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Home My WebLink About2637 GARFIELD ST; ; PC130067; PermitCity of Carlsbad .1635 Faraday.Av Carlsbad, CA 92008. Print Date: 01/03/2018 . - . : Permit . Permit No: PC130067 www.carlsbadca.gov Job Address: 2637 Garfield St Permit Type.: BLDG-Migrated Work Class: . BLDG-Migrated . Status: . Closed -Finaled Parcel No: 2031411800 Lot #: Applied: . 12/16/2013 Valuation: $0.00 Reference #: DEV08024 .. . lssued: Occupancy Group: . Construction Type: Finaled: 01/03/2018 U Dwelling-Units: . - Bathrooms: Inspector: Bedrooms: . Orig. Plan Check U: - Plan Check U:. Project Title: GARFIELD BEACH RESIDENCE .. . . Description PLANCK B MILLS NEW SFD W/ATTACHED 2DU Total Fees: Total Payments To Date: . Balance Due: 4 - . . 4 . J 4, City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-19-2014 . Plan Check Permit No: PC 130067 Building Inspection Request Line (760) 602-2725 Job Address: 2637 GARFIELD ST CBAD . Permit Type: PLANCK S . Status: PENDING Parcel No: 2031411800 Lot #: 0 Applied: 12/16/2013 Valuation: $0.00 Construction Type: Entered By: JMA Reference #: Plan Approved: - - Issued: - Project Title: B. MILLS: NEW SFD W/ATTACHED Inspect Area: 2DU Applicant: . Owner: SAM WRIGHT MILLS B&CO L L C STEN .- 2911 STATE ST 7317 E GREENWAY RD CARLSBAD CA 92008-2343 SCOTTSDALE AZ 85260 760-213-1460 Plan Check Fee . . $500.00 Additional Fees - $0.00 Total Fees: $500.00 Total Payments To Date: $500.00 Balance Due: $0.00 FINAL APPROVAL S Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the"Imposition" of fees, dedications, reservations, -or other exactions hereafter collectively - referred to as fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. - - - - You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to Water and sewer connection fees and capacity changes, nor-planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. .[THE FOLLOWING APPROVAL$REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENÔINEERING . EJBUILDING DARE DHEALTh DHZMAT/APCD Building Permit Application Plan Check No.(3 -1C1 - 1635Faraday Ave., Carlsbad,'CA 92008' Est. Value TS D \/ C I T Y .0 F Ph: 760-602-2719. Fax: 760-602-8558. C A D fl email:bulidlng@carlsbadca.gov :- 'PlanCk. .(A .. - - Deposit . L_.JLJ!L.# wwwcarlsbadcaov Date (Z(( SWPP JOB ADDRESS .. . -. / SUITEII/SPACEII/UNIT# CT/PROJECT B . I LOT# PHASE a. - # OF UNiTS 1# DESCRIPTION OF WORK include Square Feet of Affected Area(s) LEE!. .' '' ' L1 "- )S BEDROOMS . # BATHROOMS TENANT BUSINESS NAME . CONSTR. TYPE 0CC. GROUP P / Up — - ( i S / c-r FA EXISTING USE PROPOSED USE . GARAGE (SF) PATIOS (SF)• DECKS (SF) FIREPLACE - AIR CONDITIONING FIRE SPRINKLERS P> j7 4o4. I NO , YES ' #L NOD YES1 D YES NOD APPLICANT NAME (Primary Cq4ct) ..' . . . ' .- -: APPLICANT NAME (Secondary Contact) . .. . A.,4 /• .. .. <: PA 2— cV' ADDRESS - . . . ADDRESS',. .. . . CITY STAT . .- ' ZIP CITY - . •'. . STATE ZIP . La PHONE FAX zi jlMAIL EMAIL PROPERTY OWNER NAME . . . . CONTRACTOR BUS. NAME. - ADDRESS ADDRESS -. .. . ........ CITY,STATE - ZIP . CITY ... - --- : STATE ZIP _ . . ..... P-=. . . . .• . . . .. PHONE FAX . . . PHONE. . . -. FAX - .. EMAIL •. .. . . EMAIL :- ARCH/DESIGNER NAME & ADDRESS STATE UC # STATE UC ft CLASS CITY BUS LIC ft (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 app!icant 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)). . . L) Workers' Compensation Declaration: (hereby affirm under penally of penury one of the following declarations:,',. .. . : Cl I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 370001 the Labor Code for the performance of the work for which this permit is issued I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance 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. - = . . . C3 Certificate of Exemption: I certify that in the perfrmance of the work for which this permit is issuedI shall not employ any person in any manner boss 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 dotlars (&100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorneys fees CONTRACTOR SIGNATURE , - . . . . rJAGENT DATE . . . (hereby affirm (hall am exempt from Contractors 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 himsetf or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the Ourpose of sale). - - 0 I, as owner of the property; am exclusively contracting with licensed contractors to construct the projebt (Sec. 7,044, Business and Profeesions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section Business and Professions Code for this reason - 1. I personally plan to provide the major labor and materialsfor construction of the proposed property improvement - 0 Yes - 0 No -- 2 I (have! have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (Errs) to provide the proposed construction (include name address/ phone /contractors' license number) - - 4.1 plan to provide portions of the work, butt have hired the'following person to coordinate, supervise and provide the major work (include name/address/ phone ;'contractors' license number): - I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address / phone/ type of work): - - - ..PROPER1Y OWNER SIGNATURE OAGENT DATE 44 PIT LJti L Is the applicant or futurä 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? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 'O ,No Is the facility to be constructed within 1,000 teat of the outer boundary of a school site? - 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF.THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. Y4: d[S? I hCFPL,v affirm that tfere is 3 construction lending agency ferthe ertorrria cc of the ar this permit is issued (Sec. 3097 (i) CiA Code) Lender's Name Lender s Fddre a I certrl\jthat I have read the application and state thatthe above information is conectand that the information on the plans is accuratu I agree to complywrth all City ordinances and State laws rei building construction. I hereby authorize represenfafi,e of the City of Carlsbad to enter upon the above mentioned property for inspetion purposes. l ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE Cli)' OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. - 051-IA M OSHA perm is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. . EXPIRATION: Every permit sued by the Building Offidal under the provisbns of this Code shall expire by limitation and become nut and void tithe building or work authoiized by such jrmitis not domrAencod within 180 days from the date of such permit or if the building or work authorized by such permd is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Buiiding Code) ) ,.APPLICANT S SIGNATURE ,- DATE 47 Ail - -- '_t -.- 4 _--?.-' •--- -. .'- ?' - I r - It it •- • -- -1 - ,-. ... -.. In accordance with Chapter 17 of the California Building Code the foil OwIng must be tomphdad when work being peifonne requires special Inspection, structural oservatlon and coistruction mateplal testIng. PJectIPenmt P 1 PmJectAddress?- '37 <r THIS SECTION MUST Be COMPLETED BY THE PROPERlY OWNER(AUTHORIZED AGENT. Please check it you are Owner-Builder - D.(ff You thdcwneuffderyou must a1socompeSonBof this agreement) Name: Oease th) - -: Mailing Addr Em n S Lzni Phone 7 -43 # R 1 am Property Owner jproperty Owlle?s Agent of Record nArchitectofRemd UEngneer of Record Stale of California Registration Number. Expwa'don Date____________ AGREEMENT: i,the undersigned, dedare under fty of peijury under the 1aw of the Slate of Califoira, that I have read, understand, acknowledge and prom conip y. the City of Cartsbad requirements for special 1nsjec1ions, structural - observations, consiniction m s tasting and off-site fabrication of building components, as prescribed In the statement of - specihispections the rovedplansand requdbytheCarrfomfaBuildlngcode. . . . - Sfgnature - Date____________ CONTRACTOR'S STATEMENT OF RESPONSIBIlITY (01 CBC. Ch 17, Section 1706). This section must be completed by the. contractor I builder! owner-builder. Contractors Company Name:/VI%?'$& V. a/70P, 1Lg 1noJ Please if you are Oeiier-BctdecD Name: (Please Maing mssj ma O q284-1 tir cI,o &4i- Fe CA EinaTh_ - - ñon6 747o 3si9 MarR V State of California COntractors License Numb4 Exp ira1on Date: - -- I acknowledge and, am aware, of special rec iremsets contained in the statement of special Inspections noted on - ft approved p1ans • , • - • - I - .. - I acknowledge that control will be exercised to obtain confoanance with the construction documents approved by the - - - building official; - • - . • - -. -1 wilt have in-place prociWum for exercising control within our (the contractor's) ogan1zation. for the method and.. , frequency of reporting and the distnbution of the reports; and - • - -. - . • - l-certWj that twill have a qualified person within our (the càntractor's) organization to exercise such contrt - I wlflj,rovlda a final teportfletterin compliance with CC Sticfion 1704.1i pnorfri ,equesffnq final - 1n.peolion. J - - i's signa _I_Date__I I of I Rev 08/11 - . .- • - •- -- •_,••_•.• ,.. p - -- -- : - - SPECIAL INSPECTION Devekpment Services -M c iv o F AGREEMENT . p_ Building Division 1635 FaradayAvenue' CARLSBAD • . 8-45 .. www.carfsbadca.gov Assessor's Parcel Number: ____ - //- / Permit #: Site Address: C-( jty of C arsbad HEIGHT CERTIFICATION B-60 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Owner's Name: i5 S This is to affirm that on • (date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with-the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 W'x 11" sheets showing elevation(s) of structure where.measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e. felt and roofing)to be installed after sheathing inspection, not to - ti/i •' - - -. -. exceed: 4 Total Height: For additional information, please contact me at (phone number)_?'2ZLO 76 Re ered Civil Engineer, Structural Engineer, or Licensed Land Surveyor NOTE: Property owner or project applicant/developer may not certify building height. Planning Division Acknowledgement: -- ---- Date:' ' PROJECT PLANNER S B-6 - Page 1 of 1 - •, ' ' ' - Rev. 02/15 - It S -- - - - gQv - -. -- -' A r' GARF TIE LD STREET • sum REMOVE 1BAN$PON\ (f kc.eERM 16 Pli - P OF FLOW - NC WALL C I ' OUSE S / OVER-t1CA0 UNES 10 I ----- i-- - / uoRvto TO REMAIN Emoma FRENCH COFED 50-60, 498 FC 9 49.0 It to fa Exam wAu 1I 47.32 TF. TO REMON I rr GARAGE 47,31 TV 47.4 L 1 ;- R FF48O ' 4! - rh THROUGH flAiWORK PAD-47.3 vC -PIPE 0 7.3X DEEM EDICE P _i1 AbN qrw OF FLATWORK 7.4 to / * -cc• : _f4 PROPOSED S 1 •-1'4. cc PIPE RESIDENCE4 STEPS WISDU -I2X35 REWNE TREE - REMOVE & 0CATE—L .4PJ EL .-- ANNcE-10—Pt___—r W/ 3 '0* RIP FR. A . 's4 W/ r FR. CR. . 4 . lb ' 44.35 - BIE I t - -cREWA LOWE2OWAUU2 1AST 2 OF WMi 428 CONCRETE GUTTER'BLDG -(XISflNG4VC REMOVE EXISTING FR. DR. BLDG ON EXTEND 30 PIPE cgg, .,.p EMEMENT PER i ii QIWN 4 - I QP.b4PPE. THAT OCISTlNO PIPE £XflS aoc 2000-060502 EXISTING EASEMENT--.