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Home My WebLink About2388 BOTELLA PL; ; CB151123; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-28-2015 Residential Permit Permit No: CB151123 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2388 BOTELLA PL CBAD RESDNTL Sub Type: RAD Lot#: 0 Constuction Type: 58 Reference #: Status: ISSUED Applied: 04/14/2015 Entered By: JMA Parcel No: Valuation: 2163511000 $43,802.00 Occupancy Group: # Dwelling Units: 0 0 Structure Type: Plan Approved: 05/28/2015 Issued: 05/28/2015 Bedrooms: Bathrooms: 0 Orig PC#: Inspect Area: Plan Check#: Projec! Title: GANN: 635 SF REMODEL TO KITCHEN, DINING & FAMILY RM Applicant: ANDREW CARLOS 3327 ADAMS ST CARLSBAD CA 92008-2502 760-579-3996 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Green Bldg Stands Plan Chk Fee $367.33 $0.00 $257.13 $0.00 $0.00 $5.69 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2.00 $0.00 Owner: GANN ERIC&KELL Y 2388 BOTELLA PL CARLSBAD CA 92009 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (31 04193) License Tax (4304193) Traffic Impact Fee (31 05541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing lnlieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees Fire Sprinkler Fees TOTAL PERMIT FEES Total Fees: $803.53 Total Payments to Date: $803.53 Balance Due: Inspector: f11· io~< FINAL~~PRQVAL Date: 6-~ t>4/ Li::> Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $61.00 $45.00 $65.38 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $803.53 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that 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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. City of Carlsbad JOB ADDRESS (]PLANNING ENGINEERING Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# -co CT/PROJECT # LOT# #BEDROOMS #BATHROOMS OCC. GROUP tz-? DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) \NTe\2\ott VlEit\AoCtL-Or S)GS\IN(;-\L-lTCH~; DIN\N&-ANID Fit1N11LLI itUJOM- AF r-ECTE"YJ ,/Wl€'10. l s (o ~0 SF I score 0 F wo vz. \C VvllL I NCUt IDE VLEv\1\0v'A:l DF e'!<-t s:l\ l\l(r \?~~~vLn\Ju-AN\0 V\laf\J -\?;t'f1.\.,VLIN6-\;VALV:; . ~Q.t2-(JLV-\CJ~Vv(t;Nr OF \:::-)'..Tt--rLt c YL-AN 1 N ·oauus A-\\l 'D POO vLS . Vlt.u~., S'T\ILL(cr~.-h1-A<_ CL~( 6-N . EXISTING USE APPLICANT NAME 1:;:;..;/} '\r• Prina Contact t.-V4-.. \...._ PROPOSED USE GARAGE (SF) PATIOS (SF) ADDRESS CITY PHONE EMAIL .CONTRACTOR BUS. NAME CITY PHONE EMAIL STATE LIC.# STATE FAX STATE FAX AIR CONDITIONING YES0No0 ZIP ZIP CllY BUS. LIC.# FIRE SPRINKLERS YESONoD (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or That he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: I hereby affirm under penalty of petjury one of the following declarations: 0 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 . .JiS CONTRACTOR SIGNATURE 0AGENT DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 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 jl,-,~· 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). L2{ ~-~~ owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes ~o 2. 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 I contractors' license number): '\t£70 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 I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): .JiS PROPERTY OWNER SIGNATURE 0AGENT DATE 6- I certify that I have read the application and state that 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 aulhorize 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 5'0' deep and demolttion or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under lhe provisions of lhis Code shall expire by limitation and become null and void if lhe building or work aulhorized by such permit is not commenced wilhin 180 days from lhe date of such permit or iflhe building or VIOrk aulhorized by such permtt is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). AS APPLICANT'S SIGNATURE DATE Inspection List ·Permit#: CB151123 Type: RESDNTL RAD Date _ ~-Jr1spection ltE:)m Inspector -·-····--~~------·-······ 02/04/2016 89 Final Combo 02/04/2016 89 Final Combo MC 12/15/2015 89 Final Combo MC 09/02/2015 17 Interior Lath/Drywall MC 09/02/2015 18 Exterior Lath/Drywall MC 08/31/2015 14 Frame/Steei/Bolting/Weldin MC 08/31/2015 17 Interior Lath/Drywall MC 08/31/2015 18 Exterior Lath/Drywall MC 08/28/2015 16 Insulation PY 08/27/2015 16 Insulation PB 08/25/2015 84 Rough Combo PB 08/10/2015 21 Underground/Under Floor MC 07/30/2015 11 Ftg/Foundation/Piers MC 07/30/2015 14 Frame/Steei/Bolting/Weldin MC 07/28/2015 14 Frame/Steei/Bolting/Weldin MC Friday, February 05, 2016 Act Rl Fl co we AP AP AP co AP NR PA AP AP PA NR GANN: 635 SF REMODEL TO KITCHEN, DINING & FAMILY RM Comments NOTICE AQUARIUM SOFFIT/SHELF INTERIOR SPREAD FOOTINGS PRE-LIM HARDWARE AND ELECTRICAL AT STAIR SHEAR WALL Page 1 of 1 I I I r ! ! ' ~ r l I l I I ~ i r I ! r ! I I f i I. I i J Carl Schmidt Inspection (619) 855-9252 . SPECIAL INSPECTION REPORT ':I . /, [') Project: bAAitJ ~:.,:;. SJ-Qr:.Atk£:. f) .-1 C;r <:J \') ]-~-' .-:.1 (')L Address: t:: ::> o D :,)Q C ldA-J Y - City: C4Ji.t-.S~A'O . Permit Number: C.£; J .$ J 12 S Plan File Number: ---------- TYPE OF OBSERVATIONS: Reinforcing Steel_ Reinforced Concrete_ Structural Masonry_ Field Welding_ Epoxy~ Prestressed Concrete_ Shop Welding_ Bolting_ Fireproofing_ Nmnber of Samples: Type:----------------~----- Materials/DesignMix/Psi: ~~1'SoA) .C.,[·r-''f.P Qp11.. t·\ it-~ 1 '3 V 5 /KV Date: 7--~0-\ .C:: Carl Schmidt Inspection (619) 855-9252 SPECIAL INSPECTION REPORT Project: &1-'vvf\J · RFs&:OfA}C.F. Address: A '3:> 15g f~dTfLL.A QL city: C:Af!f .. se>AO Permit Number: C~} S) \ 2-~ Plan File Number: ---------- TYPE OF OBSERVATIONS: Reinforcing Steel_ Reinforced Concrete_ Structural Masonry_ Field Welding_ Epoxy'{__ Prestressed Concrete _ Shop Welding_ Bolting __ Fireproofing _ Number of Samples: Type:---------------~----- . Materials!DesignMi.x!Psi: ?7!n Q6 otJ e?Er~ J< .... 9 . I}AJ(.,(4 F 01-% I VOti'lV f-tp : L{ -1 1--17 Date: 7-Jf) -J t;;' REPORT WORK INSPECTED COf..lJ'ORMS WITH APPROVED PLANS AND SPECIFICATIONS U}.;'LESS OTHER\VISE NOTED _._UW..E.H9....u::U::>:.--~ 11,):>!,.._·-4-J.Fih.....U:· 12"'-l-,J&"""'l.gt:::::.-.. ' _ __::::k'-"""'-'4~ 50"115(..;2 I Inspector (Print) Certification# Authorized Job Site Contact Signaf)!f-e/ {/"'' TIME IN: ? : <Ja General Contractor: () 1 1-EAf..i (' t7?{J >f I Address: -------------------------- City:---·------------- Phone: ------------------------ Ed it -Phalen Farber My Information r·Ay CEUs & Certifications My Transactions & Status Member Directory Logout ''J!y CEUs & Certifications 1 Phalen Farber C~>rtification: CEU Activities for Renewal CEU E!wQrt CEU Activity Activity Option CEU Provider CEU Activity Activity Name Date Activity CEUs Quantity Reported edit Other See Renewal See Renewal Application Application 07110!2014 5.60 5.60 See Renewal _AEpl1cati<>O Certification: Summary Renewal Appli<:«~Jon 01118!2011 3.00 3.00 Submit Renewal Ap.Qiication Certification Program Status Expiration Certification Date Number Residential Plumbing Inspector Certified 0711012017 5098621 Structural Welding Special Inspector Certified 07/10/2017 5098621 Commercial Mechanicallnspecior Certified 07/10/2017 5098621 Structural Masonry Special Inspector Certified 07/1012017 5098621 Structural Steel and Bolting Special Certified 07110/2017 5098621 Inspector Prestressed Concrete Special Certified 07/10/2017 5098621 Inspector Spray-appHed Fireproofing Special Certified 07110/2017 5098621 lnspe<:tor l~tj,U, 1 • ·'-c'', ', -;._} -- COPYRIGHT@ 2015!NTERNA110NAL CODE COUNCIL, iNC. ALL RIGHTS RESERVED. https://av.iccsafe.org/eweb/DynamicPage.aspx?webcode=ICC_MyCertifications&site=ICC G/30/15, 9:34 AM Page 1 of 1 EsGil Corporation In (}!artnersliip witli qovernment for (]3uiCt£ing Safety DATE: 05/26/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1123 PROJECT ADDRESS: 2388 Botella Place PROJECT NAME: Remodel for Gann Residence SET: II D APPLICANT D JURIS. D PLAN REVIEWER D FILE r:gj The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D 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. D The applicant's copy of the check list has been sent to: r:gj EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: Mail Telephone Fax In Person REMARKS: City to place soils stamp on the plans at issuance By: Ray Fuller Enclosures: EsGil Corporation D GA D EJ D MB D PC (P) 05/21/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: 04/21/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1123 EsGil Corporation In !Partnersfiip witfi government for c.Bui(tfing Safety SET: I PROJECT ADDRESS: 2388 Botella Place PROJECT NAME: Remodel for Gann Residence 0 APPLICANT ~/JURIS. 