750l +H ->D<-0.750L ..0.750S+H ->();{).60W+H ->D..0.70E41 ->0..0 .750Lr ..0. 750l <-0.450W+H ->0..0.750L ..0.750S<-0.450W+H -<0..0.750l ..0.750S..0.5250E+H ..0.60D..0.60W..0.60H ..0.60D<-0.70E..0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly 0.7058 7.555 Support 1 2.843 0.896 1.493 1.493 2.843 1.493 2.505 1.493 1.493 1,493 2.505 1.493 1.493 0.896 0.896 1.493 1.350 Support notation : Far left is #1 Support2 2.843 0.896 1.493 1.493 2.843 1.493 2.505 1.493 1.493 1.493 2.505 1.493 1.493 0.896 0.896 1.493 1,350 0.0000 0.000 Va(ues in K!PS DAVID THOMAS ENGINEERING, APC Structural Engineering Services / Office: (619) 940-6257 / D, Cell: (858) 336-9902 david@dtengsd.com www.dten sd.ccm Project Title: En~ineer: Project Descr. Wright SOU David Thomas, S.E. n n Sheet _=t_ of _'LJv __ Project ID: 17130 Pfin!ed: 14 JUN 2017. 1:32PM Wood Beam 1Egnyte\Shared\DTE Team Folder\O -Project Folders\2017\1713o-'Might SDU-Wrighl\Engineering\wright sdu.ec6 ENERCALC, INC.1983-2017, Build:6.17.2.28, Ver.6.17.228 ····••,; Description : RB-2 CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination lBC 2015 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced 5.25){9.5 Span= 8.50 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 2 Point Load: D = 0.7880, Lr= 0.5250 k @l 6.0 ft DESIGN S1./MMl',RY Maximum Bending Stress Ratio Section used for this span lb: Actual = 0.323 1 FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection 5.25x9.5 = 1,236.68psi = 3,825.26psi <{)+Lr+H, LL Comb Run ('L) = 8.500ft = Span#1 . . . . . . . Fb-Tension Fb-Compr Fc-Prll Fe-Perp Fv Ft 3,100.0psi 3, 100.0psi 3,000.0 psi 750.0psi 285.0psi 1,950.0psi E: Modulus of Efastfcity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.750pcf D(0.788) _L~0.525) 5.25x9.5 Span a:: 6.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Desi n OK = 0.117: 1 5.25x9.5 = 41.76psi 356.25 psi <{)+Lr+H, LL Comb Run (•L) = 8.500ft = Span#1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.210 in Ratio= -0.034 in Ratio= 0.536 in Ratio= -0.085 in Ratio= 684>=360 3011 >=360 268>=240. 1195 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cct CFN Ci c, Cm C t CL M fb F'b V tv F'v ..O+H 0.00 0.00 0.00 0.00 Length = 8.50 ft 0.274 0.101 0.90 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 2765.75 0.86 25.97 256.50 Length= 6.0 ft 2 0.273 0.101 0.90 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 2772.51 0.86 25.97 256.50 ..O+L ..+i, LL Comb Run (•L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 8.50 ft 1 0.247 0.091 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3069.54 0.86 25.97 285.00 Length = 6.0 ft 2 0.246 0.091 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3078.14 0.86 25.97 285.00 ..O+L->tt, LL Comb Run IL•) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 o.oo Length = 8.50 ft 1 0.247 0.091 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3069.54 0.86 25.97 285.00 Length = 6.0 ft 2 0.246 0.091 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3078.14 0.86 25.97 285.00 ..O+L +H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 o.oo 0.00 0.00 0.00 ~ """'"""" '"'""'"''"" Project Title: Wright SOU , Structural Engineering Services Engineer: David Tho~as, S.E. Project ID: 17130 / Office: (619) 940-6257 ProJect Descr: Sheet of 10 /D\ Cell: (858) 336-9902 david@dtengsd.com www.dten sd.com P1in1ed. 14 JUN 2:117. 1:J2PM Wood Beam \Egnyte\Shared\DTE Team Folder\O ~ Projecl Folders\2017\17130··-Wright SDU-Wrlght\Englneering\wright sdtJ.ec6 ENERCA.LC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.26 1.11••,; .. • • • • . . Description : RB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C; c, Cm C t Ct M fb Pb V fv Pv Length = 8.50 ff 1 0.247 0.091 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3069.54 0.86 25.97 285.00 Length = 6.0 ft 2 0.246 0.091 1.00 1.000 1.00 1.00, 1.00 1.00 0.99 4.99 758,01 3078.14 0.86 25.97 285.00 -tD<l.r->li, LL Comb Run ('L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ff 1 0.323 0.117 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.14 1,236.68 3825.26 1.39 41.76 356.25 Length = 6.0 ft 2 0.322 0.117 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.14 1,236.68 3839.74 1.39 41.76 356.25 -tD<l.r->li, LL Comb Run (L ') 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 8.50 ft 1 0.198 0,073 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 382526 0.86 25.97 356.25 Length = 6.0 ft 2 0.197 0.073 1.25 1.000 1.00 1.00 1.00 1.00 0,99 