-- (J11U1, INTO A TO IMDSCPE AREA . - ' FOR SEWER. WATER, - LANDSCAPE AREA HERE AND DRAINS & UTIUTI ABOUT 5 FROM TO OCEN AVE. AVE OCCAN kjIIER OF PERMISSION 3 SIORM DRAINk EsGil Corporation In Partners/Iip wit/i Government for Bui(Iing Safety DATE: 04/18/2014 U APPLICANT D JURIS > JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO PC13-67 SET III PROJECT ADDRESS 2643 & 2637 Garfield Street PROJECT NAME 2-SFD's/ Garage/ Decks/ Covered Porclis for B Mills & Co The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 111 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Sam Wright 2911 State Street Carlsbad, Ca 92008 EsGil Corporation staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Sam Wright Telephone # (760) 213-1460 Date contacted (by ) Email wrighthaus road runner. com Mail Telephone Fax In Person REMARKS: The applicancRpete the City Special Inspection Form at the building department. \ W By Ray Fuller ($A) Enclosures EsGil Corpothtion El GA. [1 EJ El MB El PC 04/15/2014 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In(Partnership with government for(Building Safety DATE: 02/21/2014 JURISDICTION: Carlsbad PLAN CHECK NO: PC 13-67 SET:!! PROJECT ADDRESS: 2643 & 2637 Garfield Street I APPLICANT J URIS. IJ PLAN REVIEWER DFILE PROJECT NAME: 2-SFD's/ Garage/ Decks/ Covered Porches for B. Mills & Co. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and. checked by building department. staff. El 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 transrritted 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 2911 State Street Carlsbad, Ca 92008 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 4 Person contacted Sam Wright Telephone # (760) 213-1460 Date contacted _712,1 (byj.4 Email: wrighthaus(roadrunner.com 4b-ivi ail Telephone Fax In Person REMARKS By Ray Fuller (SA) Enclosures EsGil Corporation El GA El EJ El MB El PC 02/18/2014 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC 13-67 02/21/2014 NOTE: The items listed below are- from the previous correction list.. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections on the original tracings, 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 92009, (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 architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. Submitted plans were not stamped or signed by engineer-of-record. . 6. An instántàneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads: Gas line isometrics are required now when an instantaneous water heater is shown due to the large gas demand required (generally minimum 200,000 BTU's) . This cannot be a deferred item unless Building official stats otherwise. The correction response provided reads as follow: "Letter-to Will Foss attached", however, the letter was not provided and the required information was not included. Original correction is still applicable. 17. The plans are reflecting one hour and ceiling separating units. The following issues will need to be resolved b) The supporting construction of fire-rated floor assemblies -shall have an equal or greater fire-rating. Section R302.3.1 The floor-ceiling assembly shown on detail 14/AOl is for solid floor joist members, please include the information and description provided for the floor-ceiling assembly with TJls included in the lCC-ESR-1153 on detail 14/ADI. 1 - - Carlsbad PC 13-67 - 02/21/2014 38 If special inspection is required,the designer shall complete the city's "Special Inspection Agreement" The correction response provided reads as follow "Attached", however, the required city's form for "Special Inspection Agreement" was not provided Original correction is still applicable 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 () 1 4 t The jurisdiction has contractedwith 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 I 1 t I EsGil Corporation In Partnersfip with. government for Buz(d'rng Safety DATE 12/24/13'-g A:P QNT J JURISDICTION: Carlsbad öP REVIEWER -. L3 FILE •. PLAN CHECK NO.: PC1367 -- '.' SET: I PROJECT ADDRESS: 2643 & 2637 Garfield Street - . PROJECT NAME: 2-SFD's/ Garage/ Decks/ Covered Porches for B. Mills & Co., The plans transmitted herewith have been ,corrected where necessary and substantially comply With the jurisdiction's building codes. ' The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified' below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should becorrected -and resubmitted -for a complete recheck. ' The check list transmitted herewith i's forour information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's càpy 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 . . ' 2911 State Street Carlsbad, Ca. 92008 EsGil Corporation staff dud not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sam Wright . ,. Telephone #: (760)213-1460 Date contacted: I z)zc/i(by: );'Email: wrighthaus road runner.com . '( Mail-' Telephone! Fax - In Person S - LI REMARKS -. •$I S. 1 , j By: Ray Fuller - . Enclosures: EsGil Corporation S S 0 - U GA U EJ U MB E PC :12/17/13 - , I - - 0 St S •,' • _•, S -. I S . ' •.S S- • S 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 5610-1576 Carlsbad PC 13-67 12/24/13 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC13-67 ':JURISDICTION Carlsbad PROJECT ADDRESS: 2643 & 2637 Garfield Street FLOOR AREA: STORIES: 3 Main Dwelling 3156 2nd Dwelling 433 Garage 441 - Decks 532 ... HEIGHT: 27 ft per CBC Covered Porches 195 : REMARKS: 0 DATE PLANS RECEIVED BY • DATE PLANS RECEIVED BY JURISDICTION: 12/18/13: ESGIL CORPORATION: 12/17/13 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ray Fuller COMPLETED: 12/24/13 FOREWORD (PLEASE READ): S 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. jhis 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 2010 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 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 2009 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, -Le., plan sheet. number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PC13-67. 12/24/13 1: Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plansfor 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 92009, (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 - . . - - . 0• Verify final sets of architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped; and signed by - - . - engineer of record also. Submitted plans were not stamped or signed by - engineer-of-record.. Please verify that exposure Ddoes not apply to this project i.e. minimum 600 ft inland. . . . Owner/designer to sign the CF1-R- forms. 5. - Could only locate the CF1-R forms for 2nd dwelling on the plans (missing imprinted main dwelling sheets?).. 6. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Gas line isometrics are - required now when an instantaneous water heater is shown due to the large gas demand required (generally minimum :200,000 BTU's). This cannot be a• deferred item unless Building official stats otherwise. 7. • Show pressure relief routing to the exterior for the tankless water heater - (minimu'm 6" to maximum 24" above grade). The pressure relief must drain by - gravity. - 8. • Please recheck all details to verify that they are complete and/or correct. See for - - - example on A6 where missing keynotes at floors. Recheck all locations. - - 9. Note on plans that BBQ Installation Guide to be provided to Building Inspector to verify all clearances to combustibles". • - • V - - 10. • Keynote 23 on Al is noting that floor drains are to be provided under stackable ' washer and dryer.. Floor drains are required to be per full view per UPC 1006.0. t - Carlsbad PC13-67 12/24/13 11 Show or note dryer vent to the exterior with termination to be a minimum of 3 ft from any opening for 2nd dwelling unit on El The dryer per north elevation on A4 is shown to be 6 ft from edge of door but this would be in the garage? 4" dryer ducts are not allowed to penetrate one hour walls unless shown to be in 5/8X chase? 12 Site plan seems to be reflecting retaining walls Are these to be apart of this permit or a part of grad irig permit for example? If not apart of this permit- then plans to note this and,if apart then note sq footages on cover sheet, add this to permit application and provide design calculations with'details referenced5to the plans If special inspection for this note this on the cover sheet -13. Please provide manufactUrer's cut sheets for proposed elevator. In addition pleasverify structural support provided on S sheets i.e. if rail system then generally takes 4 x 12 vertical post to mount rails to'? 14 Please show how balcony on the left side on A2 will meet exception of minimum required 3 ft landing on exteriorpf door per R311.3, (i.e. must be shown to be less than 60 sq ft and appears to be over that) 15. Keynote 6 on Al and sheet i0 are stating that existing adjacent residence on the west side built to property line must be provided with one hour protection This cannot be apart of this permit as this is a separate APN 16 How is accessory unit being provided with hot water- are both units sharing same water heater'? If not show location and verify adequate combustion air /working S clearances provided. See above concerning -Iocatiors of any fuel burning appliance 17. The plans are reflecting one hour and ceiling separating units. The following issues will need to be resolved a) Could not determine how you are proposing to maintain this separation where heat pump occurs as shownas keyhote 21 on Al? Any penetrations including recessed lighting' will neëdto be detailed b) The supporting construction of fire-rated floor assemblies shall have an 302 3 1 equal or greater fire-rating Section R302.3. , C) ' ' Provide a note On the plans stating: "Penetrations of fire-resistive walls, * - floor-ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 18 For duplexes only The Title Sheet or Site Plan should clearly indicate if any portion of the projectis in,a noise critical area-(CNEL contours of 60 dB) as - .. shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan" CBC Section 1207 11 Carlsbad PC 13-67 12/24/13 19. For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. 20. Floor plan on Al, is reflecting a large area noted as lounge. Lounge is considered habitable space and must comply with the following: All habitable rooms shall be provided with aggregate glazing area of not less than 8% of the floor area of such rooms, 'per Section R303.1 Natural ventilation' shall, be provided for all habitable rooms, with the minimum openable area to the outdoors of 4% of the floor area being ventilated. Section R303.1. 21. A balcony, deck, or porch that is greater in area than 20 square feet and is accessible from the interior of the dwelling will require a minimum'of one receptacle outlet. CEC 210.52(E). This receptacle must be GFCI proteôted 22. Residential ventilation requirements: Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm) "Sone" specification, duct sizing and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. Could not locate for the 2nd dwelling and for main dwelling where is location of whole house ventilation as noted on keynote 7onEl? 23. The service panel is shown at a shear wall location. Note 'if panel is flush or surface mounted. If flush mounted then detail opening in shear wall and engineer-of-record to address opening as well as top plate/ and or bottom plates where conduit and wiring will past thru. 24. The mechanical system proposing are electrical ductless split heat pumps. Please provide manufacturer's cuts sheets and review design. The 2 n dwelling unit appears to be the only one that is shown correct if unit is mounted to wall but the other units are shown ganged together in closets. This is not how they generally work. In addition appears to be three units in lower floor and two on each floor above for total of seven which does not match six shown on T-24? .Please clarify. Please verify and penetrations of any shear walls is addressed by the engineer-of-record. 