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. C2:J 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. C2:J The applicant's copy of the check list has been sent to: Andrew Carlos 3327 Adams Street Carlsbad, Ca. 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ig] EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Andrew Carlos Telephone#: (760) 579-3996 . Email: info@andrewcarlosarchitect.com .)/.Date coftacted:1rfl·l (by(¥\--) \/Mail \/Telephone Fax In Person D REMARKS: By: Ray Fuller Enclosures: EsGil Corporation D GA D EJ D MB D PC 04/16/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlspad 15-1123 04/21/15 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 15-1123 JURISDICTION: Carlsbad PROJECT ADDRESS: 2388 Botella Place FLOOR AREA: Remodel 6.35 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 04/14/15 DATE INITIAL PLAN REVIEW COMPLETED: 04/21/15 FOREWORD (PLEASE READ): STORIES: Existing 2 HEIGHT: Existing No Change DATE PLANS RECEIVED BY ESGIL CORPORATION: 04/16/15 PLAN REVIEWER: Ray Fuller This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 1 05.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.,. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-1123 04/21/15 1. Please make all corrections, as requested in the correction list. Submit 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 one 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. Verify final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. Structural sheets were not signed by the engineer-of-record. 3. Please clearly indicate on the cover sheet of the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994 please add the following note on the cover sheet of the plans ~All 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" . 4. Specify on the plans that any existing smoke alarms that are more than 1 0 years old will be replaced. Section R314.3.2. 5. No energy calculations were provided. Could not determine how must glazing is being removed as there was no existing door/window sizes given on the demo plan. Fenestration alterations must meet all requirements of ES 150.1 and Table 150.1-A except: • 75 sq. /ft. square feet may be added and not be required to meet the total fenestration or west facing fenestration maximum areas. • Any new glazing would need to be noted with a .32 U and .25 SHGC value 6. A lot of keynotes provided do not match the plans. Please clarify. For example see keynote 5 on demo plan, keynotes 2, 3 etc on proposed floor plan. Recheck all locations. Carlsbad 15-1123 04/21/15 7. Show or note that garage fire door may swing outward only if the exterior landing is not more than 1% inches lower than the top of the threshold. R311.3.1. 8. Please add the words self-latching (per current code) to proposed fire door between garage and dwelling. Section R302.5.1. 9. Plans to reflect if fireplaces are prefab or masonry. If fireplaces are masonry then the added would need to reflect minimum 2" to combustibles. 10. Not necessarily a correction but could not determine the difference in sheets A2 and A2.0. 11. Please recheck all details to verify that they are complete and/or correct. See for example where note 8 on sheets A2 and A2.0 state to see sheet AS for the window schedule . 12. Plans to reflect required fire protection at garage where infilling walls and opening up a portion of stair well framing at garage side. Section R302.7 13. The City of Carlsbad limits you to 1000 psf for soil bearing unless a soils report is provided. Calculations are using 1500 . • CITY of CARLSBAD REQUIREMENTS 14. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1000 psf for this exception. 15. If inspection is required, the designer shall complete the city's "Special Inspection Agreement". • 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 Ray Fuller at Esgil Corporation. Thank you. Carlsbad 15-1123 04/21/15 SPECIAL INSPECTION AGREEMENT B-45 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject!Permit: _________ _ Project Address: ________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder a. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please printi----------------------------------- (Flrst) [MI) [Last) Mailing Address""": __________________________________ _ Email_·------------------------Phone: __________ _ I am: DProperty Owner DProperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Numbe · Expiration Date _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatur"'-------------------------Date: ___________ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name: ___________________ Please check if you are Owner-Builder D Name: (Please print) -------::c-:----------,.---,--------------,----------{FirstJ (MIl (Last) Mailing Address: ____________________________________ _ Email: ________________________ Phone: __________ _ State of California Contractor's License Number: __________ Expiration Date: _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I Jetter in compliance with CBC Section 1704. 1.2 prior to requesting final inspection. Signature~: ________________________ Date: B-45 Page 1 of 1 Rev. 08/11 Carlsbad 15-1123 04/21/15 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-1123 PREPARED BY: Ray Fuller DATE: 04/21/15 BUILDING ADDRESS: 2388 Botella Place BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION VB BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier Remodel 635 68.98 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: [2] Complete Review 0 Repetitive Fee ~Repeats Comments: No Green Fee D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only 1-------~IH' @ • ($) 43,802 43,802 $368.091 $239.261 $206.131 Sheet 1 of 1 macvalue.doc + DATE: PROJECT NAME: GANN PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: PLAN CHECK NO: SET#: ADDRESS: APN: VALUA~: vf ~his plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Finalmlnspection by the Division is required Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: : ' '·, ><':,,' ENGI~~'~[li,~G,:<· 760-602-2756 :; . ,, >' "''":f -cA:,,', ' Remarks: E-36 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Show on site plan: Drainage patterns Set# Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. , Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining ······street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): Page 2 of 6 REV 6/01/12 E-36 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE · Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $1 15.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $124,000 00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 444~Q.Q,mso we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Processing fee $157.00. Future public improvements required as follows: Page 3 of 6 CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES REV6/30/10 E-36 Set# 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. · Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS RIGHT -OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: Driveway Page 4 of 6 REV6/01/12 E-36 Set# 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance · Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. . Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line . Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: Page 5 of 6 REV 6/01112 Attachments: E-36 Set# 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. 8. FEES For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface> 50% Impact unconstructed facility yes yes yes yes no no no no Fire sprinklers required Upgrade No fees required yes yes no (is addition over 150' from center line) no Engineering Application Storm Water Form Right-of-Way Application/Info. Reference Documents c Page 6 of 6 REV 6/01112 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: GEO DATA: LFMZ: I B&T: Address: Bldg. Permit#: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft.!Units EDU's: Types of Use: Sq.Ft.!Units EDU's: Types of Use: Sq.Ft.!Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft.!Units ADT's: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq.Ft.!Units ADT's: ADT's: Within CFD: ~YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) 'NO 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT 'SE QUADARANT ,, SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNin . X FEE/ADT: I=$ D 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 DIST.#3 ADT'S/UNITS: ~ FEE/ADT: 1=$ D 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: I=$ D 5. SEWER FEE EDU's IX FEE/EDU: I=$ D BENEFIT AREA: EDU's IX FEE/EDU: I=$ D 6. DRAINAGE FEES: PLDA: HIGH MEDIUM LOW ACRES: IX FEE/AC: I=$ D 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 4-15-15 PROJECT NAME: PROJECT ID: Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: CB 15-1123 SET#: 1 ADDRESS: 2388 Botella Place APN: 206-315-10-00 L8J This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: info@andrewcarlosarchitect.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ~ Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: ENGINEERING 760c602-2750 FIRE PREVENTION 760-602-4665 Project Address: PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Permit No.: Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov Information provided below refers to wor~ being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 · · 2 -51N\L vrrcu l-LA-\1 \-WL. Number of new or relocated f1xtures, traps, or floor drams ............. ; ................ 1;;-••••••••• r.J ....•..... __ New building sewer line? ......................................................................................... Yes __ No~ Number of new roof drains?............................................................................................................... N JA. Install/alter water line? ..................................................................................................................... ~\\:=N\7} t~-\'2oiAlt" Number of new water heaters?......................................................................................................... .t:::t' Number of new, relocated or replaced gas outlets? .................................................................... __l_:, STO~€ Number of new hose bibs?.................................................................................................................. N /A- Residential Permits: New/expanded service: Number of new amps: -~N"-')'-A ____ _ Minor Remodel only: Yes__k_ No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construdion: Amps per Panel: Single Phase ............................................................... Number of new amperes ______ _ Three Phase ................................................................. Number of new amperes ______ _ Three Phase 480 ........................................................ Number of new amperes ______ _ Number of new furnaces, A/C, or heat pumps? ............................................................................ _!/)___ New or relocated duct worh? .......................................................................... Yes ,X No Number of new fireplaces? ................................................................................................................ ~ Number of new exhaust fans? ........................................................................................................... . ~ Relocate/install vent? ........................................................................................................................... . Number of new exhaust hoods?........................................................................................................ l-9~ Number of new boilers or compressors? ........................................................... Number of HP --fl2- B-18 Page 1 of 1 Rev. 03/09 l.A COST'A ENGINE:I:RJlrNG 2226 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008 TEL 760·931·0290 FAX 438·5251 martv_mont~omery@yahoo.com CIVIL • STRUCTURAL MECHi\NICA.L • PETROLEUM STRUCTURAL CALCULATIONS PROJECT: ENGINEER: GANN RESIDENCE 2388 BOTELLA PLACE CARLSBAD, CA 92009 MARTELL B. MONTGOMERY R.C.E. 50344 EXP. 6-30-15 DATE: APRIL 7, 2015 DESIGN LOADS: 2012 IBC, 2013 CBC Roof: Floor: 18 psfDL 10 psfDL 20 psfLL 40 psfLL 38 psfTL 50 psfTL '-. Seismic Properties: Seismic Design Category: D Occupancy II I= 1 Exterior Wall: 15 psfDL Interior Wall: 8 psfDL Wind Properties: Envelope Procedure: 28.1 Exposure B Io:l.O RECEIVED APR 14 2015 CITY OF CARLSBAD BUILDING DIVISION R= 6.5 Ss: 1.058 3-s Gust Wind Speed: 110 mph Pmin= 8 psf Roof S1: 0.409 16 psf Floor Site Class: D Fa: 1.077 Fv: 1.591 Sns: 0.76 SD1: 0.434 ' ' ' ~ 2012 NOS MATERIAL SIZE-STRUCTURAL PROPERTIES DOUGLAS FIR-LARCH (DF, DF-L) BEAMS & POSTS& LIGHT FRMING RAFTERS, STRINGERS-#1 TIMBERS-#1 JOISTS-#1 /#2 STUDS-#2 E= 1.6E+06 psi E= 1.6E+06 psi E= 1.6E+06 1.6E+06 psi E= 1.4E+06 psi f= v 170 psi f= v 170 psi fv= 180 180 psi f= v 180 psi f= c 925 psi f= c 1000 psi fc= 1500 1350 psi f= c 850 psi f'Y'= 625 psi f'Y'= 625 psi f'Y'= 625 625 psi f'Y'= 625 psi ft= 675 psi ft= 825 psi ft= 675 575 psi ft= 450 psi fb= 1350 psi fb= 1200 psi fb= 1000 900 psi fb= 700 psi 2XMEMBERS 4XMEMBERS 6XMEMBERS 2x4 4x4 6x4 A= 5.3 in2 A= 12.3 in2 A= 19.3 in2 S= 3.1 in3 S= 7.1 in3 S= 11.2 in3 I= 5.4 in4 I= 12.5 in4 I= 19.7 in 4 2x6 4x6 6x6 A= 8.3 in2 A= 19.3 in2 A= 30.3 in2 s = 7.6 in3 s = 17.6 in3 s = 27.7 in3 I= 20.8 in4 I= 48.5 in4 I= 76.3 in4 2x8 4x8 6x8 A= 10.9 in2 A= 25.4 in2 A= 39.9 in2 s = 13.1 in3 s = 30.7 in3 s = 48.2 in3 I= 47.6 in4 I= 111.1 in4 I= 174.7 in4 2x10 in2 4x10 6x10 A= 13.9 in3 A= 32.4 in2 A= 50.9 in2 s = 21.4 in4 s = 49.9 in3 s = 78.4 in3 I= 98.9 I= 230.8 in4 I= 362.7 in4 2x12 in2 4x12 6x12 A= 16.9 in 3 A= 39.4 in2 A= 61.9 in2 s = 31.6 in4 s = 73.8 in3 s = 116 in3 I= 178 I= 415.3 in4 I= 652.6 in4 2x14 4x14 6x14 A= 19.9 in2 A= 46.4 in2 A= 72.9 in 2 s = 43.9 in3 S= 102.4 in3 S= 160.9 in 3 != 290.8 in4 I= 678.5 in4 I= 1066.2 in4 4x16 6x16 A= 53.4 in2 A= 83.9 in2 S= 135.7 in3 s = 213.2 in3 I= 1034 in4 I= 1625.5 in4 . J STRUCTURAL CALCULATIONS VERTICAL FLOOR FLOOR BEAMS: FB-1 (KITCHEN): L=~ft w= ~ lb/ft V=wl/2= 3948 lb M=wl ~/8= 10364 ft-lb TRY ... 5 1/4 x 111/4 2.0E PSL Va= 11420 lb Ma= 26955 ft-lb I= 625 in4 LhL =5wl 4/(384EI)= 0.165 in 1/(6TL/l)= 766 >240? YES 6LL =LL(6TL)/Tl= 0.132 in 1/(6LL/l)= 957 >480? YES 6oL =6TL-,0,LL = 0.033 in USE 5 1/4 x 11 1/4 2.0E PSL FB-2 (KITCHEN/SITTING): L=~ft V=wl/2= 4888 lb w= 752 lb/ft M=wl~/8= 15886 ft-lb TRY ... 5 1/4 x 11 1/4 2.0E PSL Va= 11420 lb M-a-26955 ft-lb I= 625 in4 6TL =5wl 4/(384EI)= 0.387 in 1/(6TJL)= 404 >240? YES 6LL =ll(6TL)/TL= 0.309 in l/(6LJL)= 504 >480? YES 6oL =6TL -6LL = 0.077 in I use 5 1/4 x 11 1/4 2.0E PSL \, 1 ' " ---DESIGN PROPERTIE. r 2.0E PARALLAM® PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) t Shear modulus of elasticity G 125,000 psi E~~~,..,~~l Modulus of elasticity E 2.0 x J06 psi Flexural stress Fb 2900 psi11J Compression perpendicular to grain 650 psi12)(3) para lief to wide face of strands F cJ. = Compression parallel to grain Fell = 2900 psi Horizontal shear perpendicular to wide face of strands Fv = 290 psi (1) For 12-inch depth. For others, multiply by [~2 JD·111 (2) F cJ. shall not be increased for duration of load. (3) 7 50 psi for all Eastern Species Paraltam® PSL and I%" thick Western Species Para Ham® PSL ALLOWABLE DESIGN PROPERTIES (100% LOAD DURATION) B~" 2.0E Parallam® PSl 3%" 2.0E PARALLAM® PSL 6,430 7,615_ 8,035 9,475 250 415 490 800 1,195 1,700 10.4 12.3 13.0 15.3 17.5 19.7 7" 2.0E PARALLAM® PSL 211fla" 2.0E PARALLAM® PSL 4,935 5,845 6,170 7,275 8,315 9,350 175. 190 320 375 615 915 1,305 7.8 8.0 9.5 10.0 11.8 13.4 15.1 51f411 2.0E PARALLAM® PSL 9,645 11,420 12,055 14,210 16,240 18,270 375 ~~~~;;,yo~s:~;ri~;_fi.X. 15.2 15.6 GENERAL ASSUMPTIONS FOR NON-TREATED PARA,LLAM® PSL 625 18.5 735 1,200 1,790 2,550 19.5 23.0 26.3 29.5 • Lateral support is required at all bearing points and along compre!;ion edge at intervals of 24" on-center or elmer; • Para Ham® P5L beams ;,re m~de without c~~ber; therefore, in addition to· com- plying with the· deflection limits of the applfl;able building code; other consider- ations, such as long term deflection under sus~ained loads (including creel"), pending (positive drainage is essential) and aestretics, must be evaluated. 