4.99 758.01 3839.74 0.86 25.97 356.25 -tD<l.rl+i, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0,99 0.00 0.00 0.00 0.00 Length = 8.50 ff 1 0.323 0.117 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.14 1,236.58 3825.26 1.39 41.78 356.25 Length = 6.0 ft 2 0.322 0.117 1.25 1.000 1.00 1.00 1.00 1.00 0.99 8.14 1,236.68 3839.74 1.39 41.76 356.25 -tD-<S->li 1,000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.215 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3523.64 0.86 25.97 327.75 Length= 6.0 ft 2 0.214 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3535.54 0.86 25.97 327.75 -t0..0.750Lr..0.750L->li, LL Comb R, 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.292 0.106 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.35 1,117.02 3825.26 1.26 37,82 356.25 Length= 6.0 ft 2 0.291 0.106 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.35 1,117.02 3839.74 1.26 37.82 35625 -tD..0.750Lr..0.750L->li, LL Comb R, 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.198 0.073 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3825.26 0.86 25.97 356.25 Length = 6.0 ft 2 0.197 0.073 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3839.74 0.86 25.97 356.25 -tD..0.750Lr..0.750L->li, LL Comb R, 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ff 1 0.292 0.106 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.35 1,117.02 3825.26 1.26 37.82 356.25 Length = 6.0 ft 2 0.291 0.106 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.35 1,117.02 3839.74 1.26 37.82 356.25 -tD.0.750L.0.750S->li, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.215 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0,99 4.99 758.01 3523.64 0.86 25.97 327.75 Length = 6.0 ft 2 0.214 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3535.54 0.86 25.97 327.75 -tD.0.750L.0.750S->li, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0,99 0.00 0.00 0.00 0.00 Length = 8.50 ff 1 0.215 0,079 1.15 1,000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3523.64 0.86 25.97 327.75 Length = 6.0 ft 2 0.214 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3535.54 0.86 25.97 327.75 ..0.0.750L.0.750S->li, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.215 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3523.64 0.86 25.97 327.75 Length = 6.0 ft 2 0.214 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 3535.54 0.86 25.97 327.75 ..0..0.60W->li 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873.09 0,86 25,97 456.00 Length = 6.0 ff 2 0.155 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 4899.53 0.86 25.97 456.00 ..0..0.70E->li 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873.09 0.86 25.97 456.00 Length = 6.0 ft 2 0.155 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 4899.53 0.86 25,97 456.00 ..0..0.750Lr.0.750L .0.450W->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Lengfh = 8.50 ft 1 0.229 0.083 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.35 1,117.02 4873.09 1.26 37.82 456.00 Length= 6.0 ft 2 0.228 0.083 1.60 1.000 1.00 1.00 1.00 1.00 0.99 7.35 1,117.02 4899.53 1.26 37.82 456.00 -tD.0.750Lr.0.750L .0.450W->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0,00 0,00 Length = 6.50 ft 1 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4,99 758.01 4873.09 0.86 25.97 456.00 Length = 6.0 ft 2 0.155 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 4899.53 0.86 25.97 456.00 ..0..0.750Lr..0.750L .0.450W->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 o.oo 0.00 0.00 Length = 8.50 ft 1 0.229 0.083 1.60 1.000 1.00 1.00 1.00 1.00 0,98 7.35 1,117.02 4873.09 1.26 37.82 456.00 Length = 6.0 ft 2 0.228 0.083 1.60 1.000 1.()() 1.00 1.00 1.00 0.99 7.35 1,117.02 4899.53 1.26 37.82 456.00 ..0.0.750l .0.750S..0.450W->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873.09 0.86 25.97 456.00 Length= 6.0 ft 2 0.155 0,057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 4899.53 0.66 25.97 456.00 ..0..0.750L.0.750S.0.450W->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0,00 0.00 0.00 0.00 Length = 8.50 ft 1 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873.09 0.86 25.97 456.00 Length = 6.0 ft 2 0.155 0.057 1.60 1,000 1.00 1.00 1.00 1.00 0.99 4.99 756.01 4899.53 0.86 25.97 456.00 ..0.0.750L.0.750S.0.450W->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0.00 Length = 8.50 ft 1 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873.09 0.86 25.97 456.00 Length = 6.0 ft 2 0.155 