25. If applies: In dwelling units, where a window sill is more than 6' above the finished grade, the lowest openable part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section R612.2 , .., ' • Carlsbad PC 13-67 12/24/13 . Minimum 3" required if runs horizontal, 2" in vertical and minimum scupper size is 4". Plans to reflect how water is being diverted to drains i.e. crickets etc. Section R903.4. Keynote 45 is reflecting 37sq scuppers for example Show or note that exterior doors may swing outward only if the exterior landing is not more than 1 1/2 inches lower than the top of the threshold. R311.3. 1. 28.' What is the use of the room between bathroom and covered entry on right side of A2 as cannot be habitable as does not meet minimum room sizes? Carbon monoxide alarms are required to be outside each separate sleeping area in the immediate vicinity of the bedrooms. See bedrooms on all floors. Specify on the plans the following information for the, metal roof materials, per Section R106.1.1: Manufacturer's name and ICC approval number, or equal. Some examples are CUSTOM-BILT ESR-2048, DELTA ER-4479 ATLAS ER- 235 etc. Metal roofing in itself does not provide a Class A rating (as roof construction is combustible). Plans need to reflect required underlayment i.e. 1/4' DENS-DECK ASTM 1177 or two layers of ELK.VERSASHIELP ESR- ESR- 2053. Provide a letter from, the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the' construction (per page 13 of soils report). Expose glue beams to be pressure treated or of wood with natural resistance to decay. R317.1.5 • ' ' Plans and calculations need to, be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. Some examples are listed below. Please verify all the beams are cross referenced to the calculations as could not locate many of them and alt design provided for LFB-3? 35.' Verify lengths of shear panels are'shown at their respective locations. See line 6 on S6 for example. Recheck all locations. Line D.1 on S5 to have 6 .6 ft of shear and plans 'reflect 5. Note on plans compaction report required for all fill over 12". See B/A6 for example. ' • If special inspection is required, the designer shall complete the city's "Special' Inspection Agreement". ' ' ' Carlsbad PC13-67 12/24/13 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. . Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. . Have changes been made to the plans not resulting from this correction list? Please indicate: • • • • S S S 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 EsgilCorporation. Thank you. • S Carlsbad PC 13-67 . 12/24/13 . . [Do.NQT PAY — THIS iSNO TAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad . - PLAN CHECK NO.: PC1367 -4 . . .4 .. • .. PREPARED BY:-Ray Fuller . DATE: .12/24/13 BUILDING ADDRESS: 2643 & 2637 Garfield Street BUILDING OCCUPANCY: R3 U. TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA .( Sq.. Ft.) . Valuation _M ultiplier - Reg. Mod. . VALUE ($) . Main Dwelling 3156 110.17 . 347,697 2nd Dwelling ... 433 . 110.17 . . . 47,704 Garage 441 . .26.61 . .. - . . 11,735 Cover Porches . 195 - . 9.59 --. . 1,870 Decks . . . ,. 532 . .15:57 . . . 8,283 Fireplace . 1 2,621.34 . . . . 2,621 Air Conditioning 3589 1 4.19 .. . . 15,038 Fire Sprinklers . 4030 . 3.11 . . 12,533 . TOTAL VALUE . 447,481 Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ornance I Type of Review Complete Review - E1 Structural Only 1 . . - fl Repetitive Fee Other LIEEII Repeats h Hourly . Hr. @ * EsGul Fee I $1,153 481 Comments: Sheet 1 of 1 - macvalue.doc + 1 * *.' -- H PLAN.CAECK . - Community & Economic City of REVIEW Development Department - 1635 Faraday Avenue 'Carlsbad• TRANSMITTAL •. Carlsbad CA 92008 www.carlsbadca.gov I DATE 08/18/15 PROJECT NAME GARFIELD BEACH RESIDENCE PROJECT ID CDP 13-10 PLAN CHECK NO: PC 13-67 SET#: ADDRESS: 2637 GARFIELD ST. - APN: VALUATION: - SCOPE OF WORK: DEMO & REBUILD SFD/SDU . -. t - .- .-,.- .• - - -. .. . - • - - .t• - -, / >< This plan check review is complete and has been APPROVED by LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Manage;ent & Inspection Division is required Yes Liii No 1Z1 - a - . - - - :. --- .•- This plancheck 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: S. • To determine status by one of the divisions listed below, please contact 760-602-27 19 ;r9r 74 ,76O6O2275U., i•' Chris Sexton., .., Glassen .Chris EJ Greg Ryan L. 760-602-4624 '760-602-2784t - 760-602-4663 Chris.Sexton@carlsbadca.gov . . Christopher.Glassen@carlsbadca.gov- GregoryRyan@carlsbadca.gov Gina Ruiz Linda Ontiveros S - j Cindy Wong L 760-602-4662-- - LJ 760-602-4675' .760-602-2773 '---- Gina.Ruiz@carlsbadca.gov -. Linda.ontiveros@carlsbadca:gov Cynthia.Wong@carlsbadca.gov ValRay Nelson fl' Dominic Fieri -, .- L_J. .760-602-2741 . L_J 760-602-4664 - ValRay.Marshali@carisbadca.gov Darninlc.Fieri@carlsbadca.gov Remarks: MINOR GRADING PERMIT, GR 14-01, AND SWPPP 13-404 - ISSUED CONCURRENTLY WITH PC13-67 :-- . - - V -. • .5 - •-- .- .... - -. * - V. •• • • • .- I - - - - V . • S - -- V • - /f\ PLAN CHECK Community&Economic - REVIEW Development Depahrnent CITY OF ' 1635 Faraday Avenue r ARLSBAD TRANSMITTAL .? CárIsbad CA 92008 L www carlsbadca gov DATE: PROJECT NAME B MILLS RESIDENCE PROJECT ID: CB133117/3119 PLAN CHECK N6:-',2' , SET# 1 ADDRESS 2637/2639 GARFIELD STREET APN 203-141-18 VALUATION $454,272 NEW SFD WITH 2ND DU DEMO EXISTING This plan check review is complete and has been APPROVED by the ENGINEERING - Division By - & * - A Final Inspection by the Division is req red Yes' Mig This plan check review is NOT COMPLETE Items missing or incorrect are listed on c- - the attached checklist Please resubmit amended plans as required ONLY ITEMS MARKED 'X"NEED CORRECTION/CLARIFICATION k" Plan Check Comments have been sent to WRIGHTHAUS@ROADRUNNER COM You may alsb hav&cor,7ect,óhi ffoFn on drJioiof thed,,,oiis7,ted below Approval from these divisions majbe reqthredprio(td the ,à üa7 e6f' bI.uldiffg pefmit Res ubm itted"Ians should i icilidé corct,dfffförn all d&,s,dns For questions orcIarifications on the attached checklist please contact the following reviewei as marked: ANNING K,76 . r : ENGINEERING?4L . '7 FIRE PREVENTION".$ O6O2h46l( •. 76O-6O2-275O•, ,i. 76o:6o24665y$ 4 ' - Chris Sexton 17 Kathleen Lawrence fli Greg Ryan - 760-602-4624- :• 760-602-2741 L_J 760-602-4663 Chris.Sexton@carlsbadca.gov athIeen.LawrencecèarIsbadcagpv Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 -L 760-602-27.73 ,L. 760-602-4662 Gina.Ruiz@carlsbadca.gov . Linda.Ontiveros@carIsbadca.gov . Cynthia.WojjgcarIsbadcagpv L.i '-. . - Dom inic Fieri --- . •' . . 760-60274664 - .. . Dominic.Fieri@~carlsbadca.gov Set# . Any outstanding issues will be marked with . Make the necessary corrections for - - compliance with applicable codes and stanrds. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. - ..' items that conform to permit requirements are marked with 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow E::I 71 Existing & proposed structures LJ Existing streetim m proveents Property lines (shoWall dimensions) E:1 1211 Easements £J EZI Right-of-way width & adjacent streets E1 E::1 Driveway widths L IJ Existing or proposed sewer lateral L E111 Existing or proposed water service EJ Submit on signed approved plans: DWG No. Show on site plan: Drainge patterns Building pad surface drainage must maintain a minimum slope-of one percent towards an adjoining - street or an approved drainage course. EIIIIJ LZIADD THE FOL rai LOWING NOTE: "Finish grade will provide a minimum positive dnage of 2% to swale 5' away from building". E1 J Existing & proposed slopes and topography E1 =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. ElI ElI Sewer and water laterals should not be Iodated within proposed driveways, per standards. InclUde on title sheet: c: Site address . jj 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. ElI i Show all existing use ofSFand new proposed Use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office Lot/Map No. LOT 92 Subdivision/Tract: 2037 Reference Nb(s): E-36 Page 2 of 6 REV 6/01/12 - - - - •5 ... I' .• . .•. .. ,. : -- • •-..• -- • - - _Set# - - - I - •'. A • • - . - - 2 DISCRETIONARY APPROVAL COMPLIANCE;' CDP oject does not comply with the following engineering conditions of approval for project no - NEED TO MEET ALL CONDITIONS OF THE COP : - .. - B , .- 3 DEDICATION REQUIREMENTS- - - -'• 'I EIJ EJ Dedication for all street rights of way adjacent to the building site and any storm drain or N/A utility easements on the building site is required for all new buildings and for remodels with a -: - value at or exceeding $ 20000.00 pursuant to Carlsbad Muriiôipal Code Section 18.40.030. For single family residence easement dedication will be completed by the City of Carlsbad Cos t$605 00 E1 Dedication required as fow: - / 4 IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjaent to the building site must be constructed NIA 14.02 / .at time of building construction- 'wFénever .the value' of the construction exceeds SIGNEDL/ $100,000.00, pursuant to Carlsbad Municipal Code Section 18'.40.040. L1 Public improvements required as follows - Curb gutter, sidewalk underground utilities -5 S ) 45 5 2 IJ Construction of 'the, public improvement- iiust. be -deferred pursuant -to Carlsbad Municipal Code Section 18 40 FeâseUbrnità rëëeñt örtytitle ôrt or current nt deed on th pr6pertyanid proëeing'feef $4 sowe apreare théneöessary Neighbo?ftoodlñirâvemit!'AgFéèment rhireement UstjbesighedOtarizedând approvèdby. the cit9 prioço issüà?iãeof a building èrmit Processing fee $157 00 LIJ c: Future public improvements required as follows:* CURB GUTTER SIDEWALK B UNDERGROUND UTILITIES S . - - . - . - I -' * - 1• • 5 . . . . - -55 4 5 •_•..• - 5-. ,•- . 5 5 -5. I- . - -5_S 555 •• -. , . ., B - 4 -. •' 5 - s. • .. . .5 - .- . S _ 5_S IS I •1 5_S., 4 4 -. •_5• B. . - S . - E 36 - .. Page 3 of 6 REV6130/10 . • - . • • - -- . :.- . -.5 -- -- - -. ..• . . . 5- .— ' 1• ) - .• - - S • • - • • - - . -: 54 -. Set#1 2 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. LEI 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" APPLICATION i: ( "ATTACHED LIII radirig Permit reuired. .NOTE•.he gradinqpermit must be issued andrough gradin rovalobtained prior to issuance ofãbuildin ermit. FOR MINOR LJ Graded Pad Certification required (Note Pad certification may be required even if a grading GRADING permit is not required.) Al! required documentation must be provided to your Engineering PERMIT Construction Inspector . The inspector will then provide the engineering counter with a.release for the building permit. El El No grading permit required. IM177771 A El Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements 6 MISCELLANEOUS PERMITS El RIGHT OF WAY PERMIT is required to do work in city right-of-way and/or private work NOTE ONLY: adjacent to the public right-of-way. Types of work include, but are not limited to: street ALL WORK IN improvements, tree trimming, driveway construction, tying into public storm drain, sewer and PUBLIC ROW water utilities. REQUIRES AROW PERMIT El EZJ Right-of-way permit required for: Driveway . E-36 .