8 Roof members shall either be sloped for drainag~ or designed to account for load .and _deflection as specified in the app!icablb building code. 1 • Reductions applied in accordance with: 1994 USC 1606, 1996 NBC 1606 and 1994 SBC 1604 for floor live load; 1994 UBC 1606, 1996 NBC 1607 and 1994 SBC 1604 for roof live load in non-snow ( 125%) conditions. • 3Y2" members may be two pieces of 1%" or a single 3%" width beam. 5%" members may be three pieces 1'%", one piece 1o/4" with one piece 3%", or a single 5%" width beam. 7" members may be two pieces!%" around one piece 3%", two pieces 3%", .or a single 7" width beam. See pages 16 and 1 7 for multiple member beam connections. - . ' FB-3 (STAIR/DINING): L=~fl w= 743 lb/ft TRY ... 4x 12 I= 415.3 in4 LlTL =5wl 4/(384EI)= 0.010 in 1/(LlrL/l)= 5234 >240? FB-4 (SITTING/DINING): L= c:=:_g] ft w= ~ lb/ft V=wl/2= 1672 lb M=wl2/8= 1881 ft-lb LlLL =LL(LlrL)/TL= 1/(LlLL/l)= YES L'loL =LlrL-LlLL = V=wl/2= 5118 lb M=wl 2/8= 15354 ft-lb TRY ... 5 1/4 x 11 1/4 2.0E PSL V= a 11420 lb Ma= 26955 ft-lb I= 625 in4 LlrL =5wl 4/(384EI)= 0.318 in 1/(LlrL/l)= 452 >240? YES LlLL =LL{LlrL)ITL= 0.255 in 1/(LlLL/l)= 565 >360? YES AR=1.5(V)ffv= SR=M/(fb *Co *CF)= Co= 1 CF= 1.1 0.005 in 10626 >480? 0.005 in L'loL =LlrL-LlLL = 0.064 in USE 5 1/4 x 11 1/4 2.0E PSL 1ST FLOOR HEADERS: CHECK (E) REDUCED-SPAN HEADER (FAMILY RM): L=~fl V=wU2= 833 lb AR=1.5(V)ffv= w= ~66 lblft M==wl2/8= 520 ft-lb SR=M/(f b *Co *CF)"' " -1 vo- TRY ... 4x~ CF= 1.3 I= 48.5 tl in· DLL =LL(LlrL)/TL= 0.004 in LlrL =Swl 4/(384EI)= 0.008 in 1/(L~LL/L)= 8074 >480? 1/(LlrL/l)= 3977 >240? YES L'loL=LlrL-LlLL= 0.004 in 13.93 in 2 22.8 in 3 YES I USE 4 X 12 6.94 in2 5.3 in3 YES I USE MIN. 4x6 . J HEADER (KITCHEN): L=~ft w= ~ lblft TRY ... 4x6 I= 48.5 in4 6.TL =5wl 4/{384EI)= 0.024 in 1/{f,TL/l)= 1739 >240? HEADER (SITTING): L=~ft w= 555 lb/ft V=wl/2= M=wl2/8= YES V=wl/2= M=wl2/8= TRY ... 3 1/2 x 11 1/4 2.0E PSL Va= 7615 lb Ma= 17970 ft-lb I= 415 in4 6.TL =5wl 4/{384EI)= 0.312 in 1 /( f,TL/l)= 462 >240? YES t,LL =ll(6.TL)/Tl= 0.163 in 1/(f,LL/l)= 883 >480? YES 6.oL=f;TL-6_LL= 0.149 in HEADER (DINING): L=~ft V=wl/2= w= 555 lb/ft M=wl2/8= TRY ... 4x8 I= 111.1 in4 6.TL =5wl 4/(384EI)= 0.044 in 1/(f,TL/l)= 1367 >240? YES 971 lb AR=1.5{V)/fv= 8.09 in2 850 ft-lb SR=M/(fb *Co *CFl= 8.7 in3 Co= 1 CF= 1.3 6.LL =ll(6.TL)/Tl= 0.012 in 1/(f;LL/l)= 3531 >480? YES 6.oL =6_TL-6_LL = 0.012 in I USE 4x6 3330 lb 9990 ft-lb USE 3 1/2 x 111/4 2.0E PSL 1388 lb AR=1.5{V)ffv= 11.56 in2 1734 ft-lb SR=M/(fb *Co *CFl= 17.8 in3 Co= 1 CF= 1.3 6.LL =LL{ 6.TL)/TL= 0.023 in 1/(f;LL/l)::: 2596 >480? YES LloL =6_TL-6_LL = 0.021 in I USE 4ill HEADER (DINING): L=~ft w= ~ lb/ft TRY ... 4x6 I= 48.5 in4 f~TL =5wl 4/(384El)= 0.037 in 1/{f~TL/l)= 1286 >240? HEADER (GARAGE/ENTRY): L=~ft w= ~ lb/ft TRY ... 4x6 I= 48.5 in4 f~TL =5wl 4/(384EI)= 0.017 in 1 /( f~TL/l)= 2063 >240? V=wl/2= M=wl2/8= YES V=wl/2= M=wl2/8= YES 7 1006 lb AR=1.5{V)/fv= 8.38 in2 1006 ft-lb SR=M/(fb *Co *CF)= 10.3 in3 Co= 1 CF= 1.3 fiLL =ll( f~TL)/Tl = 0.020 in 1/( f~LL/l)= 2443 >480? YES floL =fiTL-fiLL = O.D18 in I USE 4x6 1115 lb AR=1.5{V)/fv= 9.29 in2 836 ft-lb SR=M/{fb *Co *CF)= 8.6 in3 Co= 1 CF= 1.3 fiLL =LL(f~TL)/TL= 0.009 in 1/(f~LL/l)= 3920 >480? YES floL =f~TL -fiLL= 0.008 in I USE 4x6 ', I Posts Example Post Design for 4 x 4 of Length 10' For Douglas Fir-Larch per NDS 2005, E=l.6xl06 psi (for 2-4" wide) Fc=l350 psi (for 2-4" wide) L=lO' d=3.5", h=3.5" Ke=l L./d= Ke *L /d=l *10'(12 inlft)/3.5"=34.3 IfL./d:5ll, thenF'c=Fc If 11 <L./d:5K, then F' c=F c[l-1/3(L./d)/K))4] IfK <L./d:550, then F' c=0.3E/(L.!di K=0.671(E/Fc)112 =0.671(1.6x106 psi/1350 psi)112 =23.1 23.1 <34.3 :550, F' c=0.3(1.6xl 06 psi)/34.32=408.3 psi Pa=F'c(d)(h)=408 psi(3.5"i=5002lb Allowable Load (lb) Length Cross-section (in x in) L (ft) 4x4 4x6 4x8 6x4 2 16538 25988 34256 25988 3 16538 25988 34256 25988 4 15853 24911 32838 25988 5 14866 23360 30793 25988 6 13071 20539 27075 25094 7 10208 16042 21146 24332 8 7813 12282 16190 23164 9 6175 9704 12792 21465 10 5002 7860 10361 19094 11 4134 6496 8563 16042 12 3474 5459 7195 13479 13 2960 4651 6131 11485 14 2552 4010 5286 9903 15 2223 I 3494 4605 8627 16 1954 I 3070 4047 7582 17 1731 2720 3585 6716 18 1544 2426 3198 5991 ' 19 1386 2177 2870 5377 20 1251 1965 2590 4853 21 1134 1782 2350 4401 22 1033 1624 2141 4010 6x6 30250 30250 30250 30250 29679 29193 28447 27361 25847 23804 . 21120 18049 15562 I 13556 11915 --' 10554 ..._,__ 9414 8449 7626 6917 6302 Foundations Soil bearing pressure (Ps): 1500 psf Check New/Exist. Continuous 2-Story Footing w=l 883llb/ft Story= 2 Width 0. 767 ft B=(w/Ps)112= 9.2 in B=CJ])in D=~in As=pbd= 0.26 in2 Try (2)-#4: Table 1806.2, CBC 2013 0.40 in2 > 0.26 in2 USE EXIST. 12 W x 18 D continuous footing, 2500 psi w/ (2)-#4 Top & Bottom Check New Point Load on Exist. 2-Story Continuous Footing Spread Footings rpAD# 1 I 2 3 44 in B= 12 in 4 in Pa=W*B*Ps= 5500 lb 18 in P max= 3948 < 5500 lb OK As=pbd Footing Size As(in2) j Reinforcement L 30 w X 12 D * 0.49 (3)-#4 E.W, J ---30 \1\f X 18 D 0.81 (4)-#4 E.W. ~I YY 36 w X •18 D 0.97 (5)-#4 E"Y_~ * -"Underpinned" Footing Lateral Calculations Wind Loads -(Envelope Procedure) 28.1 Roof slope= I 51112 18.4 psf P=qh[(GCpt) -(GCpi)] = @Roof: @Walls: Wind Distribution: k= z 10.0 12§! 17.5 12§! 16 psf Walls 28.4.4 8 psf Roof 2nd Roof-Main House/ Remodel Area wp=(5.75')(10.0)+(8'/2)(17.5)= 128 lb/ft Wpmin=(5. 75')(8)+(8'/2)(16)= 110 lb/ft Floor-Main House/ Remodel Area wp=(8'/2+1.0'+8'/2)(17.5)= 158 lb/ft Wpmin=(B'/2+1.0'+8'/2)(16) = 1441blft J st Roof-Main House/ Remodel Area wp=(11.5')(1 0.0)+(8'/2)(17.5)= 185 lb/ft Wpmin=(11.5')(8)+(8'/2)(16)= 156 lb/ft 0.18 Enclosed Table 26.11-1 0.54 Surface 1 Fig. 28.4-1 Case A -0.45 Surface 2 Fig. 28.4-1 Case A 0.77 Surface 1 E Fig. 28.4-1 Case A -0.72 Surface 2E Fig. 28.4-1 Case A 0.4 Surface 5 Fig. 28.4-1 Case 8 0.61 Surface 5E Fig. 28.4-1 Case 8 0.70 Table 28.3-1 EXP. 8 1.0 26.8.2 0.85 Table 26.6-1 110 mph, 3s Gust, Fig. 26.5-1A kEY MA~ t=. j... \ ~' f:-\.0..~ -..J-)ft\.L F-"'f • .zt-~~ S't"O~'-\ "•-'lltU... (...:>') {{n'l2-o'F-\l' s~~ w!M-\.. ( tJ ~ 1>-Mu. \..i tJ'C' Seismic Loads Ss= 1.058 S1= 0.409 Site Class: D F= a 1.077 F= v 1.591 R= 6.5 I= 1.0 Floors: 2 SMs=F aSs= 1 .140 SM1=FvS1= 0.651 Sos=2/3SMs= 0. 760 SOC: D So1=2/3SM1= 0.434 SIMPLIFIED DESIGN PROCEDURE (ASCE 712.14) E=Eh+Ev E=Eh-Ev Eh=QE=V (For load comb. 5 & 6 ASD) (For load. comb 8 ASD) Ev=0.2SosD= 0 for E acting in plane of diaphragm/base shear Seismic Base Shear (per ASCE 12.14.8.1) V=FSosW/R F= 1.1 R= 6.5 V= 0.129 W Vertical Distribution (per ASCE 12.14.8.2) F x=FS0s/R*wx F= 0.129 Wx Design Maps Summary Report ht1p:/ I ehp4-earthquake.cr. usgs .gov I designmaps/us/ sunnnary. php ?templ ... 1 ~.C 1 EUSGS Design Maps Summary Report User-Specified Input Report Title Gann Residence Fri AprillO, 2015 03:19:32 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.08373°N, 117.25626°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category !/II/III USGS-Provided Output s. = 1.058 g s, = 0.409 g SMs = 1.140 g SMl = 0.651 g Sos = 0.760 g S01 = 0.434 g For information on how the SS and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE" Response Spectrum 0.98 Q.SCI Period~ T (sed For PGAM, Tu CRs, and CR1 values, please view the detailed report. Design Response Spectrum O.G!:J C.90 1.00 Li!O 1.40 l.GO Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Seismic Distribution DLroor 18 psf DLfloor= DLwallext= LineA 2ND ROOF Lnne= Hwall= FLOOR Lline= Hwall= line 2 2ND ROOF Lline= Hwall= FLOOR Lnne= Hwall= Line 3 2ND ROOF Lnne= Hwau= FLOOR Lnne= Hwall= 10 psf 15 psf a~~ ft a~~ ft ES]ft ft ES]fl ft a~~ ft a~~ ft wR= (38')18= 684 lb/ft WIND Ww= 2(8'/2)15= 120 lb/ft GOVERNS v = 0.129(684+120)= 103 lb/ft wF= (38')1 0= 380 lb/ft WIND Ww= 2(8'/2+8'/2)15= 240 lb/ft GOVERNS v = 0.129(380+240}= 80 lb/ft wR= (27.5')18= 495 lb/ft WIND Ww= 2{8'/2)15= 120 lb/ft GOVERNS v = 0.129(495+120)= 79 lb/ft wF= (27.5')10= 275 lb!ft WIND. Ww= 2(8'/2+8'/2)15= 240 lb/ft GOVERNS v = 0.129(275+240)= 66 lb/ft wR= (12')18= 216 lb!ft WIND Ww= 2(8'/2)15= 120 lb/ft GOVERNS v = 0.129(216+120)= 43 lb/ft wF= (12')10= 120 lb/ft WIND Ww= 2(8'/2+8'/2)15= 240 lb/ft GOVERNS v = 0.129(120+240)= 46 lb/ft Diaphragm/Shear Loads RA 2R= 0.6(128 lb!ft)(27.5'/2)= RA F= 0.6(158 lb/ft)[(27.5'/2)= Use Load Combination 2.4.1 ASCE 7-10: #5: D + (O.SW or 0.7E) for Wind/Seismic Loads ~lb ~lb R2 ZR/1 R= 0.6{[( 128 lb/ft)(38'/2)( 12'/27 .5')+( 185 lb/ft)(50'/2)( 15.5'/27 .5')](27 .5'/52')}= 1 116411b R2 F= 0.6{( 158 lb/ft){(38'/2)( 12'/27 .5')+(24'/2)( 15.5'/27 .5')](27 .5'/52')}= R3 2R= 0.6(128 lb/ft)(14'/2)= R3F= 0.6(1581b/ft)(14'/2)= Drag Loads FLOOR: Line 2: (27 lb/ft)( 16.5 ft)= 4461b ...