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 4899.53 0.86 25.97 456.00 -tD.0.750L .0.750S.0.5250E->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 8.50 ft 1 0.156 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873.09 0,86 25,97 456.00 Length = 6.0 ft 2 0.155 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.99 758.01 4699.53 0.86 25.97 456.00 -tD.0.750L.0.750S.0.5250E->li, LL 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 w "'"" '""""' "'""""'"" Project Title: Wright SOU / \ Structural Engineenng Se!'lices En9ineer: David Thomas, S.E, Proiecl ID: 17130 \ Office: (619) 940-6257 PrQJect Descr: Sheet _g_ of W /D1 LE::i Cell: (858) 336-9902 david@dtengsd.com www.dten sd.com Printed: 14JUNW17, 1:32PM Wood Beam IEgnyte\Shared\DTE T earn Fokfer\O -Project Folclers\2017\ 17130-Wrtght SDU--Wrighl\Englneering\wright sdu.ec6 ,.,,. •,; Description: RB-2 Load Combination Max Stress Ratios Segment Length Span# M V Length = 8.50 ft 1 0,156 0.057 Length = 6,0 ft 2 0.155 0.057 ;1J..0.750L..0.750S..0.5250E->H, LL Length = 8.50 ft 1 0.156 0.057 Length = 6.0 ft 2 0.155 0.057 ..0.60D..0.60W..0.60H Length = 8.50 ft 1 0.093 0,034 Length = 6.0 ft 2 0.093 0.034 ..0.60D..0.70E..0.60H Length = 8.50 ft 1 0.093 0.034 Length = 6.0 ft 2 0.093 0.034 Overall Maximum Deflections load Combination Span ;IJ<lr->H, LL Comb Run (LL) Vertical Reactions Load Combination Overall MAXlmum Overall MINimum -,j)->1, -,o..i_ ..i,, LL Comb Run ('L) ;IJ;l->1,, LL Comb Run (L') ;IJ<l.->H, LL Comb Run (LL) ;IJ;lr->H, LL Comb Run ("L) ;IJ<lr>H, LL Comb Run (L ') ;IJ<l.r->H, LL Comb Run (LL) ;IJ+S,tt ;IJ;0.750Lr..0.750L->H, LL Comb Run(' ;IJ..0.750Lr..0.750L->H, LL Comb Run (L ;IJ..0.750Lr..0.750L->H, LL Comb Run (L ;IJ-,0,750L ..0.750S->H, LL Comb Run ("L ;IJ..0.750L ..0.750S+H, LL Comb Run (L' ;IJ;0.750L..0.750S->H, LL Comb Run (LL ;IJ-,0.60W->H ;IJ..0.70E+H ..0..0.750Lr..0.750L ..0.450W->H, LL Comb ..0..0.750Lr..0.750L ..0.450W->H, LL Comb ..0..0.750Lr..0.750L..0.450W->H, LL Comb ;IJ..0.750L ..0.750S..0.450W+H, LL Comb ;IJ;0.750L ..0.750S..0.450W->H, LL Comb ..0..0.750L..0.750S..0.450W+H, LL Comb ;IJ..0.750L..0.750S..0.5250E-\fi, LL Comb ;IJ;0.750L..0.750S..0,5250E-lfi, LL Comb ..0..0.750L ..0.750S..0,5250E->li, LL Comb ..0.60D..0.60W..0.60H ..0.60D..0.70E..0.60H DOnly Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (L ') L Only, LL Comb Run (LL) S Only WOnly EOnly H Only 1 2 ENERCALC, INC. 1983-2017, BulW:6.17.2,28, Ver:6.17.2.28 .. •• • • Moment Values Shear Values Cd CFN C; c, Cm C I CL M fb F'b V fv F'v 1.60 1.000 1.00 1.00 1.00 1.00 0.9B 4,99 758.01 4873,09 0.86 25,97 456.00 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4,99 75B.01 4899.53 0.86 25.97 456.00 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.99 758.01 4873,09 0.86 25.97 456.00 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4,99 75B.01 4899.53 0.86 25.97 456,00 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.99 454.81 4873.09 0.52 15.58 456.00 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.99 454.81 4899.53 0.52 15.58 456.00 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.99 454.81 4873,09 0.52 15.58 456.00 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.99 454.81 4899,53 0,52 15.58 456.00 Max."-~ Defl location in Span Load Combination Max.·+• Def! Location in Span 0.0000 0.000 ;IJ;lr->H, LL Comb Run (LL) -0.0853 4.939 0.5358 6.000 Support 1 -0.896 -0.315 -0.525 -0.525 -0.525 -0.525 -0.896 -0.525 -0.896 -0.525 -0.803 -0.525 -0.803 -0.525 -0.525 -0.525 -0.525 -0.525 -0.803 -0.525 -0.803 -0.525 -0.525 -0.525 -0.525 -0.525 -0.525 -0.315 -0.315 -0.525 -0.371 -0.371 Support notation: Far left~ #1 Support 2 Support 3 2.419 0.896 1.523 1.523 1.523 1.523 2.419 1.523 2.419 1.523 2.195 1.523 2.195 1.523 1.523 1.523 1.523 1,523 2.195 1.523 2.195 1.523 1.523 1.523 1.523 1,523 1.523 0.914 0.914 1.523 0.896 0.896 0.0000 4.939 Values in KIPS DAVID THOMAS ENGINEERING, APC Project Title: Wright SOU / Structural Engineering Services , Office: (619) 940-6257 En$ineer: Proiect Descr: David Thomas, S.E.W Sheet ____\Q_ of-"'=-- Proiect ID: 17130 /D , Cell: (858) 336-9902 david@dtengsd.ccm www.dten sd.ccm Prlill€d: 14 JUN wn. 1:51PM Steel Column 1Egfl}'te\Shared\DTE T earn FolderlO -Project Fokfers\2017\17130-Wright SDU-Wright\Engineering\wright sdu.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 Description : Cantilevered Wall Bracing Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Analysis Method : HSS4x4x1/4 Allowable Strength . . . . . . . Overall Column Height 8.