- Page 4 of 6 . REV 6/01/12 Set 7. STORM WATER Construction Compliance - Sam, did yo alreadyyIit j Project Threat Assessment Form complete. he rzforms/ quiremen Enclose Threat Assessment Form incomplete. S ['Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 13.404 . . E111 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 Ej t=ZJ Storm Water Standards Questionnaire complete. [11111 [J Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. J Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference.. http://www.carlsbadca.gov/businesslbuilding/Documents/EngStandsw-stds-vol4-ch2.pdf f J Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) El Vegetated Roof .. . . IJ Bio-retentions cell/rain garden EJ Pervious pavement/payers - - El Flow-through planter/vegetated or rock drip line - El Vegetated swales or rock infiltration swales S - J Downspouts disconnect and discharge over landscape - EllOther: E-36 S - Page 50f6 - REV 6/01/12 2 . Set# 1 9. WATER METER REVIEW Domestic (potable) Use EiJ ri:i What size meter is required? jJ 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. (J 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 W. 8.'FEES Eli Required fees have been entered in building permit. [1 [ Drainage fee applicable • Added square feet Added square footage in last two years? El yes El no Permit No. • Permit No. Project built after 1980 • El yes. El no Impervious surface >,50% . ]yes no Impact unconstructed facility E] Yes Eli no Lull LZI Fire sprinklers required Eyes El no (is additionover 150' from center line) Upgrade yes Elno LJ No fees required 10 Additional Comments lug 777 Attachments: Engineering Application Storm Water Form :j Right-of-Way Application/Info. L!J Reference Documents E-36 Page6of6 • . . REV 6101/12 Prepared by 03/04/ 14 Date 03/04/14 GEO DATA LFMZ I B&T Address: 2637/2639 GARFIELD STREET Bldg. Perrnit#: CBI3-3117/3119 Fees Update by: KML Date: 03/04/14 Fees Update by: Date: EDU CALCULATIONS List types and square footages for all uses Types of Use: NEW SF0 Sq.Ft./Units 2855 EDU's: 0 Types of Use: NEW 2DU Sq.Ft./Units EDU's: CREDIT FOR Types of Use: - Sq,Ft,/Units EDU's EXISTING DUPLEX. Types of Use: Sq.Ft./Units EDU's: APT CALCULATIONS: Lit types and square footages for all uses. Types of Use: NEW SFD Sq.Ft./Units 2855 ADT's: 0 Types of Use: NEW 2DU Sq.Ft./Units ADT's: Types of Use: . Sq.Ft./Units • ADT's: Types of Use Sq Ft /Units ADT's FEES REQUIRED: Within CFD:EIYES (no bridge & thoroughfare fee in District #1., reduces Traffic Impact Fee) LJNQ 1 PARK IN LIEU FEE EINW QUADRANT LINE QUADRANT OSE QUADARANT ESW QUADRANT ADT S/UNITS X FEE/ADT =$ N/A 2TRAFFIC IMPACT FEE ' ADT'S/UNIT X FEE/ADT: , $ N/A LII 3 BRIDGE & THOROUGHFARE FEE DIST #1 EIIDIST #2 DDIST #3 ADT'S/UNITS: FEE/ADT: N/A FACILITIES MANAGEMENT FEE ; ZONE:1 - ADT'S/UN ITS X FEE/SQ FT /UNIT $ N/A SEWER FEE I EDU's X FEE/EDU $ N/A BENEFIT AREA: - EDU's X FEE/EDU $ N/A -6 .-DRAINAGE FEES PLDA HIGH II MEDIUM ELOW ACRES:.11 X FEE/AC:'11.536 $ 1268.96 7. POTABLE WATER FEES: - UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL - PLAN CHECK ---*-.,Cornmunity&Economic RE • .. : - ,i Development Department, C I T Y 0 F: VIEW : - 1635 Faraday Avenue - AD A CD A D TRANSMITTAL . . Carlsbad CA 92008 _./-%1 LJD/- www carlsbadca gov J j DATE 01/14/14 PROJECT NAME B MILLS RESIDENCE PROJECT ID CB13 3117/3119 - -• PLAN CHECK NO:, 1, SET#: 1 ADDRESS: 2637/2639 GARFIELD STREET APN:203-141-18; VALUATION: $ NEWSFDWITH2NDDU DEMO EXISTING -. This plan check review is complete and has been APPROVED by the ENGINEERING Division A Final Inspection by the his plan check review is NOT COMPLETE Items missing or incorrect are listed on e attached checklist Please resubmit amended plans as required ONLY ITEMS MARKED 'X' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: WRIGHTHAUS@ROADRUNNER.COM You may alsb have:cortions fô 6TTh ófhid,i,5ñ YS: ted. bèjApfrâia! from zhese divisions may be required prior to thFIssuaiiceXa bwlding4permlt Resibni,ttéi For questions or clarifications on the attached checklist please contact the following reviewer as marked .,I. . '5 RLANNINGr 4 ,* __t 4ENGINEERING FIRE PREVENTION 't .. - 760h024b1'1 7606O22Th0 7606024h65 - -. • •' •: -. :i:.;;.--.-- :•- :..:/' Chris Sexton - • TJI Kathleen Lawrence. • '. -: Greg Ryan 760-602-4624 - 760-602-2741' 760-602-4663' Chris.Sextan@cansbadca.gov - KathleenLawrence@caiisbadca.gov - Gréory.Ryán@carlsbadca.gov - LT1 - Gina -Ruiz • • fl.- Lihda Ontiveros, f:,Cindy Yong ' 760-602-4675 LJ 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov - •' Linda.Ontivéros@carIsbaJca.ov, . Cnthia.Won@carIsbadca.ov. "1 Dominic Fieri 760-602-4664 - Dominic Fieri@carlibadca.gov Set# 1 . Any outstanding issues will be marked with OX Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with 1. SITE PLAN Provide a fully dimensioned site plan draWn to scale. Show: Lj L?2i North arrow 12221 [21] Existing & proposed structures 12111 Existing street improvements 11111 E2IJ Property lines (show all dimensions) L21 1221] Easements 121 Liii Right-of-way width & adjacent streets 1J Driveway widths 12111 11111 Existing or proposed sewer lateral L121 12211 Existing or proposed water service Lii L::J Submit on signed approved plans: DWG No. Show on site plan: . [111 Li] Drainage patterns 1211 £1211 Building pad surface drainage must maintain a minimtim slope of one percent towards an adjoining street or an approved drainage course. / 11221 =ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building'. 12111 [11211] Existing & proposed slopes and topography £21 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. S =Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: L2] =Site address iii: 1221] Assessor's parcel number 11211 [211 Legal description/lot number 121111 122] 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. 121111 12111 Show all existing use of SFànd new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: LOT 92 Subdivision/Tract: 2037 Reference No(s): E-36 ,. Page 2 of 6 . REV 6/01/12 - ' - •, -, ,4 .. 4 4 * 4. 4... - A . . '• - - - .' - - - I *44 * - ...A St #1 - ,-._..-. .- . .,-,-.,.-•. -• .. - - '.4 4 - - , 4. .•'., ".4 - 2 DISCRETIONARY APPROVAL COMPLIANCE p a 4.4 TE TrT t following engineer-ing cOflthtKfls of approval for project no 3 DEDICATION REQUIREMENTS Dedication for all street rights of way adjacentto the building se and any storm drain or N/A ,. -' utility easements on the building site is required for all new bUildings andfor remodels with a value at or, exceeding $20,000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. For, single family residence easement dedication will be completed by the City of Carlsbad cost $605 00 .4. 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 $100,000.0 pursuant to Carlsbad Municipal Code Section 1840 040 Public improvements required as follows 4. 4 . ' •. Curb, gutter, sidewalk, underground utilities. ..- .., •-' ç .'- - FX Construction of the public improvements must be defer-red pursuant to Carlbad Municipal Code Section 18 40 _W c7 nt7 $ so.Jweñiay prèpareth"ee'cessary - Jeihbörhood Th agrëëênt ütb'signëd notáriè'dnd, 4- -' approved by th&,city piô?t5i uaiice"oa building e'tfnit" Processing fee $157;00' [IJ E1 ,Future public improvements required as follows CURB GUTTER SIDEWALK UNDERGROUND -: 444 .•• ,. ., ,444 •.. • . "- ,•'. '444 - •4_44.4' .4, .. - .4 . 4 4 ..,., '4. .. -' - '4•' .4. ' .4 , 1 - -. -' ' -•. ' - : .. - * 4 4 . .4 . '4 . .4 .4 . , - .•,44 - .4-.,--'. - 4 E 36 v Page 3 of .6 - REV 6/30110 - • I - -. .. 4-,. - - .• '. .._ .. - 4- fr 4.' 4 . •4444.' •I_ 4.4. .4 ,, -. .. . .4 "'-: '- "k:" 1. _•'' - .4 . y S. . Set# 1 1 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. . J=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" . APPLICATION j EJ Grading Permit required. NOTE: The grading permit must be issued and rough grading ATTACHED approval obtained prior to issuance of a building permit. FOR MINOR EJ J Graded Pad Certification required. (Note: Pad certification may be required even if a grading GRADING . permit is not required.) All required documentation must be provided to your Engineering PERMIT Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. EI1 EJ Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. . MISCELLANEOUS PERMITS . . . IJ 2jRIGHTOF.WAY PERMIT is required to do work in city right-of-way and/or private work NOTE ONLY: adjacent to the public right-of-way. Types of work include, but are not limited to: street ALL WORK IN improvements, tree.trimning, driveway construction, tying into public storm drain, sewer and PUBLIC ROW . water utilities. REQUIRES A ROW I .. . PERMIT . IJ LJ Right-of-way permit required for: Driveway E-36 . . Page 4 of 6 : . REV 6/01/12 ; Set #1 1 . STORMWATER COnstruôtion Compliance SAM, THE PROJECT THREAT Project Threat Assessment Form complete. ASSESSMENT SHOWS TIER 2 LIIi1 LII Enclosed Project Threat Assessment Form incomplete. HOWEVER A TIER 1 FORM WAS JJ Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form SUBMITTED . and return (SW 13- COMPLETE ALL NECESSARY TIER 2 Requires I] Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 STORM WATER SWPPP, payment of processing fee and review by city. REQUIREMENTS Post-Development (SUSMP) Compliance I] LJ Storm Water Standards Questionnaire complete. jJ Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. LIII LII Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www, carlsbadcagov/business/build ing/Documents/EngStandsw-stds-v014-ch2. pdf - LI] LII PrOject needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) I] Vegetated Roof . [I] Bio-retentions cell/rain garden LI] Pervious pavement/avers . • • LII Flow-through planter/vegetated or rock drip line LII Vegetated swales or rock infiltration swales LII Downspouts disconnect and discharge over landscape fl Other: E36 • Page 5 of 6 . REV 6/01/12 . . •. Set#1 9. WATER-METER-REVIEW . Domestic (potable) Use . EEl i What size meter is required? LIII Ii1 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 necessaryto meet the water use requirements. FF FYI 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 1/4". 