-, -75--.5,1b ~lb ~lb USE ST 6224 28 lb!ft 34 lb/ft 42 lb/ft 27 lb/ft 45 lb/ft 55 lb!ft SHEAR WALLS: Seismic: Use Load Comb.#8 2.4.1 ASCE 7-05 (12.14.3.1.3) (0.6D-0.14S08D) = 0.49 D Wind: LINE Distribution: Fir. W# H' W#H' 2 1056 17 17952 1 1304 8 10432 Tot. O.T.M.= 28384 ft-lb 1 Fir. v= 143 lb/ft Use Typel Use Load Comb.#? (0.6D) A WALLS: l.:Ls.w.= OTM= RM= UPLIFT= 1 I Wall Check Perforated Shear Wall Design: 8'-0" NET (LINE A, 11 '-6" WALL @1ST FLOOR) WALL UNIT SHEAR = (10561b + 13041b)/16.5' = 1431b/ft 2.4.1 ASCE 7-05 ft. exist. wall) 6881 ft-lb 1080 ft-lb 0.6[(2'/2 +1.5')(18)+(8')(15) 1450 lb +(12'/2)(1 0)](4')2/2 USE HDU2 w/ RETROFIT 5/8" a. b. x 1 0" EMBED. INTO EXIST. CONC. USE SET -XP EPOXY, ESR-2508, FOLLOW ALL MANUFACTURER RECOMMENDATIONS. PIER UNIT SHEAR= (143 lb/ft)(11.5')/(6' + 2') = 206 lb/ft GOVERNS DRAG FORCE= 3.5'(206-143) = 2191b EFFECTIVE h/w= 3.5'/2'= 1. 75: 1 OK USE CS16 STRAP (Lm;n=4') LINE Distribution: Fir. W# H' W#H' 2 1164 17 19788 1 755 8 6040 Tot. O.T.M.= 25828 ft-lb 1 Fir. v= 183 lb/ft Use Typel LINE Distribution: Fir. W# H' W#H' 2 538 17 9146 1 664 8 5312 Tot. O.T.M.= 14458 ft-lb 2 1 3 WALLS: I:Ls.w.= OTM= 25828 ft-lb RM= 12456 ft-lb 0.6[(34'/2)(18)+(8')(8) UPLIFT= 1274 lb +(1.33'/2)(1 0)](1 0.5')2/2 lwall USE HDU2 w/ RETROFIT 5/8" a.b. x 10" EMBED. INTO EXIST. CONC. USE SET -XP EPOXY, ESR-2508, FOLLOW ALL MANUFACTURER RECOMMENDATIONS. WALLS: Uplift at 1st Floor( j 2 ft. exist. wall) I:Ls.w.= 12 ft OTM= 14458 ft-lb RM= UPLIFT= 10134 ft-lb 360 lb 0.6[(14'/2 +1.5')(18)+(5')(15) +(1.33'/2)(1 0)](12')2/2 1 Fir. v= 100 lb/ft Use Type._I __ 1 _ _...1Wall USE HDU2 w/ RETROFIT 5/8" a.b.,10" Check Perforated Shear Wall Design: 8'-0" NET (LINE 3, 12'-0" WALL @1ST FLOOR) WALL UNIT SHEAR = (538 lb + 6641b)/12' = 100 lb/ft EMBED. INTO EXIST. CONC. USE SET -XP EPOXY, ESR-2508, FOLLOW ALL MANUFACTURER RECOMMENDATIONS. I PIER UNIT SHEAR= (100 lb/ft)(12')/(4' + 4') = 150 lb/ft GOVERNS DRAG FORCE= 4'(150-100) = 200 lb EFFECTIVE h/w= 5'/4'= 1.25: 1 OK USE CS16 STRAP (Lmin=4') Uo -SHEAR SCHEDULE ~V. PER 21Z>1~ CALl!=. 6LDGI. CODE (IIIZ>1121Z>I4) ·-~ WALL NAILING FOUNDATION Sl-leAR TRANSF'eR L &.W. SI-IEA!"! WALL t1ATERIAL NAIL PANEL INTER Vz 114>x11Z>11 MIN. MIN. BOTTOM NAILS AND A-S!!> TJI 6LK'C!s MICRO LAM ~IM JST /6LK'C!s s.w. WALL VALUE eDG:E SPACE A.6.SFAC'C!s PLATE NAILING: 6LOCKt:o SPACING TO PLATES WI SIMPSON CLIPS WALL 1 2E>IZ> 318" CDX 0~ OSB FL YWD ** eel "'II 1211 3211 ole:. IE>d e Ill'" ole 16d • 6" ole:. 1611 16d"' 6" ole:. ASS e 16" ole:. 1 2 .S!>IZ> :!>/€!>" CDX OR 0&6 FL YWD ** ed 4" 1211 2411 C?le 16d e Ill'" ole:. 16d e 4 11 ole 12" 16d e 6" ole ASS e 12" ole 2 *3 4'00:1 316" CDX 01'<: OSB FL YWD, ** 8d 3" 1211 2411 ole:. 31&"x6' LAGoS 1611 16d "'4" ole a~~ 16d "'6" ole A3S e &"ole *3 3 x SILL ole <PREDRILL> STAG:G:EIED *4 lb41Z> 318" CDX 0~ OS6 FL YWD, ** ed 211 1211 1211 ole .lll811x6' LAGoS 1211 16d "'4" ole e" 16d e 6" ole ASS e 811 ole *4 3 x SILL. ole:. (F'F<f:DRILLJ ST AG:G:EIED *5 111Zl 112" CDX 01'<: OS6 FLYWD, *** I!Zld 211 1211 511 ole 318"x6' LAGoS '.!l" 1E>d e 4" ole:. 6" 16d "'6" ole AS!> e 6" ole *!:> 3 X &ILL ole <PREDRILL> ST AG.G:EJED *b 811Zl 112" FL YUJD, &TRUe I *** I!Zld 2" 12" 8" ole ::11e"x6' L.AG:S e" 1E>d "'4" ole 6" 16d .. 6" ole A3& e 6 11 ole *10 3 >c SILL ole (FF<ED~ILLJ STAG.G:EF<ED 110 18el 1/8" STUcco WI PAf>E~ eKD. l1 GoA. 1-112" I&" 611 48" ole 16d e I!Zl" ole 16d e 8" ole 24" 16d • 6" ole AS& e 24" ole 10 LATH 114" l"U~Fi!ING MIN.> 1116" I-lEAD ---- SHEAR SCHEDULE NOTES I * mAMINc!i AT .i>,DJOININCil F'AI\II:L EDGES SI-IALL NOT 6E LESS TI-IAN .Sx OF< WIDE~ AND NAILS Sl-I.C,LL Bl:: STAGGEF<ED. ** USE ecl(2vz'xfZ>.131" COM1'10N, 2V2"XIZ>.113 GALV. 60X) * * * U6E IIZ>d(3"xl!1'.146" COMI"10N, 3"x!Zl.128" GAL V. BOX) A. U6E CDX, cc, OR 6RD WI E><T. GLUE IN LIEU 01= STFCUcTUR.AL FL YWOOD. TI-IESE VALUE:S ARE !=OR DOUG. FIR. OTf..JER LUMBER SPEciES MAY ~QUIRE ci-IANG!ES <USE 01= OSB OF< SIMILA~ ffiODUCTS INSTALLED FEF< l.c.c. AFFROVAL I& ADEQUATE:> B. F'Fi!OVIDE 2x 6LOC'o<:.ING A'f 1-lORI:Z:ONTAL FLYUJOOD PANEL JOINTS. c. WI-IE~ FL YUIOOD I& r.:.I.PF•l.IED ON 60TI-Il=ACES 01= WALL AND NAIL SPACING iS LESS TI-tAN lb" o/c. PANEL JOINT6 SI-IALL 6E OFFSET TO !=ALL ON Dli=F'Ei"!ENT l=~MING MEMBER& OR I"~MiNG! SI-IALL BE 3x 0~ WIDER (0~ 2-2x) AND NAILS STAGGE~ED ON EAC!-l SIDE. D. WI-IE~ NAILS ARE &!"'ACED AT 2" ole, TI-lEY SI-IALL 6E STAG:GE~D AND Sx 01'<: WIDER(~ 2-:lx) l=RAMNt.Si: MEMBE~S SI-IALL. BE USED AT ADJOINING PANEL EDGES. E. USE l/2 "<l>x11Z>" SILL 60L TS (1" MIN. EMBED INTO CONC~TEJ AT 6'-!Zl" O.C. SP.<l.CIN.a. IN ALL BEAI"!ING WALLS !"OR &'ti"!UCTUF<E& TWO STORIE& 01'<: L.E&S (4'-IZ>" O.C. &FACING F<E!QUI~D FOR Tl-lr'!.EE-STO~Y ST~CTU~&). F. US!: TITAN l-ID va"<l>xh"L <I"OR 2x Pl-ATES) OR TITAN l-ID '-"a"<l>x$"L (!'OF< 3xPLATE&, (:2)-2xPL.ATES), ES!'i: I!Z'5>!& IN LIEU 01= SILL 601.. TS AT SAME &FACING TO 2S!Zlll' F.&.l. FDN. WI-IE~ ALLOWED FER LOCAL CODE. WI-IEF<E ALLOWA6LE &I-lEA~ VALUE& EXCEED 3&1Zl F.L.l=. IN WOOD ST~CTU~ SI-IEA~ WALLS: ALL l=~AMING MEM6E~S ~ECEIVING: EDGE NAILING! !=ROM ABUTTING PANELS SI-IALL NOT BE LESS TI-IAN A &INGLE 3" NOMINAL MEMElER. IN 51-lEAR WALLS WI-IEF<E TI-lE TOTAL WALL DESIGN &I-lEA~ DOES NOT EXcEED 6~ FLF., A SINGLE 2" NOMINAL SILL FLATE IS FE~ITTED 11= ANCI-IO~D BY TWO TIMES TI-lE NUM6E~ 01= BOLT& ~QUIRED BY DESIGN. WOOD ST~CTURAL PANEL JOINT AND SILL PLATE NAILING &I-IALL BE STAGG:ERED IN ALL CA&ES. TI-lE FOLLOWING &1-IALL AFFL Y 1=~ SI-IEA~ WALL& GOvE~ED BY WIND ~ SEISMIC LOADS: A. TI-lE MINIMUM NOMINAL ANCI-IOR 60L TS DIA. SI-IALL 6E ~/e ". NOTE TI-IAT TI-llS WILL Re:QUI~ A MINIMUM DISTANCE F~OM TI-lE ENDS 01= TI-lE SILL PLATES TO 6E 4-316" <AND A MAX. 01= 12"). 6. PLATE WASI-IERS (MINIMUM SIZE 01= 3"x3"x1Z>.22'0" SI-IALL 6E USED ON EACI-I ANcl-l~ 60LT. TI-lE I-IOLE IN TI-lE FI..ATE WASI-IE~ IS FE~ITTED TO 6E DIAGIONALL Y SLOTTED WITI-I A WIDTI-I 01= UF TO 3/16" LA~E~ TI-IAN TI-lE BOLT DIA. AND A SLOT LENCiiT!-1 NOT TO cXCEED 1 '41 ", F~OVIDED A STANDA~ CUT WASI-IE~ IS PLACED BETWEEN TI-lE PLATE WA&I-IER AND TI-lE NUT. C. NO POWCR DRIVEN FINS SI-IALL 6E USED IN LIEU 01= ANC!-10~ BOLTS AT TI-lE EOOE OF SL,A6. --i. SIMPSON Anchor Designer™ Software Version 2.0.5154.21 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A 193 Grade B7 Diameter (inch): 0.625 Effective Embedment depth, het (inch): 10.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 13.13 Cac (inch): 24.29 Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Strength reduction factor for brittle failure, ¢d: 0.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Company: La Costa Engineering I Date: 14/1 0/2015 Engineer: Martell B Montgomery I Page: J 1/4 Project: Gann Residence Address: 2226 Faraday Ave., Carlsbad, CA 92008 Phone: (760) 931-0290 E-mail: marty montgomery@yahoo.com Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 16.00 State: Cracked Compressive strength, f c (psi): 2500 4!c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range: 1 Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate z Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Ti& 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn SIMPSON <Figure 2> ® Anchor Designer™ Software Version 2.0.5154.21 Recommended Anchor Anchor Name: SET-XP®-SET-XP w/5/8"0 A193 Gr. 87 Code Report Listing: ICC-ES ESR-2508 Company: Engineer: Project: Address: Phone: E-mail: La Costa Engineering I Date: 14/10/2015 Martell B Montgomery I Page: 12/4 Gann Residence 2226 Faraday Ave., Carlsbad, CA 92008 (760) 931-0290 marty montgomery@yahoo.com IJl N cO """"'''"""''""""'"''"'"'""""' .......... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer™ Software Company: Engineer: Project: La Costa Engineering I Date: 14/1 0/2015 Martell B Montgomery I Page: 1314 Gann Residence Version 2.0.5154.21 Address: 2226 Faraday Ave., Carlsbad, CA 92008 ® Phone: (760) 931-0290 E-mail: marty montgomery@yahoo.com ••="'"""'"""''''""'"·''"'" 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Nua (lb) 1450.0 Sum 1450.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1450 Resultant compression force (lb): 0 Vuax (lb) 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. 