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : steel Yield Brace ccnditlon for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for X-X Axis buckling= 8.0 fi, K = 2.1 Y-Y {depth) axis: Unbraced Length forY-Y Ax~ buckling= 8.0 f\ K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 97.446 lbs• Dead Load Factor BENDING LOADS ... Lal. Point Load at 8.0 ft creating My-y, W = 0.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-<-Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : App/led Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are . , . Va: Applied Vn / Omega : Allowable Load Combination Results load Combination -tD+H -tlJ,./_+H -tlJ,.j_r+H -tD+S+H -t0..0.750Lr..O. 7 SOL +H -tD..0.750L ..0. 750S+H -tD..O. 60W+H -t0..0.70E+H ..0..0.750Lr..0.750L ..0.450W+H ..0..0. 750L ..0. 750S..0.450W+H -tD..0. 750L ..0.750S..0.5250E+H ..0.60D..0.60W..0.60H ..0,60D..0.70E..0.60H Maximum Reactions Load Combination 0.2246 : 1 +D+0.60W+H 0.0 ft 0.09745 k 28.795 k 0.0 k-ft 10.765 k-ff -2.40 k-ft 10. 765 k-ff 0.011 BO : 1 +D+0.60W+H 0.0 ft 0.30 k 25.423 k Maximum Axial + Bending Stress Ratios Stress Ratio Status location 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.225 PASS 0.00 ft 0.003 PASS 0.00 ft 0.169 PASS 0.00 ft 0.169 PASS 0.00 ft 0.003 PASS 0.00 ff 0.224 PASS 0.00 ft 0.002 PASS 0.00 ft X-X Axis Reaction @Base @Top k Maximum SERVICE load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.6486 in at for load ccmblnation :W Only Maximum Shear Ratios O.Ok 0.50k 0.0 k O.Ok 0. Off above base 8.0ft above base Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ff 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft 0.009 PASS 0.00 ft 0.009 PASS 0.00 ff 0.000 PASS 0.00 ft 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft Y -Y Axis Reaction @Base @Top Note: Only non-zero reactions are listed. Axial Reaction @Base k 0.097 k Steel Column 1.11• •,: Description : Cantilevered Wall Bracing Maximum Reactions Load Combination ->O+l 41 ->O+lr-<t! ->0->S-<t! -<!J<-0.750Lr<-O. 750L 41 -<!J<-0.750L <-0.750S4! ->0<-0.60W4! ->0<-0.70E;J,1 -<!J<-0. 750Lr<-0. 750L <-0.450W;J,1 -<!J<-0.750L <-0.750S<-0.450W;J,1 -<!J<-0.7 SOL <-0. 750S<-0.5250E 41 <-0.60D<-0.60W<-0.60H <-0.60D<-0.70E<-0.60H DOnly Lr Only LOn\y S Only WOn\y EOn\y HOn\y X-X Axis Reaction Project Title: EnQineer: Pro1ect Descr: Wright SOU David Thomas, S.E. ,.. n Sheet _lL of __::L-V=- Project ID: 17130 Printed: 1,\ JUN 2017. 1:51PM 1Egnyte\Shared\DTE T earn Folder\O. Project Folders\2017\17130-Wrighl SDU-Wrlghf1E119ineerlng\wright sdu.ec6 ENERCALC, INC. 1983-2017, Buiid:6.17 .2. 28, Ver.6.17 .2.28 •. • • I e • Note: Only non-zero reactions are listed. Y-Y Axis Reaction @Base @Top @Base @Top Axial Reaction @Base k k 0.097 k k k 0.097 k k k 0.097 k k k 0.097 k k k 0.097 k -0.300 k k 0.097 k k k 0.097 k -0.225 k k 0.097 k -0.225 k k 0.097 k k k 0.097 k -0.300 k k 0.058 k k k 0.058 k k k 0.097 k k k k k k k k k k -0.500 k k k k k k k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y -Y Deflection Distance -<!).fl 0.0000 In 0.000 ft 0.000 in 0.000 fl .O+l41 0.0000 in 0.000 fl 0.000 In 0.000 fl -<!J+lr-<t! 0.0000 in 0.000 ft 0.000 in 0.000 ff .0"6..;( 0.0000 in 0.000 ft 0.000 in 0.000 ft .0<-0.750Lr<-0.750L ..;i 0.0000 in 0.000 ft 0.000 in 0.000 fl -<!J<-0.750L <-0.750841 0.0000 in 0.000 ft 0.000 in 0.000 ff -<!J<-0.6QW;J,1 0.3892 In 8.000 ft 0.000 in 0.000 ff ->0<-0.70E;J,1 0.0000 in 0.000 fl 0.000 in 0.000 fl -<!J<-0. 750Lr<-O. 750L <-0.450W4! 0.2919 In 8,000 fl 0.000 in 0.000 ft .0<-0. 750L <-0. 750S<-0.450W 4i 0.2919 in 8.000 fl 0.000 In 0.000 ft -<!J<-0.7 SOL -iO. 750S<-O .5250E;J,1 0.0000 In 0.000 ft 0.000 in 0.000 fl <-0.60D-i0.60W<-0.60H 0.3892 In 8.000 tt 0.000 In 0.000 ft <-0.60D<-0.70E<-0.60H 0.0000 in 0.000 ft 0.000 in 0.000 fl DOn\y 0.0000 in 0.000 ft 0.000 In 0.000 fl Lr Only 0.0000 in 0,000 fl 0.000 in 0.000 fl LOnly 0.0000 in 0.000 fl 0.000 in 0.000 fl SOn\y 0.0000 in 0.000 ft 0.000 In 0.000 ft WOnly 0.6486 in 8.000 tt 0.000 in 0.000 ft EOnly 0.0000 in 0.000 ff 0.000 in 0.000 ft HOnly 0.0000 in 0.000 ff 0.000 In 0.000 ft DAVID THOMAS ENGINEERING, APC 1 Structural Engineering Services / ~ Office: (619) 940-6257 /D\ & Cell: (858)336-9902 david@dtengsd.com www.dten sd.com Steel Column ····••.: Description: Cantilevered Wall Bracing Steel Section Properties HSS4x4x1/4 Dep1h = 4.000 In Design Thick 0.233 in Wid1h = 4.000 in Wal!Th~k 0.250 in Area 3.370 ln'2 Weight 12.181 pit Ycg 0.000 in -·--·-· ·. . : •. _· '•--·-. I I• I. J, ,' 4.00in !xx Sxx Rxx zx lyy Syy Ryy ---- I ' X Project Title: En~ineer: PrO)ect Descr: Wright SOU David Thomas, S.E.,., .,, Sheet_rk__of_,,,;,,,<J=- Project ID: 17130 Printed. 