8. FEES Required fees have been entered in building permit. EIEJ Drainage fee applicable Added square feet Added square footage in last two years? []yes J no Permit No . Permit No. Project built after 1980 yes EJ no Impervious surface >50% yes El no Impact unconstructed facility Ej yes Eno Fire sprinklers required yes no (is addition over 150'from centerline) Upgrade F-1 yes Lino No fees required 10. Additional Comments S ILL GREEMENTS.ARE READY FOR SIGNATURE. DO YOU WANT MAILED OR PICK ' UP AT ENG. COUNTER?, S 1-I3HTING ANNEXATION (ALL NEED NOTARIZED EXCEPT THIS AGMT) 2. MJNOR GRADING PERMIT CASH DEPOSIT AGMT. -3iiOLD HARMLESS DRAINAGE. ,,A'IThLD HARMLESS GEOLOGICAL. . Attachments: Engineering Application Storm Water Form LU Right.of-Way Application/ Info. L] Reference Documents E-36 ,. Page 6of 6 . REV 6101/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 01/14/14 Date: 01/14/14 GEO DATA: LFMZ: B&T: Address: 2637/2639 GARFIELD STREET Bldg. Permit#: CBI3-311713119 Fees Update by: KML Date: 01/14/14 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use NEW SFD Sq Ft/Units 2855 EDU's 0 Types of Use NEW 2DU Sq Ft /Units EDU S CREDIT FOR0 Types of Use: Sq.Ft./Units EDU's: EXISTING Types of Use: Sq.Ft:/Units EbU's: AOl CALCULATIONS: List types and square footages for all uses. Types of Use NEW SFD Sq Ft /Units 2855 ADTs 0 Types of Use: NEW 2DU S.Ft.tUnits AD-Ts: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Unfts,— ADTs: FEES REQUIRED: Within CED:flYES (no bridge & thoroughfare fee in District #11 reduces Traffic Impact Fee) DNa 1 PARK-IN-LIEU FEE EJNW QUADRANT LINE QUADRANT OSE QUADARANT DSW QUADRANT ADT'S/UNITS X FEE/ADT =$ N/A 2 TRAFFIC IMPACT FEE ADT'S/UNIT X FEE/ADT: $ N/A 3. BRIDGE & THOROUGHFARE FEE: DIST.#1 LJDISt#2 EDlSt#3• ADT'S/UNITS FEE/ADT N/A 4 FACILITIES MANAGEMENT FEE ZONE I ADT'S/UNITS X FEE/SQ FT /UNIT $ N/A ElI 5 SEWER FEE I EDU's X FEE/EDU $ N/A BENEFIT AREA: EDUs X FEE/EDU $ N/A 6. DRAINAGE FEES: PLDA: EHIGH, FVJMEDIUM ELOW ACRES 11 X FEE/AC 11536 $ 126896 7 POTABLE WATER FEES UNITS CODE CONN FEE METER FEE SDCWA FEE TOTAL - RECEIVED' S ('ITYOFC'ARLSBAI) CITY OF CARLSBAD GRADING INSPECTION CHECKLIST 1 FEB 7 21 FOR PARTIAL SITE RELEASE 1 rRANSI-TATION LARTMLr A • (I PROJECT INSPECTOR:1-kA UQ.t4'e. DATE: PROJECT ID (OFt IC dRADING PERMIT NO._______ : LOTS REQUESTED FOR RELEASE: N/A NOT APPLICABLE U = COMPLETE •- o = Incomplete or Unacceptable 1st 2nd: 1. Site access to requested lots adequate and logically grouped. 2.. Site erosion control measures adequate including basins and lined tV ditches installed. Overall site adequate or health, safety and welfare of -public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8W x 11". site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. EOW certification of work done with finish pad elevations of specific lots to be released. Geologic engineer's letter if unusual geologic or subsurface conditions Ic exist. . Fully functional fire hydrants within 350 feet of building combustibles and an allweather,roads access to site is-required. v\fA 10. Retaining walls installed.. . ii. Adequate progress on installation of slope irrigation and landscape. 12. Minimum 20' wide all weather road. 13., Sewer installed and available for use. ,-Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied fo the following reasons: • - _______ -: Project Inspector Date - rjects Manager Date -, - Partial Site Rel Checklist —UPDATED 11/2015 5 S - - PLANNING DIVISION Development Services X 11W BUILDING PLAN CHECK Planning Division I TV OF REVIEW CHECKLIST 1635 Faraday-Avenue CARLSBAD P28 (760) 602-4610 DATE 12/31/13 PROJECT NAME Garfield Residence PROJECT ID CDP 13-10 PLAN CHECK NO PC 13-67SET# I ADDRESS 2637 Garfield Street APN 203-141-18 -J This plan check review is complete and has been APPROVED by the Planning Division By A Final Inspection by the Division is required Yes You may also have corrections from One or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions 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 checkiist please contact the following reviewer as marked . PLANNING J * -: ..-: 'ENGINEERING ;-; FIRE r''606022 0 RREVENTION;. -• Chris Sexton F1 Kathleen Lawrence Greg Ryan 760-602-4624 760-602-2741 - - 760-602-4663 cfljs.$ton@carIsbadca.gov .. . Kath lee n.Lawreñc@carIsbadcagov .. Gregory.Rvan@carlsbadca.gov - - Gina Ruiz . Linda Ontiveros - 'Cindy Wong .' 760-602-4675 760-662-2773 . - 760-602-4662 Gina.Ruiz@carlsbadca.g0v Linda.Ontiveroscarisbadca.gov Cvnthia.Wong@carlsbadca.gov - Greg Fisher Dominic Fieri 760-602-4664 - Dominic Fieri@carlsbadca gov - Remarks: -- - • .. S • - • • : Plan Check No PC 13-67 Address 2631 Garfield Street Date 12/31/13 Review #.1 Planner Greg Fisher Phone(760)602-4629 APN: 203-141718 Type of Project & Use Net Project Density 12 5DU/AC Zoning R-3 General Plan RMH Facilities Management Zone 1 CFD (in/out) #_Date of participation: Remaining net dev acres (For non-residential development: Type of land use created by this permit: _____) REVIEW #: 2 3 Legend: Z. Item Complete LI Item Incomplete -Needs your action LI LI Environmental Review Required: YES LI NO LI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: S LI LI Discretionary Action Required: YES Z NO LI TYPE CDP & AV APPROVAL/RESO NO 7017 DATE 11/6/13 PROJECT NO CDP 13-10 and AV 13-03 OTHER RELATED CASES CDP 08-21x2 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO D CA Coastal Commission Authority? YES Q NO D If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive Suite 103 San Diego CA 92108-4402 (619) 767-2370 Determine status (Coastal Permit Required or Exempt) [1 LI Habitat Management Plan Data Entry Completed? YES LI NO N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required YES LI NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO N/A (A/P/Ds Activity Maintenance enter CB# toolbar, Screens Housing Fees Construct • Housing Y/N, EnterFee, UPDATE!) S LI LI Housing Tracking Form (form P-20) completed YES LI NO E] N/A 'I P-28 S Page 2of3 07/11 Site Plan: Lii LI Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets; existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes).. Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines Li LI Applicability: YES Li NO Li Li Project complies: YES Li NOQ Zoning: Li Li Setbacks: Front: Required 15 Shown i Interior Side: Required 5 Shown Rear: Required 10 Shown j. Li Li Accessory. structure setbacks: N/A • . Front: Required Shown Interior Side: Required Shown Street Side: . Required Shown Rear: Required Shown Structure separation: Required Shown Li LI Lot Coverage: Required 60 Shown 41 Li Li Height: Required 30 Shown 30 Li Li Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required j Shown 1 Z Li Li Additional. Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GHF DATE 12/31/13 • P28 . Page 3 of 3 • . 07/11 LEICHT USA LEICHT Structural engineering and specialist consulting Gmbl-1 Landwehrstrae 60/62 Project 80336 München Germany Garfield Street 2637 - Tel +49895454298-0 Document name Fax +49895454298-10 Paper 01 - Design of glass panel office@LElCHTonline.com www.LElCHTonline.com Project no . \ Munchen 17-149 . . Nantes (F) Rosenheim Issued by . . München, 14.12.17 Johannes Krumpen Pages . . 19 pages EAS]S FLOORING SYSTEMS INC Table of content Paper list .............................................. ................................ ............... 2 1 General ................................................... . ........................... .....2S 1.1 Project documents from the client ........................................2 2 Load Assumption .................................................. .................. 4 2.1 Dead load ...............................................................................4 2.2 Live Load ................................ . ................................ ................. 4 3 Glass panel .............................................................................5 3.1 Safety concept ............ ............................................................5 3.2 Glass build-up Panel 1 .............................................................5 3.3 Bearing conditions.................. ................................................ 5 3.4 General notes......................................................................... 3.5 Material properties ................................................................ 3.6 Scenario 1...............................................................................7 3.7 Scenario 2.................................................................................7 3.8 Conclusion ..............................................................................8 4 Annex ....................................... ............................................. 10 Directors 4.1 RFEM Glass - Results of Scenario 1.........................................10 Marcel Enzweiler Dr. Lutz Schöne 4.2 RFEM Glass - Results of Scenario 2........................................11 Von der Industrie- - und Handeiskammer öffentlich bestellter und vereidigter - Sachverständiger - . für Stahlhochbau; Mernbrankonstruktionen Florian Weininger - Amtsgericht Traunstein HRB 17525 17-149—Garfield Street_pOl_Glass design_17-12-13.docx IV ç ,.. •V . '- V EICHTU"GA- . . -' . -. ' Paper list '. - . - V tV -. V•4- V p_V._k V'V •VV ' 'i • Cons Title ' Date - V ••V*V .. - VV no°s Vj . - V .Ir .VE .V" • V . : F. 1 General V P :IV V • j -. . . V V V .V VV V V - V V. V -VV • t * .V•t VVV VV. V V 4 -V The glass insert panels are manufactured by Glass Flooring Systems Inc UL approved in accordance with UL 410 the US standard for the slip resistance of insert surface materials 'Address of the Manufacturer Glass Flooring Systems 10 Leslie Court 4- Whippany NewJersey07981 •. V VV ........4 . .J .. a V •V .. V V V This report is about the glass panel s - •V VV * VV • )- V V.4,VV.V4 JV•4 V -V V-V V V V-V - VVV - VV, - The engineering for this report is based ,.6n working with Glass Flooring Systems Inc projects products only The use of any other manufacturers is not approved and if so done the engineering below shall be considered null and void Any attempt to do so or to copy our analysis for usage with another 9supplier is unacceptable - V •V_VV V V V, VV4 - f --.- - ,V V VV 4'V-VVVV4 V - - 1.1 Project documents from the client V• V V V V V V V V VVV V 14. 4 V, V V V V V Submitted by email on December l 2017.,".'1 I V V • V - V VV - 4V V V. ••VVV-V-V VV jV V L -. V P. It is one walkable glass panel for an interior application. VVS V* V V V V * •"V ., - V * - a V.?V.:_.._, -VV • - .4 VV Address —2637 Garfield St Carlsbad CA 92009 V V -, . - - •.• V .V V V •V 4 4.. V - I 4 V - V V V•.4* V V - VV - I - V. V Vt 4*4 4 - - - - - - ' P - -V. . V 4 14 - •** - V -. -. V PV . - .VV 1* 4 4 V 4. 4 - •' -V V V V4' VV V -V 4 V V V -V . V V - * V4 V V44* 4 V V V V V $ I S 17-149 Garfield Street_pOl_Glass design_il 1213 d o:: 2/11 * 1 . I., 1 • - .•-.•. ,. 4. I - r PI ,t ,. 4 '4 1 I r i1 - •- F1nihedFlOoring(ByOther3) . -- - - —Do*' Coming''995 I _-.---•-•. Slob TeD) . .. . • _..—BIoâk EPDM.85 Durometer. Setting Block _.f) %_1 _—Econoframe Peñmeter __I-I•- - -J Fostene16O.0 •• . - . . • . - • •• re-' : (By-Others) . Sizó 'MD' .. • - . :'77 -- • • Fastners'16f-O.C.. - (ByOthers).Sze TBD .- - ••. - - - •• . • -. • Steel Afigle • - - • - • . -• -• (By. Others) - - • - - . ze IUU --. - 4 Exit1ng Stnicture 4(By Oth.) LL4 •.t .•' j * 17-149 Garfield Street_pOl_Glass design_li 12 13 docx 3/11 .4 .4 LE I :: HT- USA I "J: 2 Load Assumption •. . . -. . . . s . - - -..r ,- . . • - 21 Deadload Material Unit weight [pcfi Note Glas 159 25 Thedoads ar considered automtially by thc6rnpüter progam 4- 4- _4 - . •- . •-- .,. .4 " - - 2.2 Live Load . - - . . . • .4 • 4. - • . . • -- - 4, . 5, • S S .1 .. 4 -- . ': .-: .