0.5.1) Nsa (lb) rp rj!Nsa (lb) 28250 0.75 21188 5. Concrete Breakout Strength of Anchor in Tension (Sec. 0.5.2) Nb = kcA...,Jf'cher1.5 (Eq. D-7) kc A. f'c (psi) her (in) Nb (lb) 17.0 1.00 2500 6.833 15183 0.75rjldrj!Ncb = 0.75rjldrjl (ANcl A Nco) 'Fed,N 'Fc,N'Fcp,NNb (Sec. 0.3.3.3, 0.4.1 & Eq. D-4) Shear load y, Vuay (lb) 0.0 0.0 ANc (in2) ANco (in2 'Fed,N 'Fc,N 'Fcp,N Nb (lb) 222.00 420.25 0.751 1.00 1.000 15183 6. Adhesive Strength of Anchor in Tension (AC308 Sec. 3.3) Tk,cr = Tk,crfshO!MermKsataN.seis 7:k,cr (psi) fshort~term Ksat aN.seis 7:k,cr (psi) 855 1.00 1.00 1.00 855 Nao = 7:k,cr7rdaher(Eq. D-16f) 7:k,cr (psi) da (in) her (in) Nao (lb) 855 0.63 10.000 16788 0.75rjldrj!Na = 0.75rjldrjl (ANal ANao) 'Fed,Na lf/p,NaNao (Sec. 0.3.3.3, 0.4.1 & Eq. D-16a) ANa (in2) ANaO (in2) 'Ped,Na 'F,o,Na Nao (lb) ¢ 137.97 223.60 0.770 1.000 16788 0.65 Shear load combined, "(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.75rjldrj!Ncb (lb) 0.65 1469 1945 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com '2:0 SIMPSON Anchor Designer™ Software Company: Engineer: Project: La Costa Engineering I Date: 14110/2015 Martell B Montgomery I Page: 1414 Gann Residence Version 2.0.5154.21 Address: 2226 Faraday Ave., Carlsbad, CA 92008 Phone: (760) 931-0290 E-mail: marty montgomery@yahoo.com ................... 11.1nteraction of Tensile and Shear Forces (Sec. 0.7) Tension Factored Load, Nua (lb) Design Strength, !liNn (lb) Ratio Steel 1450 21188 Concrete breakout Adhesive 1450 1450 1469 1945 0.07 0.99 0.75 SET -XP w/ 5/8"0 A 193 Gr. 87 with hef = 10.000 inch meets the selected design criteria. 12. Warnings Status Pass Pass (Governs) Pass -Concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Company 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 2226 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008 TEL 760·931-V290 FAX 438-5251 martv_montQomery@yahoo.com CIVIL • STRUCTURAL MECH,.,NICA.L• PETROLEUM STRUCTURAL CALCULATIONS PROJECT: ENGINEER: DATE: teJ.~! DESIGN LOADS: Roof: 18 psfDL 20 psfLL 38 psfTL Seismic Properties: GANN RESIDENCE 2388 BOTELLA PLACE CARLSBAD, CA 92009 MARTELL B. MONTGOMERY R.C.E. 50344 EXP. 6-30-15 APRIL 7, 2015 MA"\ i ~~ t.o IS 2012 IBC, 2013 CBC Floor: 10 psfDL 40 psfLL 50 psfTL Exterior Wall: 15 psfDL Interior Wall: 8 psfDL Wind Properties: Seismic Design Category: D Occupancy II Envelope Procedure: 28.1 Exposure B I= 1 I=l.O RECEIVED: MAY 19 201i CITY OF CJ.\RLSBAO BUilDING DIVISION R= 6.5 S5: 1.058 3-s Gust Wind Speed: 110 mph Pmin= 8 psf Roof S1: 0.409 16 psf Floor Site Class: D Fa: 1.077 Fv: 1.591 SDs: 0.76 Sm: 0.434 2012 NOS MATERIAL SIZE-STRUCTURAL PROPERTIES DOUGLAS FIR-LARCH (DF, DF-L) BEAMS & POSTS & LIGHT FRMING RAFTERS, STRINGERS-#1 TIMBERS-#1 JOISTS-#1 /#2 STUDS-#2 E= 1.6E+06 psi E= 1.6E+06 psi E= 1.6E+06 1.6E+06 psi E= 1.4E+06 psi f= v 170 psi f= v 170 psi f= v 180 180 psi f= v 180 psi f= c 925 psi f= c 1000 psi f= c 1500 1350 psi f= c 850 psi f'Y'= 625 psi f'Y'= 625 psi f'Y'= 625 625 psi f'Y'= 625 psi ft= 675 psi ft= 825 psi ft= 675 575 psi ft= 450 psi fb= 1350 psi fb= 1200 psi fb= 1000 900 psi fb= 700 psi 2XMEMBERS 4XMEMBERS 6XMEMBERS 2x4 4x4 6x4 A= 5.3 in2 A= 12.3 in2 A= 19.3 in2 S= 3.1 in3 S= 7.1 in3 S= 11.2 in3 I= 5.4 in4 I= 12.5 in4 I= 19.7 in4 2x6 4x6 6x6 A= 8.3 in2 A= 19.3 in2 A= 30.3 in2 S= 7.6 in3 s = 17.6 in3 s = 27.7 in3 I= 20.8 in4 I= 48.5 in4 I= 76.3 in4 2x8 4x8 6x8 A= 10.9 in2 A= 25.4 in2 A= 39.9 in2 S= 13.1 in3 S= 30.7 in3 s = 48.2 in3 I= 47.6 in4 I= 111.1 in4 I= 174.7 in4 2x10 in2 4x10 6x10 A= 13.9 in3 A= 32.4 in2 A= 50.9 in2 s = 21.4 in4 s = 49.9 in3 s = 78.4 in3 I= 98.9 I= 230.8 in4 I= 362.7 in4 2x12 in2 4x12 6x12 A= 16.9 in3 A= 39.4 in2 A= 61.9 in2 s = 31.6 in4 s = 73.8 in3 S= 116 in3 I= 178 I= 415.3 in4 I= 652.6 in4 2x14 4x14 6x14 A= 19.9 in2 A= 46.4 in2 A= 72.9 in2 s = 43.9 in3 s = 102.4 in3 s = 160.9 in3 I= 290.8 in4 I= 678.5 in4 I= 1066.2 in4 4x16 6x16 A= 53.4 in2 A= 83.9 in2 S= 135.7 in3 s = 213.2 in3 I= 1034 in4 I= 1625.5 in4 STRUCTURAL CALCULATIONS VERTICAL FLOOR FLOOR BEAMS: FB-1 (KITCHEN): L= [J:ill ft w= Lzgj lb/ft V=wL/2= 3948 lb M=wl2/8= 10364 ft-lb TRY ... 5 1/4 x 11 1/4 2.0E PSL Va= 11420 lb Ma= 26955 ft-lb I= 625 in4 LiTL=5wl 4/(384EI)= 0.165 in 1/(LiTJL)= 766 >240? YES !'iLL =ll(LiTL)/Tl= 0.132 in 1/(LiLJL)= 957 >480? YES LioL =LiTL-LiLL = 0.033 in USE 51/4 x 111/4 2.0E PSL FB-2 (KITCHEN/SITTING): L=~ft V=wL/2= 4888 lb w= 752 lb/ft M=wl2/8= 15886 ft-lb TRY ... 5 1/4 x 11 1/4 2.0E PSL Va= 11420 lb Ma= 26955 ft-lb I= 625 in4 LiTL =5wl 4/(384EI)= 0.387 in 1/(LiTL/l)= 404 >240? YES !'iLL =Ll(LiTL)/TL= 0.309 in 1/(LiLL/l)= 504 >480? YES LioL =LiTL -!'iLL= 0.077 in USE 5 1/4 x 11 1/4 2.0E PSL \ h --~~~~~ " -- '. ' 2.0E PARAllAM® PSL AllOWABLE DESIGN STRESSES (100% LOAD DURATION) Shear modu Ius of elasticity G 125,000 psi Modulus of elasticity E 2.0 x 106 psi Flexural stress Fb 2900 psi(1) Compression perpendicular to grain 650 psi(2)(3) parallel to wide face of strands F c.l = Compression parallel to grain Fc11 = 2900 psi Horizontal shear perpendicular to wide face of strands Fv = 290 psi (1) For 12-inch depth. For others, multiply by (1J)0·111 (2) F c.l shall not be increased for duration of load. + (3) 750 psi for all Eastern Species Parallam® PSL and 1%" thick Western Species Parallam® PSL. ALLOWABLE DESIGN PROPERTIES (100% LOAD DURATION) 13/4" 2.0E Parallam® PSL 6,530 8,985 3,215 3,805 4,020 4,735 125 210 245 400 5.2 6.2 6.5 7.7 31f211 2.0E PARALLAM® PSL 18" 6,430 7,615 8,035 9,475 10,8~5 12,180 250 415 490 800 1,195 1,700 10.4 12.3 13.0 15.3 17.5 19.7 7" 2.0E PARALLAM® PSL 500 ~30 975 1,600 2,390 20.8 24.6 26.0 30.6 35.0 39.4 Nf0;"~1~}t~(~f~l~s~~ 9,535 10,025 13,800 15,280 20,855 26,840 33,530 .. -••• 4,805 4,935 5,845 6,170 7,275 8,315 9,350 320 375 615 915 1,305 7.8 8.0 9.5 10.0 11.8 13.4 15.1 5%" 2.0E PARALLAM® PSL Sttf{\R(!bs.f 9,645 11,420 12,055 14,210 16,240 18,270 375 625 735 1,200 1,790 2,550 15.6 18.5 19.5 23.0 26.3 29.5 GENERAL ASSUMPTIONS FOR NON-TREATED PARALLAM® PSL • Lateral support is required at all bearing points and along compression edge at intervals of 24" on-center or closer. • Parallam® PSL beams are made without c~~ber; therefore, in addition to com- plying with the deflection limits of the apph~iable building code, other consider- ations, such as long term deflection under sus~ained loads (including creep), ponding (positive drainage is essential) and aestretics, must be evaluated. • Roof members shall either be sloped for drainag10 or designed to account for load and deflection as specified in the applicabl~ building code. l • Reductions applied in accordance with: 1994 USC 1606, 1996 NBC 1606 and 1994 SBC 1604 for floor live load; 1994 UBC 1606, 1996 NBC 1607 and 1994 SBC 1604 for roof live load in non-snow ( 125%) conditions. • 3%" members may be two pieces of 1%" or a single 3%" width beam. 5%" members may be three pieces 1%", one piece 1%" with one piece 3%", or a single 5%" width beam. 7" members may be two pieces 1%" around one piece 3112", two pieces 3%", .or a single 7" width beam. See pages 16 and 17 for multiple member beam connections. - FB-3 (STAIRJDINING): L=~ft V=wL/2= 1672 lb AR=1.5(V)/fv= 13.93 in2 w= 743 lb/ft M=wL2/8= 1881 ft-lb SR=M/(fb *Co *CFl= 22.8 in3 Co= 1 TRY ... 4 X 12 CF= 1.1 I= 415.3 in4 LiLL =LL(LiTL)/TL= 0.005 in LiTL =5wL 4/(384EI)= 0.010 in 11( f:.LL/L )= 10626 >480? YES 1/(f:.TL/L)= 5234 >240? YES f:.oL =f:.TL-f:.LL = 0.005 in I USE 4x 12 FB-4 (SITTING/DINING): L=~ft V=wL/2= 5118 lb w= 853 lb/ft M=wL2/8= 15354 ft-lb TRY ... 5 1/4 x 11 1/4 2.0E PSL Va= 11420 lb Ma= 26955 ft-lb I= 625 in4 LiTL =5wl 4/(384EI)= 0.318 in 1 /(f:.TL/L)= 452 >240? YES LiLL =LL(LiTL)/TL= 0.255 in 1/(f:.LL/L}= 565 >360? YES f:.oL=f:.TL-f:.LL = 0.064 in USE 5 1/4 x 11 1/4 2.0E PSL 1sT FLOOR HEADERS: CHECK (E) REDUCED-SPAN HEADER (FAMILY RM): L=~fl V=wU2= 833 lb AR=·1.5(V)/fv= 6.94 in2 w= 666 lb/ft M=wL2/8= 520 ft-lb SR=M/(fb *Co *CFl= 5.3 in3 c-o-1 TRY ... 4x6 CF= i .3 I= 48.5 . 4 m LiLL =LL(LiTL)/TL= 0.004 in LiTL =5wl 4/(384EI)= 0.008 in 1/(f:.LL/L)= 8074 >480? YES 1 /(f:.TL/L)= 3977 >240? YES LoL =LiTL-LiLL = 0.004 in I USE MIN. 4x6 HEADER (KITCHEN): L=~ft w= ~ lb/ft TRY ... 4x6 I= 48.5 in4 6rL =5wl 4/(384EI)= 0.024 in 1/(LrL/L)= 1739 >240? HEADER (SITTING): L=~ft w= 555 lb!ft V=wl/2= M=wl2/8= YES V=wl/2= M=wl2/8= TRY ... 3 1/2 x 11 1/4 2.0E PSL Va= 7615 lb Ma= 17970 ft-lb I= 415 in4 LrL =5wl 4/(384EI)= 0.312 in 1/(LrL/L)= 462 >240? YES 6LL=LL(6rL)ITL= 0.163 in 1/(6LL/l)= 883 >480? YES 6oL=6TL-6LL= 0.149 in HEADER (DINING): l=@lt V=wl/2= w= 555 lb/ft M=wl2/8= TRY ... 