14 JUN 2017. 1:51PM tEgnyle\Shared'IDTE T earn Fotder\O -Project Folders\2017\17130-Wrtght SDU-Wright\Engineering\wrlght sdu.ec6 ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 -. . . . . . = 7.80 JnA4 J 12.800 in'4 = 3.90 ln'3 = 1.520 In = 4.690 ln'3 7,800 in'4 C 6,560 ln'3 = 3.900 inA3 = 1.520 In M-y loads 0&:111 ___ _, Loads are total entered vatue. Arrows do not reflect absolute direction. Job Wright Residence -SDU 17130 SheetNo. ___ ~1?7~_of 'LO David Thomas Engineering Calculated by DT Date ____ _ LATERAL DESIGN (Sheet 1) Wind Design Method Used -Main Wind-Force Resisting System (MWFRS) -Method 2 - Maximum Build1 feet ·ng Height (z) = 30 Design mph Wind Speed= 110 ure Category= Expos Importan ce Factor (I) = C 1.00 (110 mph for California) (per ASCE-7, 6.5.6.3) (per ASCE-7, Table 1.5-2) (per ASCE-7, 26.8.2) (per ASCE-7, Figure 28.6-1) (per ASCE-7, Figure 28.6-1) Kzt = A= Psso = 0.6xPs=! (reduced for ASD load combos) 1.00 1.40 17.70 psf 14.87!psf Ps =Ax l<,, x I x P530 (per ASCE-7, 6.4.2.1, Equation 6-1) Adjust Factor A Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Seismic Design Method used -Equivalent Lateral Force Procedure Occupancy Category= 2 (per ASCE-7, Table 1-1) (Residential= 2.0) 6.5 R = (per ASCE-7, Table 12.2-1) (Wood Sheatwalls = 6.5) 1.00 l = (per ASCE-7, Table 11.5-1) (Residential= 1.0) Site Class= (per ASCE-7, 11.4.2) (Assume Site Class= "D" w/o Soils Report) Ss = g (0.2 sec) F, = ~ Sos= 0.793 g D 1.138 0.437 S1 = g (1 sec) F, = ~ S01 = 0.455 g Seismic Design Category (SOS) = Seismic Design Category (S01) = D D T, = 0.256 C5 = 0.122 Csmax = 0.273 Csm1n = 0.010 Cs,ct = 0.122 p= 1.3 V= 0.113 (Use the worst case seismic design category) sec C,h: (per ASCE-7, Equation 12.8-7) S05/(R/I) (per ASCE-7, Equation 12.8-2) S01/T,(R/r (per ASCE-7, Equation 12.8-3) Csm1n > 0.01 or O.SS,/(R/1) (per ASCE-7, Eq. 12.8-5 / 12.8-6) Assumed Wx (Cs,ct*p)*Wx/1.4 (ASD) Factor of Safety x i 1.20 i = jo.136 lwx Job Wright Residence -sou 17130 E Sheet No. ____ J~1~of · ').O David Thomas Engineering Calculated by DT Date ___ _ LATERAL DESIGN (Sheet 2) BUILDING WEIGHTS Total Installed Roof Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? = = = = = 20 psf 25 psf 7 psf 16 psf N YorN ROOF LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Roof= 815 sq. ft. Minimum Diaphragm Dimension TOTAL BUILDING DEAD LOAD, WT. Cs( adjusted) BASE SHEAR, V LATERAL LOAD DISTRIBUTION Story Area (A) Story Unit Shear (v,J WIND VS. SEISMIC COMPARISON Wind Pressure (Pl Story Linear Forces NORTH-SOUTH NORTH-SOUTH EAST-WEST EAST-WEST Wind Seismic Wind Seismic = 150 ft. = 100 ft. N-S= 21 ft. = 28,700.00 = 0.136 = 3,900.61 815 sq.ft. 4.79 psf = 14.87 psf = ROOF = 14.87 psf X = 4.79 psf X = 14.87 psf X = 4.79 psf X ROOF LBS. LBS. Roof Project. Height Plate Height • Alternate Ext. Wall = D~~~ :11------il~q. ft. E-W=! TOTAL= 16!ft. 28700 LBS. c.__ __ __,jpsf See Lateral Design Loads Spreadsheet See Lateral Design Loads Spreadsheet 5 ft. 21 ft. 5 ft. 16 ft. 74 plf 101 plf 74 plf 77 plf SEISMIC GOVERNS SEISMIC GOVERNS Job Wright Residence -sou 17130 Sheet No. \(7 of __ ?...f> __ David Thomas Engineering Calculated by __ ~D.,_T~ Date ____ _ Shearwall Design I ¥ Story Shearwalls /.f-7 Direction Unit Lateral Load, v = i 1'.'1 psf Gridline ____ t,., /.,_) ( 3, 4) Tributary Area (This Level): _ 'l-1 '2-sq. ft. Lateral Load (This Level): '? o Lbs Lateral Load (Level Above): ________________________ Lbs Total Load (All Levels), Fx= I ~ o 1 Lbs Total Shearwall(s) Length, L = 1-i-," ft. Unit Wall Shear, v = Fx/L = _ _,_I CJ_"1_ plf Shearwall Type: <I} / Overturning: Panel Design Width= ___ ft. OR _ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D ------------------- 411 Gridline -,----,~=,--,----,-'\ ( ) ( If ) ( ) Tributary Area (This Level): __,_( _( w_f'L-~-1~_'7_-l-~_+ __ l_i.~_'2-_I_·~·· ------~- ~ o O 7 Lateral Load (This Level}:----------------------==<-""-=--'---Lateral Load (Level Above): _______________________ _ Total Load (All Levels), Fx= -----"'=-'--"2--ro<>J Total Shearwall(s) Length, L = /710 ft. = -~l-:'.?