- . .. - • ••• .4 2.2.1' Uniformly distributed Live Load .. • Distributed live load regarding ASCE Tab.4-1 and the IBC, ' S • ;. label 1607.1.. - -]00'psf". * 4 ,_•_# 4. c 4 g. ioo/1r= 0.70 psi '2.2.2 Concentrated Live Load * - Concentrated live load regarding ASCE lab 4 1 and the IBC label 1607.1.- * 7 . .•• • •:.'4' - .. •T T1 ,- 4 4 : '17-149_Garfield Street_pOl_Glass design_il 12 13 docx ' 4/11 LEICI-Ir LJS1 . 3 Glass panel 4 V.4 - 3.1 ' Safety concept - Due to the specific features of glass the panels are built from three single panes For the calculations - I we use. two scenarios: - •-• . .......... .. - - r .4 • Scenario 1: All panes carry the applied loads for a long period of time (usually 10 years).; . fi L. Scenario 2 lop pane breaks and two bottom panes can carries the loads for a shorter period of time (usually 1 year), assuming that the owner replaces a broken panel. - - • - - - . • •. - -• 'V. ,. . .4 .. . . V. V• • • . -- 4 ... .-. - - -. . -... - .•• - In the serviceability state; which shows the deflections,-all panes are considered. •,.•- - . - p. •. 4. r . Note The shown period of time does not reflect the lifespan but the accumulated load duration 3.2 Glass build-up Panel 1 --Layer Thickness Material • • - :- I i' 3/8 tempered4 glass 2 006 PVB layer -. 3j8 '- V 0.06" PVB laVer , -V. .. •. * r- 4 tem?djlas 77.777 s 77 3.3 '- :Bearing conditions .* V - . - -. - . V •:. •- - Panel 1 is supported at all for sides inide the edges in vertical direction The bearing length has to .beat least 15"... .,,.ç'V.,V,ï. •-• ,.:, . '- . ..4. 4 S ./ •. . . -' . • - 'V It is assumed that • the entire construction is stable without any strength of the glass Ihe setting gaskets are Glass Flooring Systems integrated snap on setting gaskets and are to be installed prior to setting glass..Using products.other than specified an cause product failur&and doing so voids any, warranty. Ihe silicone setting blocks should be 80 90 shore and have a minimum allowable stress of 500 Psi. I - I fl'V 3 4 General notes -r -I The position of the glass sheets is to be fixed against uplift and horizontal displacement at the ,support by mechanical fixing splicing tothe support or adhesive structural connections like 'structural silicone (e g Dow Corning) or tape I.. . . - • 'V 4'V V% - V.t *4 • - . •.. . • -. '-,•.v .. .! 4 -. & - .4 4 . 4 3.5 Material properties - l ' t Young's Modulus = 10400000 psi Poisson Ratio = 0.22' 4 I - Allowable edge stress per ASTM E1300 - - ' . 'V I - ' .4 - . • - '. 4 V - 'V . .. . . • 4 17 149_Garfield Street_pOl_Glass design_17 12 13 docx.- 5/11 4 , 5 I., r.. • .' -. V • - 'V 4. - - . :4.• •• - V ' - -. . . '3, - .•. ., , - - 1 L E I C HT U SA 315.1 Scenario 1 - - ' 3 lnddiirtinn1flvprc Y 4. -e'' - . . . . - -- .3 . - A. " S . • -3.5.2 Scenario 2 4 Load duration 1 year , . " -, -• .. - '. ' -. . . . - Ak -' : . - . :.- '-: ,• -, . - -_;-. -- .- .- -- - •.-I 3- - ___F#3••S .• 'f • -•. .,-' - s'- . r_ - 4-, F • •' ,s•' •, • I . ._ * -- - -: •- . - -4*. .-, S • 'H '-.,AV' ' • ,* • - 4 3 -4 -.. -- - ,. - r S S : : : ' '17-149 Garfield Street_pOl_Glass design - 12 13 docx _17 - 6/11 , . .• r •. .•- ' .' .• '. • - • -. £ • . - .. •' - , . i. ,..F - . ..• * E_EIçF-ir, LJS1 - 4- 3.8. Conclusion - -- 3.8 1 Requirements and Performance by Code It is assumed that the edges of the glass sheets are seamed or polished Code Criteria Value DflëctiF L/36O ASTM E1300 • Stresses • 3,878 psi ••. Load duration10year : .--'.' - •• • 'C4b • r - - • IS -•• - - • - - - - * - - - •- : - - • - ..- • * 3 8 2 Requirements by the manufacturer i I In this case there are no additional requirements by the manufacturer. - ' - * 3.8.3 Deflections Scenario 1 Panel Deflections Allow: deflection -- .- Confirmation • - * 001 L/360(9 1 /3600 08, o ,, 3.8.4 Stresses —Scenaruo1 . -.':- --'' • - : • p--- • a- • -.-a-- • -, - --- - •—-- - -. •. - a . LCC 2.1: Dead load + concentrated live load.'" 4 ) • ,• '- .- * * • -- - 5• a- •, * • • Panel stress Allow. stress Confirmation Ii 77 —3pi 3 878 psi — o k •. - i• -'.• * - - * -•'- •-• •_,n - •, -• • - --r • '-r - - •1 'C'• , -•' •. • 3.8.5 Stresses—Scenario 2 C . -. a .' S r ._ -• - - • LCC 3.1: Dead load + concentrated live load '. -- .* --a •-.. S • ''TT - - ' - ' - I ,a- t Panel Stress ; Allow, stress Confirmation 11193 psi 4,478 PSI 'F 6k I 3 8 6 Summary - a The analysis of the stresses and deflections show sufficient safety for the glass panels — I ' * 17-149 Garfield StreetpOl Glass design 12 13 docx 8/11 _li - 4 4 • - •- - —• - - - -a -- -' ••• -a'- LEICHT USA References IBC International Building Code ASCE Standard ASCE/SEl 7-05 ASTM C1048 "Standard Specification for Heat Treated Flat Glass" ASTM C1172 "Standard Specification for Laminated Architectural Glass" ASTM E 1300-2003 "Standard Practice for Determining Load Resistance of Glass in Buildings" ASTM C1036 "Standard Specification for Flat Glass" CPSC 16 CFR Part 1201 "Safety Standard for Architectural Glazing material" - GANA, Glass Association of North America "Glazing Manual" Schuler, Christian, Omer Bijcak, Vincent Sackmann, Holger Graf, Gert Albrecht. Time and temperature dependent mechanical behaviour and durability of laminated safety glass. Structural Engineering International, Feb 2004. Drawing set 9-20716 Sandpiper Lane Leicht Drawing Package.pdf" . 11 AA - Aluminum design manual 2010 This document includes 19 pages -. -S 'S '• i.A. Johannes Krumpen S LEICHT Structural engineering and specialist - consulting GmbH - - 17-149—Garfield Street_pOl_Glass design_17-12-13.docx 9/11 S Leicht Structural engineerin 'age: 'iTib1 - .- KönigstraSe 9,83022 ROSENHEIM - Sheet. j Tel 080311352720 Fax 08031/35272-20 Project: Model: Date: - 12017] DIMENSIONS . . :.• . . •. ' ,. '.. isometric 4 • 4 I - . . .. . . 4 4._ . - I. • , 1.4 ,' ,., • "-'I, .... . .- . I -.• .- .-,., 'i, . 4 4 - *, .., -.- • .4 t ,- I ,, - . :. - ' • - . $ P . •--. ___ 4 . - . . ___ -- - • : '. - . -• 4. ••. • • • 4 4 • fl . -"I ,.4* I ' 4, I . .4 . - - .4 -_.•4 . - . I t , , 4___• 1 - - -e '- . : - ' . -' I. j - - -------- - '4 . ,..,.%4 •- -. 54 464 * : .' •. . . - - . .. : 2.1.LOAD CASES. Load 1 Load Case .. t'40 Standard Sètf..WeighU Factor in Direction - Descipti ction Categry •>- t.Actie Z lCi Dead Load - Permanent 0.000 0.000 1.000 LC4 ,_4.ry 0 000 concentrated live load . . Imposed •- 8 0.000 0.000 , 1.000 , : . • - . 2.5 LOAD COMBINATIONS , . . .' . . • - 'Lad.-' .-r- .t...;-'LoadCornbintion Combtn DS -o o. Descnption No. Factor c, 11,, Load Case Dead Load 4-Live Load Distributed 2 1.00 I-Cl ead Load 1.00 LC4 distributed tine toad 01 00 E1 Dead Load CO8 TILL', Dd Cddd+Lie Load concentrated 7 concentrated live load 4.'.... It, ,_*, -..,-_i. -•' -.'• - : -' . . I 4. - , •_• .. i.'. .' -- - .. : , • * - . . . , 4_..- 1' . • * ''' -: ' ••! • 4. .1'4'•..• - * . * 4 . .. -. ...--. '54_ .4 ...••• 1 ,, .2 4 ' • ,. - * • . . , 4 L • , , * , . 4 . .. * • . :. * 4 - -' - - - -4. - .. - ' RFEM 5.11.02- General 3D structures solved using FEM . - .. .- ' www.dlubal.com - ,. * '4 - - *•J ' •..,, -, .4 41_ - ,,-' * -''4. Leicht Structural engineering - Page: - ninfrft;0 83022 PchJI.1flM - -, - Sheet Tel: 080 31/3527 2-0 - Fax 08031 /35272-20 toAbs:#] Project I_i Model Lgj1 scdiiano 1 jr Date I 14 120T7J 3.4 SURFACE LOADS - LC4: distributed live load . -: r ,-Load- -. , -Load rLoadc- Load PafameterEV NÔ., ' 4OnSurfaces No'. Type!. -.Distributiont4. Oirtion ymboI 'Value- ..., Unit'jo M 'I 1 I Force I Uniform ZL P I 07 I PSI , LC4: DISTRIBUTED LIVE LOAD - - LC 4: distributed live load - , - - , Isometric Betastung [psi] 0.7 I I - I?! nI /Ar.,r / 1 46.4 1 - 'k-.... - . . . I . 4,:t '- 7 y z 1 - RFEM 5.11.02 - General 3D structures solved using FEM -. -. •- '. - II w.dlubaI.com Leicht Structural engineering - Page . '. .. . . • . KonigstraSe 9,83022 ROSENHEIM Sheet: c.in1- 08031/352720 Fax 08031/35272-20 a j. Jet: , Project: , a. .a..a-. Model: ;1 r.a...i.....-r.D• Date: 14i220i7f - . • .t'_ S - . S. 3.8 FREE RECTANGULAR LOADS ' - LC5: concentrated live load I Load . h' Load g 5 Magnitude $, 4 Load Position aV L No3 3a.a. OnSufaces,Noi prójet.k ..0istribuhôn - irëcliôn Sy4oi ValUe .:'Unit Xtin) *Y [inJ./. Z (ml ? XV Uniform . ZL . p 75.0 psi .. 22.2 13.6 T - .13=1 7=_ 2 LC5: CONCENTRATED LIVE LOAb.. • . LC 5: concentrated live load S . . * - ..: • Isometric ' Belastung [psil *4 . 0 1 .5.. -._. pZL 75.0, 46.4 • . a S S.' a. . ", '8 •' * 't • ':g -.. S. 3 .-. .,, 4 8 .3 . •-- -p... • . ., ..3 ... a . ,,'85.3 '':,-'. ...•t S . , 8 " a ' 'a.a. ,, ,•, - -S. $ • ,. ,'Y'' ','-.' •.- _•1 • 5. - •. • - . ' . .. 9.5 *,. .1 4*., *. • . 4*. . , $3 '•*_3 '' 5 4•• • S a, . • • •' . .. S. - . L 4 ol H S) 4 .84 . - . a. 3. . a - • -. 4 .8.. - . • • RFEM 5.11.02 - General 3D structures solved using FEM • • . . . www.dlubal.com • 4 4 5. •5*4 3- - •Ø ••• • - - ' (33S_ 3 J 5,' * '.4 .........3• • -. -p., •. -4, - , ,. - '5 . 4 53 V . V Leicht Structural engineering 'V . . !808: Efc4J10TI V * 'V Sheet i"I V KcinigstraSe 9, 83022 Tel 08031/352720 ROSENHEIM Fax 08031/3527220 Project: ri'r'V -'- i Model: Panel— Date: 220'(7 1.1.1 GENERAL DATA Calculation of individual glass surfaces -,; Surfaces to design Design according to Standard V V V Allowable stress design (USA) - V Ultimate Limit State Load combinations to design C05 Dead Load v Live Load V Persistent/transient VV V'V 'Vt 5 Distributed C08 Dead Load v Live Load V V'V -Si Persistent/transient concentrated V - V Serviceability Limit State V ' - V V V V.V 'VV Load combinations to design V V C05 Dead Load • Live Load Characteristic V 'V LL V V Distributed C08 Dead Load v Live Load - V 'Characteristic V V •. -. -. concentrated - V - 1.1.2 DETAILS. • VV V'V V V '•V Equivalent stresses according to: - .- Von Mises, Huber, Hencky V Shape modification hypothesis Fr i - Schichtenaufbau 1 V Surfaces assigned to composition: 'V - - - V - 1 'V - V V V V 5 V Method.of Analysis 3rd Order Theory - Large Deformation Analysis (nonlinear) v4 - I V - Newton-Raphson Number of Load Increments, V 5 Calculation - - - V 3D V - Layer Coupling . ' ' _V V Define FE mesh refinement - - " ' V V CI - V Target FE Length • V Olin 11 1.1.3 DATA FOR STANDARD- V V VV •V V Partial Factory. For thermally toughened glass: - 1.00 *VtV - For other glass: . ... . 1.00 Shockload: /;-... n'V . 1.00 . _• - Construction factor - - - V for thermally toughened glans: V V 1.004 for other glass: , . V V V V 100 V . V V - iVVS.'S Modification Factor k,, V VV Permanent - S V . V - 1.00 V ' Medium-term Short-term V V V 100 - . 100 V '. ;' *- Shock Load V For thermally toughened glass . - 1.40 Shock Load - For other glass 'V 1.80, Serviceability Limits (Deflections) 4 , - . - V V / [• • V - Combination of actions: . - V v,' -. Cantilevers V Characteristic - . V . L / 360 t L / 50 'V S VV Frequent - - •_ V - - Quasi-permanent: 'V V V - . L/360 , L/50 - - L/360 V 1 / 50 Và . Border Strength Reduction - Strength reduction (80%) at the border of the surface for not thermally toughened glass. acc. to 18008-1. . 8.3.8 • . - . - S - S - -. Distance from the surface border (for grid points) - -. Olin 1.2 LAYERS --Compi - V Layer 'V- Layer -s '-' Mâtrial Desórition -'-i s, -'Thick_ es§ 'V7' .s IVS 'V- .l: /lMatenal Parameters' 'V - 'V N i (i 'V-17 gfl(Cfl)i - V*yth* WS'VV]rV - 1 £ Glass Fully tempered glass, 10 year Load Duration 'V ' . 