4x8 I= 111.1 in4 LrL =5wl 4/(384EI)= 0.044 in 1/(Lr)L)= 1367 >240? YES 971 lb AR=1.5(V)/fv= 8.09 in2 850 ft-lb SR=M/(fb *Co *CFl= 8.7 in3 Co= 1 CF= 1.3 6LL =LL(6TL)/TL= 0.012 in l/{6LL/l)= 3531 >480? YES LoL =LrL -6LL = 0.012 in I USE 4x6 3330 lb 9990 ft-lb USE 3 1/2 x 111/4 2.0E PSL 1388 lb AR=1.5(V)/fv= 11.56 in2 1734 ft-lb SR=M/(fb*Co *CFl= 17.8 in3 Co= 1 CF= 1.3 6LL =LL(6rL)/TL= 0.023 in l/(6LL/l)= 2596 >480? YES LoL =6rL-6LL = 0.021 in I USE 4x8 7 HEADER (DINING): L=@ft V=wl/2= 1006 lb AR=1.5{V}/fv= 8.38 in2 w= 503 lb/ft M=wl2/8= 1006 ft-lb SR=M/(fb *Co*CFl= 10.3 in3 Co= 1 TRY ... 4x6 CF= 1.3 I= 48.5 in4 .6.LL =LL(.6.TL)/TL= 0.020 in .6.TL =5wl 4/(384EI)= 0.037 in 11(.6-LL/l)= 2443 >480? YES 1/(.6-TL/l)= 1286 >240? YES .6.oL :.6,TL -.6,LL = 0.018 in I USE 4x6 HEADER (GARAGE/ENTRY): L=@fl V=wl/2= 1115 lb AR=1.5(V)/fv= 9.29 in2 w= 743 lb/ft M=wl2/8= 836 ft-lb SR=M/(fb *Co *CFl= 8.6 in3 Co= 1 TRY ... 4x6 CF= 1.3 I= 48.5 in4 .6.LL =LL(.6.TL}/TL= 0.009 in .6.TL =5wl 4/(384EI)= 0.017 in 11(.6-LL/l)= 3920 >480? YES 1/(.6-TL/l)= 2063 >240? YES .6.oL =.6.TL -.6,LL = 0.008 in I USE 4x6 Posts Example Post Design for 4 x 4 of Length 10' For Douglas Fir-Larch per NDS 2005, E=l.6x106 psi (for 2-4" wide) Fc=l350 psi (for 2-4" wide) L=lO' d=3.5"; h=3.5" Ke=l L.,/d= K/L /d=l *10'(12 in/ft)/3.5"=34.3 IfL.,Id:::;;ll, thenF'c=Fc If 11 <L.,Id:::;;K, then F' c=Fc[l-l/3(L.,/d)/K))'1 IfK <L.,/d:550, then F' c=0.3E/(L.,idi K=0.67l(E/Fc)112 =0.671 (1.6xl 06 psi/1350 psi)112 =23.1 23.1 <34.3 :550, F' c=0.3(1.6xl 06 psi)/34.32=408.3 psi Pa=F'c(d)(h)=408 psi(3.5"/=5002lb Allowable Load (lb) Length Cross-section (in x in) L (ft) 4x4 4x6 4x8 6x4 2 16538 25988 34256 25988 3 16538 25988 34256 25988 4 15853 24911 32838 25988 5 14866 23360 30793 25988 6 13071 20539 27075 25094 7 10208 16042 21146 24332 8 7813 12282 16190 23164 9 6175 9704 12792 21465 10 5002 7860 10361 19094 11 4134 6496 8563 16042 12 3474 5459 7195 13479 13 2960 4651 6131 11485 14 2552 4010 5286 9903 15 2223 3494 4605 8627 16 1954 3070 4047 7582 17 1731 2720 3585 6716 18 1544 2426 3198 5991 19 1386 2177 2870 5377 20 1251 1965 2590 4853 21 1134 1782 2350 4401 22 1033 1624 2141 4010 s 6x6 30250 30250 30250 30250 29679 29193 28447 27361 25847 23804 . 21120 18049 15562 13556 11915 10554 9414 8449 7626 6917 6302 Foundations Soil bearing pressure (Ps ): 1 000 psf Check New/Exist. Continuous 2-Storv Footing w=l 883llb/ft Story= 2 Width 0.940 ft B=(w/Ps)112= 11.3 in B=c=J]lin D=c:==min As=pbd= 0.26 in2 Try (2)-#4: Table 1806.2, CBC 2013 0.40 in2 > 0.26 in2 USE EXIST. 12 W x 18 D continuous footing, 2500 psi wl (2)-#4 Top & Bottom Check New Point Load on Exist. 2-Story Continuous Footing B= 12 in 4 in Pa=W*B*Ps= 3667 lb 18 in P max= 3948 < 3667 lb OK Spread Footings B=v(P/Ps) As=pbd PAD# p Footing Size As(in2) Reinforcement 1 6250 30 w X 12 D * 0.49 (3)-#4 E.W. 2 9000 36 w X 1Z D * 0.97 U:?)·#4 E.W. 3 9000 36 w X 18 D 0.97 (5)-#4 E.W. 4 14063 45 w X 18 D 1.22 (6)-#4 E.W. * -"Underpinned" Foot1ng Lateral Calculations Wind Loads -(Envelope Procedure) 28.1 Roof slope= I 51/12 18.4 psf P=qh[(GCpf) -(GCp;)] = @Roof: @Walls: Wind Distribution: k= z 10.0 mll 17.5 Q§f 16 psf Walls 28.4.4 8 psf Roof 2nd Roof-Main House/ Remodel Area wp=(5.75')(10.0)+(8'/2)(17.5)= 128 lb/ft Wpmin=(5. 75')(8)+(8'/2)(16}= 110 lb/ft Floor-Main House/ Remodel Area wp=(8'/2+1.0'+8'/2)(17.5)= 158 lb/ft Wpmin=(8'/2+1.0'+8'/2)(16) = 144 lb/ft 1st Roof-Main House/ Remodel Area Wp=(11.5')(1 0.0)+(8'/2)(17.5)= 185 Jb/ft Wpmin=(11.5')(8)+(8'/2)(16)= 156 lb/ft 0.18 Enclosed Table26.11-1 0.54 Surface 1 Fig. 28.4-1 Case A -0.45 Surface 2 Fig. 28.4-1 Case A 0.77 Surface 1 E Fig. 28.4-1 Case A -0.72 Surface 2E Fig. 28.4-1 Case A 0.4 Surface 5 Fig. 28.4-1 Case B 0.61 Surface 5E Fig. 28.4-1 Case B 0.70 Table 28.3-1 EXP.B 1.0 26.8.2 0.85 Table 26.6-1 110 mph, 3s Gust, Fig. 26.5-1A KEY MA:y> t:.-'1-. ,~\'fo\.~ vJfiU... F-'1· ~jVIl> S't'Ot!.-l.o\ Wlfr\.1... (~) «~(2.0-F-\1" s~~~ w;lt\-\.. ( t-:l) ):.N\U. \..i tJ~ Seismic Loads Ss= 1.058 S1= 0.409 Site Class: 0 F= a 1.077 F= v 1.591 R= 6.5 I= 1.0 Floors: 2 SMs=F aSs= 1 .140 SM1=FvS1= 0.651 Sos=2/3SMs= 0.760 SDC: D So1=2/3SM1= 0.434 SIMPLIFIED DESIGN PROCEDURE (ASCE 712.14) E=Eh+Ev E=Eh-Ev Eh=QE=V (For load comb. 5 & 6 ASD) (For load. comb 8 ASD) Ev=0.2S05D= 0 for E acting in plane of diaphragm/base shear Seismic Base Shear (per ASCE 12.14.8.1) V=FS05W/R F= 1.1 R= 6.5 V= 0.129 W Vertical Distribution (per ASCE 12.14.8.2) F x=FS0 s/R*wx F= 0.129 Wx Design Maps Srunmary Report i\IIJSGS Design Maps Summary Report User-Specified Input Report Title Gann Residence Fri AprillO, 2015 03:19:32 UTC Building Code Reference Document ASCE 7-10 Standard http :1 I ehp4-earthquake.cr. usgs.gov/ designmaps/us/ srunmary. php?templ. .. (which utilizes USGS hazard data available in 2008) Site Coordinates 33.08373°N, 117.25626°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category !/II/III E=====::::::J 2mi 5000m USGS-Provided Output s. = 1.058 g 51= 0.409 g SMs= 1.140g SMl = 0.651 g Sos = 0.760 g So1 = 0.434 g For infonnation on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and detenninistic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE, Response Spectrum O.SB l.GO l.Bf.l 2.0D Period~ T (sed For PGAM, TL, CR5, and CR1 values, please view the detailed report. Design Response Spectrum Q.J1J 0.40 IJ.GC! O.BO l.QO 1.20 1.4.0 l.GO LSO 2.otl Period, T {sed Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Seismic Distribution DLroor 18 psf DLfloor= DLwallext= LineA 2ND ROOF Lnne= Hwau= FLOOR Lnne= Hwau= Line 2 2ND ROOF Lnne= Hwau= FLOOR Lnne= Hwau= Line 3 2ND ROOF Lnne= Hwau= FLOOR Lnne= Hwau= 10 psf 15 psf B" ft B" ft ~ft ft ~ft ft B" ft B" ft wR= (38')18= 684 lblft WIND Ww= 2(8'/2)15= 120 lblft GOVERNS v = 0.129(684+120)= 103 lb/ft wF= (38')1 0= 380 lblft WIND Ww= 2(8'/2+8'/2)15= 240 lb/ft GOVERNS v = 0.129(380+240)= 80 lb/ft wR= (27.5')18= 495 lb/ft WIND Ww= 2(8'/2)15= 120 lblft GOVERNS v = 0.129(495+120)= 79 lb/ft wF= (27.5')10= 275 lb/ft WIND Ww= 2(8'/2+8'/2)15= 240 lb/ft GOVERNS v = 0.129(275+240)= 66 lb/ft wR= (12')18= 216 lblft WIND Ww= 2(8'/2)15= 120 lblft GOVERNS v = 0.129(216+120)= 43 lb/ft wF= (12')10= 120 lb/ft WIND Ww= 2(8'/2+8'/2)15= 240 lb/ft GOVERNS v = 0.129(120+240)= 46 lb/ft Diaphragm/Shear Loads RA 2R= 0.6{128 lb/ft)(27.5'/2)= RA F= 0.6(158 lb/ft)[{27.5'/2)= Use Load Combination 2.4.1 ASCE 7-10: #5: D + (0.6W or 0.7E) for Wind/Seismic Loads ~lb ~lb R2 2R/1R= 0.6{[(128 lb/ft)(38'/2)(12'/27.5')+{185 lb/ft)(50'/2)(15.5'/27.5')](27.5'/52')}= 1 1164jlb R2 F= 0.6{{158 lb/ft){(38'/2){12'/27.5')+(24'/2)(15.5'/27.5')](27.5'/52')}- R3 2R= 0.6(128 lb/ft)(14'/2)= R3F= 0.6(1581b/ft)(14'/2)= Drag Loads FLOOR: Line 2: (27 lb/ft){ 16.5 ft)= 4461b ...-, -75--.511b ~lb c=Bib USE ST 6224 28 lb/ft 34 lb/ft 42 lb/ft 27 lb/ft 45 lb/ft 55 lb/ft SHEAR WALLS: Seismic: Use Load Comb.#8 2.4.1 ASCE 7-05 (12.14.3.1.3) (0.6D-0.14S0sD) = 0.49 D Wind: Use Load Comb.#? 2.4.1 ASCE 7-05 LINE Distribution: Fir. W# H' W#H' 2 1056 17 17952 1 1304 8 10432 Tot. O.T.M.= 28384 ft-lb (0.6D) A WALLS: OTM= RM= UPLIFT= 1 Fir. v= 143 lb/ft Use Type._l __ 1 __ 1wall Check Perforated Shear Wall Design: 8'-0" NET (LINE A, 11 '-6" WALL @1ST FLOOR) WALL UNIT SHEAR = (10561b + 13041b)/16.5' = 1431b/ft 6881 ft-lb 1080 ft-lb 0.6[(2'/2 +1.5')(18)+(8')(15) 1450 lb +(12'/2)(10)](4')2/2 USE HDU2 w/ RETROFIT 5/8" a.b. x 1 0" EMBED. INTO EXIST. CONC. USE SET -XP EPOXY, ESR-2508, FOLLOW ALL MANUFACTURER RECOMMENDATIONS. PIER UNIT SHEAR= (143 lblft)(11.5')/(6' + 2') = 206 lb/ft GOVERNS DRAG FORCE= 3.5'(206-143) = 2191b EFFECTIVE h/w= 3.5'/2'= 1. 75: 1 OK USE CS16 STRAP (Lmin=4') 16 LINE 2 Distribution: Fir. W# H' W#H' 2 1164 17 19788 1 755 8 6040 Tot. O.T.M.= 25828 ft-lb WALLS: I:Ls.w.= OTM= RM= UPLIFT= ft. exist. wall) 25828 ft-lb 12456 ft-lb 0.6[(34'/2)(18)+(8')(8) 1274 lb +(1.33'/2)(10)](10.5')2/2 1 Fir. v= 183 lb/ft Use Typel ... __ 1 _ __.lwall LINE Distribution: Fir. W# H' W#H' 2 538 17 9146 1 664 8 5312 Tot. O.T.M.= 14458 ft-lb 3 USE HDU2 w/ RETROFIT 5/8" a.b. x 1 0" EMBED. INTO EXIST. CONC. USE SET -XP EPOXY, ESR-2508, FOLLOW ALL MANUFACTURER RECOMMENDATIONS. WALLS: Uplift at 1st Floor{ 12 ft. exist. wall) I:Ls.w.= 12 ft OTM= 14458 ft-lb RM= UPLIFT= 10134 ft-lb 0.6[(14'/2 +1.5')(18)+(5')(15) 360 lb +(1.33'/2)(1 0)](12')2/2 1 Fir. v= 100 lb/ft Use TypeiL. __ 1_ ...... 