_4:~-plf Unit Wall Shear, v = Fx/L Shearwall Type: @ Overturning: Panel Design Width = ___ ft. OR ~kay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: 0 ------------------- sq. ft. Lbs Lbs Lbs Gridline --~---Tributary Area (This Level): ________________________ sq. ft. Lateral Load (This Level}: Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx= _______ Lbs Total Shearwall(s) Length, L = ______________ ft. Unit Wall Shear, v = Fx/L Shearwall Type: Q = _____ plf Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: 0 ------------------- Job Wright Residence -SDU 17130 I D Sheet No. \v, of __ ?--0 __ _ Calculated by __ ~D=T~Date ____ _ David Thomas Engineering Shearwall Design ( ;,j( Story Shearwalls E ~,,..r Direction Unit Lateral Load, v = 4-, 14 psf Gridline ~ ( \"!/.,_+ f.Q)(l-t) 4-i.1 Tributary Area (This Level): sq. fl. Lateral Load (This Level): '1--ol Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx = 1-. 0 ' ,,.. Lbs Total Shearwall( s) Length, L -= fl. FAt-L <>vi "'2-,wq5' Lb~ Unit Wall Shear, v = F,/L = plf Shearwall Type: @) ~i:x-l'bJ< s ':PA~! f?L i,., / 1 l/g, ,, rj,.sTJ:>, Or-/ F?:>,-1, Overturning: Panel Design Width = ___ fl. OR __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D 7> eo 'f2--/'111 A-N'.AF-• -'------------------- Gridline C, / £. ( ) ( \ ( ) ( ) Tributary Area (This Level): -~l"i_/1-~~'l-_q~ )r'~_""l __ l_'-" _________ ~~'?~"[.,.../_sq. ft. Lateral Load (This Level): ib '1 f Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx= ___ ,.,_/-'q,'--,~1 _Lbs Total Shearwall(s) Length, L = f1..c:, ft. Unit Wall Shear, v = F,/L = /5'(; plf Shearwall Type: @ / Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: 0 ------------------- Gridllne -,--:,,,,.-c--,---Tributary Area (This Level): ________________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx = _______ Lbs Total Shearwall(s) Length, L = ______________ ft. Unit Wall Shear, v = F,/L Shearwall Type: Q = _____ plf Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Upllft= _________________________ Lbs Holdown Anchor Type: D ------------------- Job Wright Residence -SDU 17130 David Thomas Engineering Sheet No. Calculated by CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = 1.t ooo psf (Per Design Criteria) l"t of __ '2.f) __ _ DT Date ____ _ N !:::v-j Continuous Footing (CF-1) Cont. Footing Width = I O ft. Cont. Footing Depth = I , 9 ft. Allowable line Load= ASBP x Footing Width =1;,0.::,.::, plf Maximum Line Load (Gridline = ,,,-, plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = {p,tloo lbs. USE: (-Z--ff WIDE X / 'b " DEEP CONT. FOOTING w/ ~ -#....1:...__ BARS (TOP & BOTTOM) f X, Continuous Footing (CF-2) Cont. Footing Width = I, 0 ft. 0A fl{, Cont. Footing Depth = /, D ft. /A11t,-!, Allowable Line Load= ASBP X Footing Width= l,ooc, plf ( AS-S,.C,f 14<1 €:. (, Ooo f>j::, e f:.:,C rs.r: ~ Maximum Line Load (Gridline --~ = -plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = --ir oa::> lbs. USE: ( "Z-"WIDE X \ -z_. ff DEEP CONT. FOOTING w/ L::_) -#:::.__ BARS (TOP & BOTTOM) SPREAD FOOTING DESIGN P-1 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = ~cexx::, lbs. USE: 24ff SQUARE X \ Q, " DEEP CONT. FOOTING w/ (2) • #_i_ BARS (EA. WAY@ BOTTOM) P-2 Spread Footing: Allowable Point Load= ASBP x Footing Width x Footing Width= 12,!i?oD lbs. USE: 30" SQUARE X / e> "DEEP CONT. FOOTING w/ (3)-#__±__ BARS (EA. WAY@BOTTOM) P-3 Spread Footing: Allowable Point Load= ASBP x Footing Width x Footing Width =(~Oo.) lbs. USE: 36" SQUARE X / 0 " DEEP CONT. FOOTING w/ (4) -#_i_ BARS (EA. WAY@ BOTTOM) P-4 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 1.4, 5cD lbs. USE: 42" SQUARE X ( <b "DEEP CONT. FOOTING w/ (5)-#__±_ BARS (EA. WAY@ BOTTOM) P-5 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = ~1-rDc:>Q lbs. USE: 48" SQUARE X I'() "DEEP CONT. FOOTING w/ (6) -#_±_ BARS (EA. WAY@BOTTOM) SHEARJ/l!ALL SCHEDULE (2016 CBC) MARK VALUE MATERIAL NAIL 13.N. 4 F.N. SILL PLATE ATTACH. 60T. FLATT:: ATTACH. TOP PLATE ADDITIONAL (PI...F) SIZE E.N. 5/8'¢ AS. 5FAc.lNG NAILS 4 SCREl'lS C.LIF5 NOTES 0 260 9/8' C.DX 8d 6' 12' 42>' O,C,, 16d@ 4' O.C.. A95 @ 16' O.C.. - © 940 15/B2" C.DX IOd 6" 12" 92" o.c.. 16d@ 4' O.C.. A95@ 12' o.c.. - 0 950 9/8" C.DX 8d 4" 12" 92' o.c.. 16d@ 4" O.C.. ASS @ 12" O.C.. - 0 550 9/e' 5TRIJc. I 8d s• 12' 24" o.c.. 1/4'¢ X 8" ''5D5" ASS@ 8' O.C.. 5EE NOTi::5 SC.REY'! iii B" O.C.. 19, 14, 4 15 0 190 S/B' 5TRIJc. I Bd 2" 1211 16" O.C,. 1/4"¢ X 8" "5D5" L TF4 @ 8" O.C.. SEE NOTES SC.REY'!