0.38 Modulus of Elasticity . E - 10152600.0 £ psi I - - SjModulus 7 G 3 V1O Poisson's Ratio v 0.230 - . - im3 I n -,5V -V Scific Weight 42971 lbf/y - Coeff. Of Th. Exp. 0.0 1/K Limit Stress X • = Thermal Conductivity 1.00 W/nVK S.' V ':- V'V•V - *n Laminated Safety - V V 13 Glass - " l- V 0.ot fod*l0tidf Ela%tily'V ' 258087 - Shear Modulus G 8685.6 psi V • .S-,•__'rmms— Poisson's Ratio'V'iT- Specific Weight 7 - -. 1839.19 1bftyd3 = - t'i!-'- CotiftdfTfiExp -d ,,-. -'V'V72 /o:o 1. S V F V v'V . - V • 'V •V - RFEM 51102 General 3D structures solved using FEM www.diubal.com Leicht Structural engineering MO Page: __________ • • I I ' ... - KontgstraGe 9, 83022 ROSENHEIM Tel: 08031135272-0- Fax 08031/35272-20 •. . - Sheet: - - RF.GLPSSj Project: Model: neij':ceriarii...—rc — '--i Date: i22017I ' 1.2 LAYERS ;Comp. . 'Layer Layer. , ,Material Description .' . Thickness :- -MateriaI Parameters No.. Nb:4 Tyb.'. ,Y' •,-'' . tjin) Desription Symbol1, Value, lunit,a Thermal Conductivity 3. 1.00 - WIns/K -assGl' Fullylemperedglass10years 'E —"—w I' _LoadDuralron' ..,' ••,' '.. f - Shear Modulus G 4127090.0 - 0T230 psi pG'rtio '- Specific Weight p - .4297.18 ibflyd5 . C Ex olTh.p.Z 0T0 Limit Stress 3877.8 psi ..-' 9's - •-.o" -Thermal Conductivity -f" -v.. i:o' . } - i-•. .: . ,n's •'.1. - Thermally Toughened ta etyT Glass, U 4 Foil PVB, lhr. 30C 0.06 Modulus of Elasticity E 25808.7 psi • rModutus 65.6 ps . Poisson's Ratio v 0.486 - Weight .- j'839.15 Uy - . . Coeff. of Th. Exp. on 0.0 1/K Thermal Conductivity=. _isirsib 5 Glass Fully tempered glass, 10 years 0.38 Modulus of Elasticity E 10152600.0 psi Load Duration - ___ ... - r'"r Sheai Mhddli2s ' . G '127090.0 j .-' .• ,-- j--. , Poisson's Ratio cght_ v 0.230 —4297 - 71607d . . -. . Coe ff.ofTh. Exp. or 0.0 _______ 1/K s; n.,o LPiStress 3877'8 Thermal Conductivity 3. 1.00 W/rr'JK — llghen . - fl'....T Laminated Safety ,. 0 Glass • 1.2.1 LAYER DIAGRAMS lj Schichtenaulbau 1 Fully tempered glass, 10 year Load Duration PVB, lhr, 30 *C Fully tempered glass, 10 years Load Duration . . . u.. i i i PVB, lhr, 30C. • i I i .. : 5. Fully tempered glass, 10 years Loud Duration . ' ___________________________________________ Local z-Axis Direction . - - Bottom 11 1.3 LINE SUPPORTS .. . - . Comp. No. I.Support On Lines Support 4I •• Type Layer/ Packet: -LocatiOn ., Reference Sysem '--. 'Rotation p (rag - . . ,SupportCpnditions -"' Condition NontineOrit Value' uUIt. Schichti 'im "' _ 1 1-4 User-deS . 1 Centerline ned Local 0.00 u None 0 u None 3000.000 lbffun2 — '••.• - ... ...,L.i lea 0 = - . --' v'-' . - .. ,. -ñ 3 Centerline . Local 0.00 U. None 0 jV.. 1=. U. None 3000,000 Ibffin2 =,._-I ,,. .= -•.... - .. ,-'v--'--, . p = _lpy__,_...' 0 = -' L,!_' _,--. a......j'" ______ 5 Centerline Local 0.00 u, None 0 - ______ - = . .••- U Nn' 0. . u None 3000.000 lbf/in2 ..----..- 1,4 NODAL SUPPORTS - 'CorJ Support - On Nodes .. - Sup it- -Layer/ Location Sequence Rotation p[radl- ." '.' Supporti Conditions ' &NO' _j,: ,'No.L,'__'-Typ _"i• Packet - __- __j . ';!_0/I!. _I __X _,(-Y__.C&itin' '___,Nonline ril .le,,'._ Value ,.' 1 1 User-dell 1 Centerline XYZ 0.00 0.00 10.00 _ I u, None Spring ned ______ '• _,- •Iiii cI3Ii '" ..-_None__- u, None 0 I__ . . - _. 7. _____ • 'PV: Liys- REEM 5,11.02 -General 3D structures solved using FEM - - - ' www,diubai,com Leicht Structural engineering Page: 1 6/lOu Sheet: t"E n". ii Tel: 08031/35272-0 - Fax 08031/35272-20 Film FGLPSSi Project: I '- -- Model: I 11sce'nario1n '" r Date: MY14,1272FC17J 1.4 NODAL SUPPORTS Comp' Support On Nodes I.DLayer/ I Location Sequence Rotation p Lrad)':. Support Conditions . .!No.. No:... ,-uNo. 1 ,,Support a Type. Packet' 1 . - Z Condition - -Nonlinearity. .Vatue. - . pr None CI Zi- .NOe 3 Centerline XYZ 000 0.00 0.00 - u None Spring - .' , -• '- - = = -NSne,En 9M -.:: u None CI -'-'-.'= T9T' • None None CI Nofle ....-. . - 5 - Centerline XYZ 0.00 0.00 0.00 - u - None Spring nu- .None - . u None CI = - ,Nbne -17-77 U170r7- ______ pr None 0 None 2 2 User-deft 1 Centerline XYZ 0.00 0.00 0.00 u None CI fled None u None 0 None,. None CI I , ., . ____ ____ = = = 3 Centerline XYZ 0.00 0.00 0.00 u None 0 F. -,. . - ---'--. -j.. = =-• - -None _p n7g- u None 0 = = None =(j - pr None (3 I7T = = None - - 5 Centerline XYZ 0.00 0.00 0.00 u None CI = . - . = = ==u None Mp U. None Q =• .=....... ZZOW None None CI 'None 1.4.2 NODAL SUPPORTS - SPRINGS .Cornp. ISupporti.. On Nodes Layer/ .. -. Translation Spring (tbtrin) . ' .' J..,- Rotation Spring )lbfin/rad) No Packet C C / C zv C .•Cn C 2 4 1 1• 1 10.000 1 10.000 3 .t0000: .io:000 5 10.000 1.000 - - - - - -. --- i0000: -' '--- - 3 - 10.000 - - - - =. -.. .. --•'• 10.000. 1.8 LOAD DURATION 1,Load. iiLC, CORC.orDC •H•- . ,Loadcasetype 'Classifications . -.- Factor . 'Comment .- ' ing ' Description of toad duration 'LCT"' Dead Load Permanent Permanent 1.00 in LC4 . distribiited live lbad........... 1mposed Short4erm _... 1.00 T ' LCS - concentrated live toad Permanent 1.00 1'C05. Dead, Load Live Load 7 , Short-term - -too - i --- -. Distributed !vf.. -'- -.. .•• . ,_. L_' __: ,r - . :. - - CO8- .. Dead Load * Live Load Permanent 1.00 concentrated . . 1.9 SERVICEABILITY DATA -. No: List of, Reference Length •. • Canti ,' 'v 'v '.DeformationRelátive to --i. ., Comment' -. . . cv,v , .... Surfaces -:. I •' L [in) -lever ' . '. . • .......... v.p . • , . --_'- -. - Minimum boundary line 36.5 0 Undeformed system 2.1 MAX STRESS RATIO BY LOADING Load- Surface .Point, /1Point Coordinates (in) .. . Layer ,, " . -. - Stresses [pal]. (rad). - in. Ratio ing.i No. /- - I(o.' X'- 'Y--';'Z'1 No., .z)ih] Side'., . Synbl. '.Existing' yc'L/mit'( rb CO5 - Dead Load + Live Load Distributed r 8 1 35 20.6 14.6 0.0 . 5 - 1.26 Bottom a ' 180.68 3877.81 0.05 . 1 ' 35 20.6 14.6 0.0 5 - 1.28 Bottom , . 307.19 3877.81 0.08 1 11 25.8 0.0 0.0 3 0.63 Middle 1m ' 14.07 1 2 ' 46.4 0.0 0.0 3 0.63 Middle , 12.80 1 70 5.2 4.9 0.0 1 0.00 Top r 75.98 1 35 20.6 14.6 0.0 5 1.26 Bottom e, 307.19 3877.81 0.08 1 35 20.6 14.6 0.0 5 1.26 Bottom - es '. - 180.68 3877.81 0.05 1 31 5.2 - 14.6 0.0 ' 3 0.82 Bottom - 1.571 35 20.6 14.6 ' 0.0 5 1.26 Bottom e 287.41 'Coil Dead Load + Live Load concentrated - . nrc/ni a. I LUZ - W/niierdl ml bt1uturea sViVeU U51119 rca, - WWW.UIUUdi.CViLi Leicht Structural engineering - Page: ... KontgstraSe 9, 83022ROSENHEIM Sheet: Tel: 08031/35272-0 - Fax 08031/35272-20 Project: Model: h6enano.1 -.'. s date: 14.1TST7] 2.1 MAX STRESS RATIO BY LOADING .,Load' Surface Point PointCoodinates [in] Layer . '. Stresses [psi]. (rat) Ratio in No. -_- X. . 'i V 2 No .z[in[ Side 5Symbot .Existing ,. Limit - 1 36 25.8 14.6 0.0 5 1.26 Bottom 249.18 3877.81 0.06 r -=6 0.0 m -______ 1 9 20.6 0.0 0.0 3 0.63 Middle 11.47 •-. 1 16 38.1 4.9 0.0 1 0.00 Top , -82.91 - 77717r, - --j !f 'Bito' m -_r 563 7f8771 0t9 1 36 25.8 14.6 0.0 5 1.26 Bottom cy2 249.18 3877.81 0.06 =0 07 1nr6--.f57 1 38 25.8 14.6 0.0 1 0.00 Top o.q - 314.91 MI jesses 1 36 25.8 14.6 0.0 1.26 Bottom 249.18 3877.81 0.06 COO - - COO. . - = .0 877TtI 0T69 C05 1 11 25.8 0.0 0.0 3 0.63 Middle 14.07 C05. 0 -'0 3- -O 63 C05 1 70 5.2 - 4.9 0.0 1 0.00 Top 75.98 - C08 - .8 EF =C-007 -, 1.28 . _ 34s:63 77 dT09 Coal 1 38 25.8 14.6 0.0 5 1.26 Bottom 249.18 3877.81 0.06 COS 3 2 ''0 I m- -. ____ C08 1 1 36 25.8 14.6 0.0 1 0.00 Top o.q 314.91 ,S . Maximum Ratio 0.09 . . STRESS RATIO BY SURFACE . - 2.2 MAX Surface -Point - Point-Coordinates [in] -f . - Load- ,s(, S Layer • - .. .-, Stresses [psi) [rad] .2. .;, ......., kl:No. YZ-, in-: No.z]in]-,ISide'-...Symbot___', Exxiting 1 .-Limit 38 25.8 14.6 0.0 COB 5 1.26 Bottom - 249.18 3877.81 0.06 6- . - 34583 !3877.81. -71ro 0-9 11 25.8 0.0 0.0 COS 3 0.63 Middle 14.07 - !° ° :-: 70 5.2 4.9 0.0 COS 1 0.00 Top 75.98 L -.=Jo 0 _-, 14 5 SS77:- 69 36 25.8 14.6 0.0 Q!-... C08 5 1.26 Bottom x 249.18 3877.81 0.06 • 6 0 bS [ 2 SI7T.,_- -i-. 38 25.8 14.8 0.0 C08 1 0.00 Top o 314.91 Maximum Ratio 0.09 STRESS RATIOBY COMPOSITION 2.3 MAX Comp. Surface Liyer Poi Point Coordinates [in] - It; Load- ,. Layer ? . : Stresses [psi]. [red)' -i-. Ratio No... No. - -No.... No ..- x,. y : -Ing- -z[in] ( Side a?SymboI2. Esislingi ._•Limit. ]-] I't 1 1 = 1 0.0 0.0 00 0.0 C05 CO5 0.00 Top o, ____ 27.24 39T2 3102.25 o5 0.01 0i - 3 46.4 29.1 0.0 C05 0.19 Middle 7.99 = = 4 ,5 cOS .9j1ddle ___ sx ___ 70 5.2 4.9 0.0 C05 0.00 Top 75.98 I D5 0__ ää9 !Td5 03 36 25.8 14.6 0.0 COO 0.00 Top 02 -351.91 O- ' 0 38 25.8 14.8 0.0 COB 0.00 Top x.q, 314.91 '- .- 8 .J..e . 5om -_- T 36 25.8 14.6 0.0 COO 0.82 Bottom ay 153.77 3877.81 0.04 . = 1=1 8 : 3 dle- j.___ 2 46.4 0.0 0.0 C05 0.63 Middle 12.80 = - :4 0 4 47.12' , S 38 25.8 14.6 - 0.0 COO 0.82 Bottom 0i 153.77 3877.81 0.04 -...--25.8-145' COB m o_- 114.15 0 I.. 31 5.2 14.6 0.0 3877.81 0 C05 0.82 Bottom o 1.571 "'o CO1 S44 =: - 5 36 25.8 14.6 0.0 COO 1.26 Bottom . 249.18 3877.81 0.06 o Tr-= _____ 38778 dt9 1 0.0 0.0 0.0 C05 1.07 Middle --10.17 70 5.2 4.9 0.0 C05 1.26 Bottom -75.84 _______ = 6 0 =34563 Sä =009 - - 38 25.8 14.6 0.0 COO 1 - tso 1.26 Bottom 02 249.18 3877.81 0.06 -; _- _--- 1'1- -2- 6 .x_- Tsn -_.-- _- 1 -x 36 25.8 14.6 0.0 C08 1.26 Bottom o. -- 300.91 - - . - - L-- Maximum Ratio 0.09 - - -. - 3.1 MAXDISPLACEMENTSTOPLAMINATEDGLASS Surface Point PointCórdti]in] Loading* Design Packet Displacements (in) 4-Ratio No No X Z Combination No u5 Limit u l (] 171.'7 3 .!.J25.8._L.I0.0 __ 05 Chdatedtitit 0-0114- - - : .0i ___06 36 25.8 14.6 -0.0 COO Characteristic 1 0.01 0.101 0.05 P. . -• MSihi0iiiDisplacement / Mbxirii0iWDis iacement-Rtio _.•._r--o_-- __- _- _-r.._- all a,36 T[iTo.o C05 Characteristic 1 0.01 0.10 0.06 ..• __-_5J1'l.'05I___Ch___ldNstidZ_o.oi ___o:io___o .• • • I NlVl D.11.0 - uenerai iu sirucwres solvea using - www.aluoal.com I Leicht Structural engineering Page 8/101 - Sheet. - KönigstraSe 9,83022 ROSENHEIM Tel 08031/352720 Fax 08031/3527220 - 8 - ., '4. - •- -" . 4. l Project Model 1ichiiS"1 Date W12Th017 it 3.1 MAX DISPLACEMENTS TOP LAMINATED GLASS ISurface Point . c"Póint Coórdirates (in) I...4 7'loàding z'T i/i: Desin'A Pckt 7 Displcem'ents )in):* ' 5"-Rátid- NO b omaho'No Limit fl I Mamum Ratio 006 - 4 8 a .4 - 8 4' . . 4,4 .4' . . . . . , r . •. . 2 1 . . , ,. . - .,• l. 4 4-..-., . ,,. 4-- V •,, - .. . . - . . , . , . . . . •. 5' , ' 4 - . . * .4. S , ., .4 '-4 •-, 4 4 - 4 4 ' .4 . 1 . -. 'V 4 4' ' . •-' - ' ' . , ,,• , • 44 4 .- . .4 ''6 .. _'4. .-.'', . .- . ',.., . , . - -• -• S 4. 4 'S ,4. ,•_ 4 4 ..' .4............ _!.' .,. . ._ 4 -S ' ,. 4._., '4 • I - •" ' 5 -'1 1' 44 .., - 4.. - .4. 4 4. . * 4. 1. •' V ''' •-. . . , ' '4 4 • '4". , -t . . . 4 . - . '. ". a. , * 4,_s. ' .1 .-5 "'''.. . ' . .. . - .4 . ' ,• .4 44 * •, 4 t :. •. . -' .4 , '4.4 , . 4 . . ., -t - -- ., ..,',.- '.. .. • 5, .'-: •_• 'S ,,,.•,- ,; -i' .r 4..' . . . - - ' •. . .4 . - I - - • I . . . '.4 - -S , .4. "'' .,, .4 .4 .4. .. ''•1 ., . .4 4 r V t 4 4 4' 144 4. 4. ' i, " . - . ' ' ,' .' I . ' 'P''' . •' '' . . #' 4 .4 ,. . 4 4",, '.' • •. ., - . ,-''. . $ , "6 4 •-4-e ' 6 ' . -': - I ' 1_ . .• . 4* 4, - p 5 '6 - , '4 4 ••• -. , •,S' , 41 4 .4 4 a- - C - 5 .4. • . . . , 4 - '-.4 ..- 4 44,6 - 4. .4 ___ - . -. -- '.9 , , .4 . S ' - 4 , - , , 4 .........: --.. - 4 -. - - T ,,RFEM 5.11,02-General 3D structures solved using FEM .