1Wall Check Perforated Shear Wall Design: 8'-0" NET (LINE 3, 12'-0" WALL @1ST FLOOR) WALL UNIT SHEAR = (5381b + 6641b)/12' = 100 lb/ft USE HDU2 w/ RETROFIT 5/8" a.b. x 1 0" EMBED. INTO EXIST. CONC. USE SET -XP EPOXY, ESR-2508, FOLLOW ALL MANUFACTURER RECOMMENDATIONS. PIER UNIT SHEAR= (100 lb/ft)(12')/(4' + 4') = 150 lb/ft GOVERNS DRAG FORCE= 4'(150-100) = 200 lb EFFECTIVE h/w= 5'/4'= 1.25: 1 OK USE CS16 STRAP (Lmin=4') ,.------ SHEAR SCHEDULE ~V. FER 2!Z113 CALli=. 6LOO. CODE (II!Z1112!Z114) D WALL NAILING !=OUNDATION SI-!EAR TRANSI=ER D s.w. SI-!EAR WALL MATERIAL NAIL PANEL INTER V2"<i>xi!Zl" MIN. MIN. BOTTOM NAILS AND A-3~ TJI BLK'c:l: MICRO LAM RIM JST teLK'G e.w. WALL VALUE EDGE $PACE A.6.SPAC'G PLATE NAILING 6LOCKS SPACING TO PLATES WI SIMFSON CLIPS WALL 1 2E>~ 31$" CDX OR OS6 FLYWD ** ecl ,., .. 12" 32" ole. lta.cl "'I~" ole l6cl e 6" ole 16" 16cl «> 6" ole. A35> «> 16" ole 1 2 35~ 31€>" CDX OR OS6 PL YWD ** 8cl 4" 1:2" 24" ole IE>cl e lrz>" ole 16cl «> 4" ole 12" l6cl e 6" ole A3!io e 12" ole 2 *3 4W 318" CDX OR 056 F'L YWD, * * 8cl 3" 12" 24" ole. ::>/Ei>"x6' l-AGS 16" IE>cl e 4" ole. 8" 16d «> 6" ole. A3& «> 8" ole. *3 3 x SILL ole. <PREDRILL> STAGGERED *4 641Z1 31&" CDX OR OS6 FL YWD, ** ecl 2" 12" 12" ole 318"xi&' LAGS 12" li&d 11> 4" ole 8" 16d e 6" ole. A35 e 8" ole *4 3 x SILL ole. (PI"!fDRILL.> STAC!ME~D *!? 111Z1 1/2" CDX OR 0&6 F'L YWD, *** l~cl 2" 12" 8" ole. 3/8"x6' LAGS '1!1" IE>cl -e 4" ole. 10" li!Od «> 6" ole. A:.& e 6" ole *!? 3 x SILL ole. <PREDRILL) ST AGc:l:ERED *b 611Zl 1/2" PL YWD, &T~C I *** l!Zld 2" 12" e" ole. 3/&"xl&' LAGS e" IE>d "'4" ole E>" ll&d «> E>" ole. A3& e 6" ole. *b 3 x SILL ole. (F'RlEDRILLJ STAGc:l:ERED 10 18el 118" STUCCO WI FAPER 6KD. 11 c:l:A. 1-112" I&" I&" 48" ole. l6d "'11Z1" ole. 16cl e 8" ole 24" l6d «> 6" ole. A3& <~> 24" ole. 10 LATH 114" FURRING MIN.> 1116" I-lEAD - SHEAR SCHEDULE NOTES * FAAMING AT ADJOINING PANI:L EDGES SI-IALL NOT Be LESS TI-!AN 3x OFi' WIDER AND NAILS SI-IALL BE STAGc:l:ERED. ** USE ed<:H'2'x~.l31" COMMON, 2V2"x!Z1.113 GALV. 60X) * * * USE lrz>d(3"x!Zl.148" COMMON, 3"x~.128" GAL V. 60X) .A. USE CDX, CC, Ofii! SRD WI EXT. GLUE IN LIEU OF STRUCTUI'i!AL FL YWOOD. THESE VALUES ARE FOR DOUG. FIR. OTHER LUM6ER SFECIE& MAY REQLIIRE CI-IANGES (USE OF OS6 OR SIMILAR PRODUCTS INSTALLED FER I.C.C. AFF'Fi!OVAL IS ADEQUATE> e. F'Fi!OVIDE 2x 6LOCKING AT HORIZONTAL PLYWOOD PANEL JOINTS. C. WI-IE:RE PLYWOOD IS APPLIE:D ON 60TH !=ACES OF WALL AND NAIL SPACING IS LESS THAN 6" ole. PANEL JOINTS SI-IALL BE OFFSET TO !=ALL ON Dli=i=EI'<!eNt FRAMING MEM6ERS OR i=RAt11NG SI-IALL SE 3x OR WIDER (Ofii! 2·2>() AND NAILS StAGGeRED ON eACH SIDE. D. Wl-leRE NAIL€> ARE SF ACED AT 2" ole., TI-leY SHALL ee ST AGGE~D AND 3x OR WIDER (OR 2-2x) FRAMNG MEM6ERS SHALL 6E USED At ADJOINING FANEL EDGES. E. i=. USE va"<l>x11Z1" SILL BOLTS (1" MIN. EMBED INTO CONCRETI:V AT 6'-!Z1" O.C. &FACING IN ALL SEARING WALLS l=OR ST~CTURES TWO STOF<!IES OR LESS ( 4'-!Zl" O.C. SPACING REQUIRED FOR THREE-STORY ST~CTURE&>. USE TITAN l-ID V2"<l>x6"L (i=O~ 2x PLATES> Ofii! TITAN l-ID Va"4'x!!!o"L <FOR .3xi"'LATeS, (2J-2xPLATES>, ESF!! 11Z>!io6 IN LIEU Oi= SILL eoL TS AT SAME SPACING TO :25IZIIZ' 1"'.6.1. FDN. WI-IERE ALLOWED F'EFC LOCAL CODE. WI-IEI'!!E ALLOWABLE &I-lEAR VALUES EXCEED 35!Zl F'.L.F. IN WOOD ST~CTURAL SI-IEAR WALLS: ALL i=F<!AMING MEM6ERS RECEIVING EDGE NAILING !=ROM A6UTTING PANELS SHALL NOT 6E Le&s TI-!AN A SINGLE 3" NOMINAL MEMSI:R. IN SI-IEAR WALLS WI-IERE TI-lE TOTAL WALL DESIGN SHeAR DOES NOT EXCEED 6~ P.L.F., A SINGLE 2" NOMINAL SILL PLATE IS PERMITTE:D li= ANCHORED 6Y TWO TIME:& TI-lE NUM6ER OF 60LTS Fi'EGlUIRED ey DESIGN. WOOD ST~CTURAL PANEL JOINT AND SILL FLATE NAILING SHALL 6E ST AOOERED IN ALL CASES. TI-lE !=OLLOWING SHALL APPLY FOR 61-!EAI'!! WALLS GOvERNE:D 6Y WIND OR SEISMIC LOADS: A. TI-lE MINIMUM NOMINAL ANCI-IOR 60LTS PIA. &1-!ALL 6E &-&". NOTE THAT TI-llS WILL REQUIRE A MINIMUM DISTANCE FROM THE ENDS OF TI-lE SILL PLATES TO 6E 4-31!!!>" <AND A MAX. OF 12"). 6. PLATE WASI-IERS <MINIMUM SIZe OF 3"x3"x!Z1.22S" &1-!ALL 6E USED ON EACH ANCHOR BOLT. TI-lE I-IOLE IN THE FLATE WASHER IS PERMITTED TO SE DIAGONALLY SLOTTED WITH A WIDTI-l Oi= UF TO 3116" LA1'<GER TI-!AN TI-lE SOL T DIA. AND A SLOT LENGTH NOT TO EXCEED 1 3~ ", F'Fi!OVIDED A STANDARD CUT WASHER IS PLACE:D 6ETWEEN TI-ll: PLATE WASHER AND THE NUT. C. NO POUJEI'<! DRIVEN PIN& SI-IALL eE USED IN LIEU Oi= ANCHOR 60L TS AT TI-le eDGE OF &LA6. -~ SIMPSON ® Anchor Designer™ Software Version 2.0.5154.21 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A 193 Grade B7 Diameter (inch): 0.625 Effective Embedment depth, het (inch): 10.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 13.13 Cac (inch): 24.29 Cmin (inch): 1.75 Sm;n (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Strength reduction factor for brittle failure, 1/Jd: 0.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Company: La Costa Engineering I Date: 14/1 0/2015 Engineer: Martell B Montgomery I Page: 11/4 Project: Gann Residence Address: 2226 Faraday Ave., Carlsbad, CA 92008 Phone: (760) 931-0290 E-mail: marty montgomery@yahoo.com ,,.~.o;:;; ., ·-~· "''-'' ' -~"-~''"'' '"'~"" ""~'"' "''"'"'""""" '"""'~-~-~··•"'""'"' "'"''" ,. _,~-~--.,-·-~~· - Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 16.00 State: Cracked Compressive strength, f c (psi): 2500 41c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range: 1 Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate z ---y " "'"~~"'""'=' '-"''-'. .,,,~ '"''"'""'"'"'" "''" ·" Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong--Tie Company 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON <Figure 2> Anchor Designer™ Software Version 2.0.5154.21 Recommended Anchor Anchor Name: SET-XP®-SET-XP w/ 5/8"0 A193 Gr. 87 Code Report Listing: JCC-ES ESR-2508 Company: Engineer: Project: Address: Phone: E-mail: La Costa Engineering _I Date: 14/10/2015 Martell B Montgomery I Page: 1214 Gann Residence 2226 Faraday Ave., Carlsbad, CA 92008 (760) 931-0290 marty montgomery@yahoo.com . ····· '• ....•. ····· "'"'' .•...... ""'"" Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Strong-5956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer™ Software Company: Engineer: Project: La Costa Engineering I Date: 14/1 0/2015 Martell B Montgomery I Page: 13/4 Gann Residence Version 2.0.5154.21 Address: 2226 Faraday Ave., Carlsbad, CA 92008 Phone: (760) 931-0290 E-mail: marty montgomery@yahoo.com ,,.,,_,, ''"''"'''"''''''''''''''''"'"''''''"'' "'' ,,,.,,_,, 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Nua (lb) 1450.0 Sum 1450.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1450 Resultant compression force (lb): 0 Vuax (lb) 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in TensionCSec. 0.5.1) Nsa (lb) rjJ rpNsa (lb) 28250 0.75 21188 5. Concrete Breakout Strength of Anchor in Tension (Sec. 0.5.2) Nb = koJ.,--Jf'oher1.5 (Eq. D-7) ko /l f'c (psi) her (in) Nb (lb) 17.0 1.00 2500 6.833 15183 0.75rpdt/JNob = 0.75rpdt/J (ANal ANoo) 'Fed,N 'Fo,N 'Fop,NNb (Sec. 0.3.3.3, 0.4.1 & Eq. D-4) Shear load y, Vuay (lb) 0.0 0.0 A No (in2) A Nco (in2 'Fed,N 'Fc,N 'Fop,N Nb (lb) 222.00 420.25 0.751 1.00 1.000 15183 6. Adhesive Strength of Anchor in Tension (AC308 Sec. 3.3) 'tk,cr = Tk,crfshorMermKsataN.seis Tk,or (psi) fshort-term Ksat aN.seis Tk,or (psi) 855 1.00 1.00 1.00 855 Nao = Tk,orndaher(Eq. D-16f) Tk,or (psi) da (in) her (in) Nao (lb) 855 0.63 10.000 16788 0.75rpdrpNa = 0.75tjJdrjJ (ANal ANao) 'Fed,Na 'Fp,NaNao (Sec. 0.3.3.3, 0.4.1 & Eq. D-16a) ANa (in2) ANaO (in2) 'Fed,Na 'Fp,Na Nao (lb) rjJ 137.97 223.60 0. 770 1.000 16788 0.65 0.65 0.75rpdrpNa (lb) 1945 '""'"""-'' ------------- Shear load combined, -f{Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.75rjJdrpNob (lb) 1469 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer™ Software Company: Engineer: Project: La Costa Engineering I Date: 14/10/2015 Martell 8 Montgomery I Page: 14/4 Gann Residence Version 2.0.5154.21 Address: 2226 Faraday Ave., Carlsbad, CA 92008 ® Phone: (760) 931-0290 E-mail: marty montgomery@yahoo.com -' ''" •OC•c" "" '"''""'" ~.-~"'' "'""""' '"•"'•'" h" '"'''~-'"""'"'-""~•-• ·~••-' "'~ """-"' "'" ·~··•·•-•~•"•"''"'"'", 11. Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, 11lNn (lb) Ratio Steel 1450 21188 Concrete breakout Adhesive 1450 1450 1469 1945 0.07 0.99 0.75 SET-XP w/5/8"0 A193 Gr. 87 with hef = 10.000 inch meets the selected design criteria. 12. Warnings . '"' '""'"~ ...... ~. -"-'""' Status Pass Pass (Governs) Pass -Concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com