@ 4" O.C. 19, 14, 4 15 0 810 9/8' 5TFILJC, I IOd 2" 12" 16' O.C. 1/4'¢ X e,• "505" LTF4@ 8' O.C.. SEE NOTES SC.REY'! @ 4' O .c, 19, 14, 4 15 0 1211 IS/B2" 5TFILJC, I IOd 2" 12' 8' o.c. 5/8"¢ x B" LAG LTF4@ 6" O.C. 5EE NOTES (APPLY 60TH SIDES) SC.REY'! @ 8' 0 .C. 19, 14, IS, 4 16 ~ I. PROV!Df '4-t'LY' SH:A'!lllN6 o 5/e" '!lllGI0£55 I '5-l'LY' o 1513:2' SH:A'Jll!JII!;. l100ll 5'!l11)(;11RAI. PANELS SHALL GOMPI.Y 111TH DOC PSI OR DOC 1'52. 2, ONLY cc;,,iMON NAILS Al<f TO eE IJSfP FOR ALL SrEA'!lllN6 ATTAGfM:t!T. NAIL 61.!l5 IJSIN6 'CLIPFEP 1-EAD' OR 'Sllt:e<' NAILS Al<f NOT ACCEP!'Ael.E, 5. ALL SHEARl'IALL5 TO l'ENETRA'II! 'JHRal6H CEILIN6 JOIST ANO AmG TO TIE IIITO l!'FBt HORIZONT'AL DIAl'f«A6M t.M.E55 EN<Sll'EERED llR/16 M&efR 15 Pi'E5ENT. 4. MINIM.IM EDeE DIST!,)l(;E FOR NAILS IN 11f: REGEIVIN6 MfMllcRS SHALL llE 5/ll' FOR 2' f,IOMII/AL REGEIVIN6 MEJ-efR5 AND 1/2' FOR 5' NOMINAL REGflVIN6 MfMeERS. 5, SHfAA PAIELS SHALL BE APPLIED Pll<l:GTI.Y TO 511JD FRAMIN6 AT 16' ON GellcR MAXIM.IM AND ALL PAIEL ED6E5 SHALL eE el.OCl:fD i"ll'!ll MJNIM.!-1 2x llLOGKIN6, U,N.O, 6. f,IO PANEL i"l!P'!ll LE5S '!1lAN 12' SHALL eE USED.~ i"ll'!ll MORE '!1lAN ONE VERTICAL PANEL IN tl:16111' 5tfALL HA\IE HORIZONTAL STAl-uEl<ll, _,JLia:D JOINTS. 1. 51\ICGO ANO/OR EX1ERIOR VENEER 0\/ER A l100ll SfEA'!lllN6 5HfAAi"lALL SHALL eE i"IA~ 111TH A MINIM,!,! OF /2) LA'l'Ele OF 15 LB. Fa T PAPER. e. IJ!:E C>a16LAS FIR f,IO, 2 -00:A'll!P SILL PLATES THAT COMPI..Y i"IITH 11f: 1-G,5, 91111:!:R TO ee NOTIFIED IF 0'!1lER SPECIES Al<f USED OR PAR!' OF EXISTINS ElUILDINS. q, 5' x 5' x 0:22'!' (\,flNIMJI-V PLA'II! i"lA5HfRS SHALL BE USED !.TALL 5HfAAi"lALL /\NGHOR BOLTS. i"lA5i£R SHALL LXmlP TO i"ll1l!IN 1/2' OF EDeE OF M BOTTOM PLATE ON '!1lE SHEATHED SIP!:, /SIMPSON '!lf'S-6' I 2 x 4 511JD FRAMINS I 'lll'&-6' o 2 X 6 ANfJ LARiSfR STIJD FRAMIN6 ACGEPT~ IO. /\N',t'OR SOL TS H!ST llE EI-Ull:DDEP 1' MIN\t,U,i lllTO lffl CON<;RE'!E. MINIM,!,! EDeE PISTAN<;E AND ~ PRO'TEGTION SHALL COMPLY i"ll'!ll CBC, AND AC.I GOD!: PROVISIONS, II. SILL PLATES TO BE !.TTAC.tED USIN6 A MJNJ>f.R,I OF /2) /\NGHOR BOLTS PER PIECE i"ll'!ll ANGHoR BOLTS LXA'll!P 4-5/e" MINIMJM I 12' MAXIMJM F!<OM EACH END. 12. HO\.DO~ /\NGHOR IS IN ADDITION TO '!1lE SILL /\NGHOR BOLTS. 15. 3x SILL PLATES il30TTOM PLATES TO REMAIN 2xJ. 9x 8LOGICIN6 I 5x sm,s o ALL PANa. ED6E5 FtfGl/ll<ll,, 14. 4x lll.OGl<;IN,S OR BEAM f<EGl}ll<ll, EELOl"l BOTToM PLATE 5GREl't ATTIIC++IEIIT. 5CREi"lS TO eE 5Tl\66!3>S). 15. -ODie SPECIAL IN5!'ECTION REGl/ll<ll, PER c;eG GHAP1c!< 11, ONE 4 TY10 FAMILY Dl't3.I.IN6S LESS '!1lAN Tri:> STOl<IES IN HEl6HT H:<NE 5R,O,OE "10 I-TIES ARE EXEMPT. 16. st\EATHIN6 !.PPLIEP TO EACH FACE OF 9x S'!lJDS o 16' or,, ST-HORIZONTAL I VERTIGA\. PMa JOINTS EACH SIDE OF l'IAI.L, 11. All. NAILS SHALL AA\IE A MINIMJM FalETAATION IIITO FRAMIN6 MEMBERS OF 1-1/2 INGtES. eel COMMON = OJ51'll x 2-1/2', IOd cc;,,iMON • 0.1'4e>'f x 5', 0 ~ ..... 0.. 9 s .a,t;,f Ill tll E 'tTl~> ..... ::i Cb Cb "1 ..... ::i !)'Cl C"'l !!'.. E. [ ~ lt:l v ~ g. "' "' .... z F' '9 0 ..., g -0 er ._j \il "' /m\ /~ 112\ J b 71 ?D 0 --------~---- Sheet No. ___ l'-9 __ of '2,0 Calculated by ____ Date ____ _ David Thomas Engineering HOLD=DOY'iN SCHEDULE MARK HOLD-DOY.:N DEVICE VALUE 0 4x POST Vil "MSTC,40" FLR-TO-FLR H.D. 2/:,00 LBS. @] 4x F'OST Vil "M5TG52" FLR-TO-FLR H.D. 4,400 LBS. @] 4x F'OST Vil "MSTC,66" FLR-TO-fLR H.D. 5,660 LBS. @] 4x POST 'ti/ ''tv15TG48B3" FLR-TO-FLR H.D. 3,<130 LBS. [I] 4x POST Vil "M5TG66B3" FLR-TO-FLR H.D. 4,440 LBS. ~ 4x F'OST Vi/ "HDU2" HOLD-DOr'iN 3,015 LBS. ON 5STBl6 AB. (5/E>"r/l A.BJ 0 4x POST 'ti/ ''HDl/4" HOLD-DOY'lN 4,565 LBS. ON 55TB20 AB. (5/E>"I/! AB.) [BJ 4x POST Vil "HOU5" HOLD-DO!"iN 5,115 LBS. ON SSTB24 AB. (5/8"r/l AB.) QJ bx POST Vi/ "HDl/8" HOLD-DOr'iN 1,810 LBS. ON SST628 AB. (1/8"(/) A.B.) [£] 6x POST Vil "HOU!!" HOLD-DO!"iN qp45 LBS. ON 56 lx30 AB. (\"r/l AB.) [Il bx POST Vi/ "HDl/14" HOLD-DO!"iN 13,615 LBS. ON SB lx30 AB. (l"r/l AB.) [ill 0 -~ I. HOLD DOl'lN I\NC.HOR5 MJSi ElE TIED IN PLACE PRIOR TO FOOl<DATION INSPECTION_ :Z. DEEPEN FOOTING$ TO PROV!Df 5' MIN. CONCRETE COVER l'IHEi<E HOl.0-DOYt! ANCHORS ARE LOH5ER T1-lAN THE FOOTIN6 Dl;FTH. 9. USE /R-l) OPTION ON STHO HOLD·DOl"t<5 FOR RAISED YIOOD SB-FLOOR CONDITION_ 4. M5TC HOLD-DOl'lNS MAY USE 16d SINKERS OR IOd COMMON NAILS. 5. M5TC HOLD-DOl'lNS TO ElE CENTERED BETYll:EN iJf'f'fR f LOl'i:R FLOORS. MAXIM.IH CLEAR SPAN : IE>". NAILS NOT l<EGIIJll<ED IN CLEAR SPAN (RIM BOARD) AREA. i , \7\ ~D Job~-------- ?0 of ----20 PT-Date David Thomas Engineering Sheet No. Calculated by --- SPRt-AD FOOTING scHr=DULE SYMBOL SPREAD FOOTING DIMENSIONS 4 RElNF. (f'c. = 2,500 PSI MIN. 4 f~ = 60 KSI) <S> 24" SQ. x ~<o_" DEEP SPREAD F'OOTiNG ~/ (2)-#4 BARS (EACH V'lAY) <0> 30" SQ. x J.~ _" DEEP SPREAD FOOTIN0 V'I! (3)-#4 BARS (EACH V'lAY) <§> 36" SQ. x _f. <1_" DEEP SPREAD FOOTING V'I/ (4)-#4 BARS (EACH V'lAY) <$> 42" SQ. x l '& _" DEEP SPREAD FOOTING v-1/ (5)-#4 BARS (EACH V'lAY) ~ 48" SQ. x _l_'D_" DEEP SPREAD FOOTING · ~/ (h)-#4 BARS (EACH V'lAY) • {City of Carlsbad Community & Economic Development RE:.,.... r.:: · qE , ., . .,~! ,, D JUL 11 2017 CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: Plan Check No.: CBR2017-1350 -------------------- Project Address 1289 BUENA VISTA WAY Assessor's Parcel No.: 1562310100 -------------------- Project Applicant: COOWNER WRIGHT SAMUEL 8 Ill ET AL (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 640 -------------------- Commer c i a I Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/28/2017 Certification of ApplicanVOwners. The person executing this declaration ("OWner'') certifies under penalty of pe~ury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. @ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appl.only) D 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. Title:-"-'-"~"--'--'-'-~~'-'-'-""-'~""'-------------Date & 't. -"]-/ 7 Name of School District: ....:::..:=:::..:::...=.:::::...=.:.;q=-=.=:..c__:_..:...._ _____ Phone: '1 loD 33 1-s-ocX) Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA TI SF ACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES {BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXlENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLILUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WA lER TO CONSTRUCTION RELAlED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLElE AND APPROVED BY THE CITY OF CARLSBAD. ~ \-,-i '---' E_.__ ~_._, ::--r"" r OWNERSOWNER'S AME PRINT) -~-It fl OWNER{S)/OWNER DAlE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CJ3R:;t)ll-~5 6 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control BMPs Sediment Control BMPs Tracking I Non-Storm Water I Waste Management and Materials Control BMPs Management BMPs Pollution Control BMPs Best Management Practice* (BMP) Description ➔ CASQA Designation ➔ Construction Activity Grading/Soil Disturbance Trenching/Excavation Stockpiling Drilling/Borina Concrete/Asphalt Sawcutting Concrete Flatwork Paving Conduit/Pipe Installation Stucco7Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewaterina Site Access Across Dirt Other (list): Instructions: en -0 :::; "' Ii C .c 0 3 -:::; X Q) --0 0 0 Q) ~ c.., " I "" I I u u w w -o en C Q) Oc en ~ Q) (/) ~ Q) Cl o, 0 .C C -·-LO OL W Cl C) I u w en C ·a L Cl Q) C. 0 vi I ~ Q) 0 C QJ L... -= (/) I w (/) ;:,c.... s:c IX -0 C 0 -E "' L Q) C. L .5 .!!2 c Q) 0 CD C. L L L QJ 0 C I-E en "' QJ "' CD •5 C 0 0 ~ C -0 L 0 C Cl CD (/) ·-"' Cl:;::; Q) ct:: E 0 E ~ .!; .,, ~ -:, ..c 0 L Q) :, -0 L--0 Q) Q) 0 ~o C 0 0 Q) .c ,Q L -0 0 -L (/) u L... c.., (/) > (/) (/) a_ ,,., .... "' <O r--CX) 0 I I I I I I I w w w w w w w (/) (/) (/) (/) (/) (/) (/) --C -C C 0 -0 0 :;:; C C :;:; :;:; "' 0 Q) -0 Q) -0 0 0 C £ "' E C E C :, :, 0 ·c: .9-0 0 L L :;:; -0 L Q) --.5 :, >-"' en en en 0 "'-c-L 0 C > L ~ C en C L c.., L w C 0 0 Q) 0 Q) Q) Q) 0 :;:; --UL u en -0 "' ~ -0 -.; en :::; C Q> C "' C C Cl :::, ~ -Q) ~~ -0 >-o en Cc 0 Q) l!J E u ~ Oo "' QJ N en :!lo en:;:; Q) ~.5 :§ 8, c ·a. L-3: Q) = en =~ k;:;::; :0 ·c: a_ 0 "' cO oc L 0 .,, L :0 ~ ·--0 -~g 0 Q) L Q) 0 ---0 0 ..c 0 _o -·-0 -o -0 = C =c 0 "' .s 0 0 0 0 .c QJ o_ 0 C.0 oo V, C 3: a:: ~u -(/) ct:: a_o a_ :::; (/) :::; (/) (/) u (/) :::; N 'T ,,., r--CX) 'T N ,,., .... I "' 'T I I I I I I I I f'= f'= (/) (/) (/) (/) i i i i i z z z z ~ 1. Check the box to the left of all applicable construction activity {first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association {CASQA) designation number. Choose one or more BMPs you intend to use during constructior from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. Page 1 of 1 PROJECT INFORMATION Site Address: I 2. ~ 1 ~._.-=._.,. '-J..--c-,. µ..,::r: Assessor's Parcel Number: I 5 C.. · L :i, l • "' ( Emergency Contact: Name: -.S A <---1 1....1. <>-, .___.... r- 24 Hour Phone: ] ""o · -Z.. I >, • \ 4 c.,. o (Che Box) "'-l>£ Con~ruction Threat to Storm Water Quality MEDIUM ~ow Q) -en Q) -0 en 3:-o-C 3: ai en ., " E ., E 0 Q) -Q) ~ "' ~ "' oO oo NC cc 00 0 0 I :::; u:::. I <O I CX) I I i i ><'. X REV 02/16