• • - -. -- www.dlubal.com, ' - '4 1 , 4 ' 65' ' ' - ' 4 - 5- 4. .4, 4 . ..- • - , 4 .4__' - 4. - . 5.- ..' • .4 _ 4 . - * .4 • . _., . - I -t 0 '.1 • •- - 8' V3 C ',t - 0 • - I *1 I 44* $_ 0 - Jo !; Co • I - • 4- • - • t C . • '4 V. - • V_ .. - -Leicht Structural engineering Page: -97fo1 Sheet. i°1 - • KOnigstral3e9,83022R0SENHE1M - RFGLAS — - - - Tel: 08031/35272-0- Fax 08031/35272-20 - ' . - Project: Model: PahellYs Date: 1:12b°71 - • • . _ - I 11 SIGMA-V DISTRIBUTED LIVE LOAD RF-GLAS CAI - - • - In Z-direction Sciiiciit Nr. 5, Unten - . • C °: - °. C Spannungen Mr LKS Sigma-y -- • - - •. -. 46.4 :- 4 •' - ' - • - . I - 213.4 Max Sigma-y: 307.19, Min Sigma-y: -36.70 [psi] - - . - - ' . - 0 -- SIGMA-V CONCENTRATED LIVE LOAD .. ..• ,.. RF-GLAS CA Is - - ,— -- - In Z-direction Sthitht Nr. 5, Unten - .- - - - ' Spannungen ifir LK8 Sigma-y • •. - ; - - - - 4- •j ;•. • -_ " •° . • ' -- . 46.4 - 31 IM Mw 241. — 40 , VTTTT -. . - - - I - - , V - -. 4 - • 0•, - • Max Sigma-y: 345.63, Min Sigma-y: -34.60 [psi] - • — - — -- T - - - '4 - — {.) . — - - - - RFEM 5.11.02 - General 3D structures solved using FEM I - . - -. $ - - - www.dlubaLcom - - I •4- $ -. •$ •4,V( , -. $ • %o - - 4 . o• /4 .4 - '-' , • .' -- . •' .. - - - -• - -C • • — - . - - - I - - - -• ._ . I- -C - - - - $ . - : _ . - - _ - 0 • - • • . - -. 4, . .-.•- ....* - V •°•° • - I - .- -- I Leicht Structural engineering - Page 1O7Tü1 I KontgstraSe 9 83022 ROSENHEIM Sheet F. !,t11 -. Tel 08:314352720ax0803113527220 • C - - (j) - Project: Model: nelljüüühdrio.1- Date: 112üb17I -. . ..' - 4 • - '• - .-. .. ..-. DEFLECTION DISTRIBUTED. LOAD RF-GLAS CAl , -. - - .' - - - " - - - - - Verschiebungen für LK5 u-z - 46.4 - In Z-direction ' Paket Nr. 1 .• - - • * -a • • a,. - • C a ¼ - 0.01 Om aw -' -- . . . - . Max u z 0.01, Mm u z 000 [In] t . .. . .,• - C C k 1 S it DEFLECTION CONCENTRATED LIVE LOAD t - - .' RF-GLASCA1i''' .,&. •, , Verschiebungen für LK8 u-z - - . .. - • . InZ-direction Paket Nr. 1 *4 .. p. 5 , - - 46.4 -•.-. 5.._ - .. . -. . if - 0100 4 Ow Max u z 0 01 Mm uz 0 00 [in) - Ow 4 L) J RFEM 511 02 General 3D structures solved using FEM www.dlubal.com -a4 - • a: ,._•---_4_ * - - • - . — - •. .•0 . - a-, *4*• __t J -•-•. - . ¼ . - 4 .0 .• - •• 4 • - . '_'5_ & -- -- &- • • 04 •- --:• - -,•, - .' . -_ . - I- '.1 Leicht Structural engineering ' Pag Köñigstral(e 9, 83022 ROSENHEIM - Sheet LI3i81] - Tel: 08031/35272-0- Fax 08031/35272-20 -GLASO Project: Model: Date: . 1.1.1 GENERAL DATA - Calculation of individual glass surfaces •. , - . - - Surfaces to design - 1 Allowable design stress (USA) Design to Standard according - - - . Ultimate Limit State Load combinations to design - - - - COO Dead Load * Live Load - Persistent/transient - - I - - concentrated C09 Dead Load + Live Load - Persistent/transient - - . _ distributed -- - '-5-- 1.1.2 DETAILS Equivalent stresses according to: i Von Mises, Huber, Hencky - Shape modification hypothesis 1-Schichtenaufbau 1 Surfaces assigned to composition: _5•. . Method of Analysis -- -.5- • .5'. 3rd Order Theory - Large Deformation Analysis (nonlinear) r - Newton-Raphson -. - Number of Load Increments 5 - Calculation s . - 3D Layer Coupling _ •1 • S - - -4 Define FE mesh refinement ' Target FE Length ,. . ' : - - c - 0.1 in 1.1.3 DATA FOR STANDARD - 5. --, .• 5 . Partial Factory.- - - . For thermally toughened glass: . 1.00 - • For other glass: . S 1.00 • '- . Shock toad: S 5 •'t•' 1.00 - .. - - -. -. Construction factor Ic,, 4 -s - - for thermally toughened glass: . - 1.00 - S - for other glass: - S • - 1.00 .' - - . S - .- - ' Modification Factor 1c,,a -. 5 - . • Permanent - . 1.00 Medium-term 1.00 - Short-term ,- 1.00 Shock Load - For thermally toughened glass - . 1.40 - Shock Load For other glass - , - 1.80 Serviceability Limits (Deflections) - . . • - . . , ,. * Combination of actions: . a . - Cantilevers - . - Characteristic . - -. L1360., L/50 - Frequent - ' L / 360 L,, 150 -. . Quasi-permanent L F 360 L /50 '. - , - "- '-ii- Border Strength Reduction Strength reduction (80%) at the border of the surface for not thermally toughened glass, acc. to 18008-1, 8.3.8 ,., Distance from the surface border (for god points) - 0.1 in . . - , S . ' - S , • , 12 LAYERS . ... Comp Layer .4Layer Malenal DescriptIon 4 1 Thicicness Matenat Parameters ? 1(m) i y-' Descriptin S1bOI:.. - -- Value-. -,-' Unit.' 1 Glass - • Fully tempered glass, 1 year r' Load Duartion 0.38 Modulus of Elasticity E 10152600.0 psi = =•...cc-.ccM= Shear Modilus 'G 41b( - v 0.230 - Poisson'sRatio -4297. Coeff. of Th. Exp. or . 0.0 1/K - - Stress' . - 2447 j= - - Thermal Conduc 7. 1.00 W/n/K arrm mallhened c -s Laminated Safety 0 -- . Gtass l- o06 Modlili.7t6i8titiSt ia'- 1912 psi - - - Shear Modulus 0 63.9 psi I - ...tilt Specific Weight ' 1839.19 lbfid' -- Cefftf..Th?Exp.. . - I-t? . )i'F Fully tempered jlasi'1'year' • °"7'Ø 38 Thermal Conductivity odulus of Elasticity I. 1.00 m'6T52tiTh W/rn/K i')o J LàadDuartion '- P - r . ' Shear Modulus - Pdiñ'ti5lio G 4127090.0 023C psi Specific Weight - 4297.18 lbfd - - I - RFEM 511.02 - General 3D structures solved using FEM - - -' - .* -, - www.dlubal.com - -S - - - - _S - 5 - •_ -- .- _55 - -- , . r.. ,. - - -• - - - -. '- 7 Leicht Structural engineering Kanigstraffe 9,83022 ROSENHEIM - Tel: 08031/35272-0- Fox 08031/35272-20 Page: r 2/41 Sheet: t'RF-TqLAS J. SS Project: r'- -'. r- s Model: 11,scenariS'2 " Date: fn--14120't.7 11 1.2 LAYERS Comp.- Not' Layerj No.. 'Layer .Tye -- Material Description .., - .. Thickness ' t(in],''. - Material Parameters 'r- Descriptiont , - Syi4,bot, , Value .. Ul1it' 7,-s ' ______________________I 'TJermal I.CbeofTtip . lLaminaiedSatety', Limit Stress Cocjjit Thermally Toughened os, to.0. 4477.8 1OQ 0 psi tH'-- .. , 1.2.1 LAYER DIAGRAMS ij Schichtenautbau 1 - r— 1: Fully tempered glass, 1 year Load Duartion PVB, 1hr, 30'C - Fully tempered glass, 1 year Load Duartion Locatz.A,is Direction Bottom 1.3 LINE SUPPORTS ____________________________________ Comp. Support' ' 1o.' - On Lines . -, No. . - Support' 'Type, . Layer/, j ,Paclket' Location, 'H. Reference - System, -.' Rotation; [radj i .- Support Conditions - Condition ,- Nonlinethiti. Value,,, 1.Unit:.. .4 ,. 1 1-4 User-deli .1 Centerline ned Local 0.00 u, None Cl Ntihri /.. . . , u None 3000.000 lbf/in2 - • g-37-T'-- = ,r, . - :yi q'Y - = .= .—i----- .' - -, 3 Centerline Local 0.00 u, None 0 . 7 :' . Nrih4 =.....• u None 3000.000 lbt/1n5 = - .. -'--. ., -, = -= —.i-, —-• *._P4.__ '-'-- = pv • ---r- . n,. 'Lo:7-- ,,.. 1.4 NODAL SUPPORTS .. . - _______________ Cornp.5 -No. Support Nb.,. On Nodes ..-: No ,Support Type Layer/ Packet 1 -.L0cation i.- Sequence -. . : Rotation p. [red] -- X ,,...Y 'Z . Support Conditions CondiUor' . Nonlinearity ' Value, 1 2 User-dell 1 Centerline ned _________ XYZ 0.00 0.00 0.00 U. None ______________ Spring - . . .. = . = t:= .None . u, None 0 None 0 None 3 Centerline XYZ 0.00 0.00 0.00 u None Spring 'Nofle. u None CI c. _'--- T_'—._ -.= .: _.. 77 None _____ - . . None 0 :•• . . - ____ = 'None5 - 2 1 liser.defi 1 Centerline XYZ 0.00 ned 0.00 0.00 u, None - 0 ..,. -None f . . u None 0 None 0 None = 3 Centerline XYZ 0.00 0.00 0.00 U. None CI ,None, = u, None 0 None . None 0 Norie Nrrvi *.11u - t.,enerai .su structures soivea using rtm - www.auuoau.com - I a' /• " 4 . . 1 • - -. . . .; I K '-I F - ( • - (4' 5 4 a * t - I a.. ' Lèicht Structural engineering .-.. Page: . , •. . . Sheet: 41j Konigstrale 9,83022 ROSENHEIM . : ., Tel 08031/352720 Fax 08031/3527220 Project: ' Model: Date: 0'4i017I 1" 8-'-- - 1.4.2 NODAL SUPPORTS- SPRINGS fConip' . Siport vOn Nodes' ' ayr/. Translation-Spring'(lbmnj' '4'1&'.-Róla5on Spring'(lbSrr/radj : C t C'? Nc No No , P3cket a 4'.0 ,r..s4 1 2 - . . 1 10.000 10.000 - - - ' -s- 3 io:000 10.O00 ss . .• 1.8 LOAD DURATION vt 5LC, C®Ror DC4. ' Load.casetiph'-r 'vClassific#4tiàn "'•* .#-,Factôr,) '-- P' cmm'éntS;.a' '# . ng Des#&riptlon ,' '$ of taddurallon 14#4 0 LC1 " Dead Lod • - Permanent .Permanent LC7 Uoid-' #4..3 PdThänent'sv.. 1.00 '- LG8 Live Load concentrated - Imposed Permanent 1.00 COd. '7V# --P'rmanent".v 'v-. 'iod s -nT1PV /p•' -4CO9 Dead Load + Live Load . . . Permanent distributed ________ *3 e. ... 0 r 1 •e' - A .1 -. . . . '•v4 4'4' ' • .• .. ... 4 '• , ...- . '.4 •' '7 • #, .........a ,. . • - 4. '. -. # 4' ' •,' ,_•-'#1•.' . - , . -. 0 a - :- '' ''-' . ._ '.- . , - a - . .. . • 4 ,_4 • - _5__•_ ._4_ - * '' • . 4# ' . - -#4 -- -, .-. ..• I • _. C '1 • _4• -, . . '' .. 1- - .. • .._ S . •_ -. -, '.4 . .. I 5- 14 4' S - • • .-_ - S 4. 4.' 4 •'•. .4. • .•. # - s4 -,'_ .. :r. - •. ••' . -. . ...... '4• ', '.#- .4' ,.- 4' - . . - -*3 ' • 54 . .5 -. . 4' 4.,•4•,.__•,_ - *._ S.'., ' 45 '•• ', 4 - '. - •. .4' -_ . .• . .• - ,4 .4_ - • . - • • -: -- •'•' - . . .t - . ,• •'•.-4'f- 4' — - ... a S _ £1_ . / ri. •. - - 'RFEM 5.11.02 - General 3D structures solved using FEM - . . . www.diubaLcom • -* I ., • 4 ' .•, . • _•:. - 4 -.- - .5' 'S. •• • .8 a • S. •'' -#4 ' * S •1. 54 S '' - . - 4 - .4_I, • 'I -- t.A 3 - . . • . - a , . .• , I #4-.. ' .. . -. fi, 1 . - -- , 01 Leicht Striictural eriginéerirg .. .' -. Pa9e. KonigstraSe 9,83022 ROSENHEIM - - .,. Sheet: 1 - I, S• Tel: 08031135272-0- Fax 08031/35272-20.. S -5. 't5 fl.'. .• • '5 . ., •;. .. . Date: 14.122b'7J Project: UIF Model: . . - . • Sigma-y CONCENTRATED LIVE LOAD RF-GLAS CAl - . 9 . . - In Z-direction Schichi Ni 3 IJnten Spannungen fur LK8 Sigma-y - s" , - . . .,. •. 5 46.4 __.. - -, * • .. S - .9 . 55 5. .. -fl .-. •.. -. • S .. .. 1" . •. . . . - S '• . - - . -- --S . - ,, 1_S •' -- . -. . - . - Max Sigma-y: 1192.49, Mm Sigma-y: -12.93 [psi] . . . '- 29524 - .02 .1193 7.3 in 9249 - " '' "- •, - . 'I. ' ' : . -. '' - '9_• -.5 - •-- r' ••?, ,, - ' . , . Sigma-y DISTRIBUTED LIVE LOAD, RF GLAS CAl # . in Z-direction Sthitht Ni 3 Unten Spannungen fur LK9 Sigma-y ', - . ,. - • • F . 1 5, , • . . - 46.4 -9 5 , F -. . -, -. •5'.. ., S - . . 5 .. . - '''• )Im .' , - -- , . . 295.19 - . I . ' ''IJ . , 9 5' . ,295.20 - -. A. - .5 • .51 . , -. .5.' - . - - 51 S. .45 . ,. 'I . - . . .. 4.69 S.-. 9.9'. 7.3 in 9204.10 .46 ' Max Sigma-y:1094.70, Min Sigm-y:-4.61[pi]' -. , • 4, - . fl . - . . RFEM 5.11.02 - General 3D structures solved using FEM , - - - • S. .. . -. •' - www.dlubal.com .4 . . - . ' -. ........ '4 1 414 4, 4 I I Ij 1 U I4j 44 4 * :.. _____ MIKE SURPRENANT & ASSOCIATES'., Structural Engineers I 1 4 4114 I I I 4 14 ,44 4 1$ I14 I 144 lj .4,4 . I 4 4' • j' * '..'$ I 4' 4. '1' . 1' .41111 4 1. $. ' . ,,,• '4 .., - I 44 41,i I 4 4 I $4 1 411 44l 4I 4 4 4II 44 4 1 IIl 44 4 411 1 I '4 4 jiI 44 1 :!,*l 4 It ,4 , I 4 414114 1,'II' :114j 4 4 Projek: it U 1 *44 111 I 4 (3'i•ifild I[_esiderice' --t i o ., if 1' I , 2637 Garfield Street Ip I 1 1. •, ,4 f' .44 4I,J4l 4 .,, . . . 4 4hIj14I 4', i1arlsbad, :iliforiri.ia 92008 4 I 1 I ' 1444(4, l liI Jl 4,F I4!I 4 4 i ' 4,411 , U $ 41 I 4 4 lip hIiII1 , I F •14 1 111 4 $11,I, •,, 4 ,44 , Piepaied for 414 4 4 ¶ I I Ii I IF 'I 14$ 4i4 I', .$l 4 lf l4 4 1 4 *4 144 4 $ Samuel B Wright I ' I U 4 I I 1 lTright IEesigri I I 1 2911 State Street, Suite "l'4" I * E 41I! Carlsba1 California 92008 RECEIVED iI U .1 ''.1: ...1j,,.. 1'4. I!..I4 ,111*14.!!.hllt*,l.HI '41 ',.'!,44,,14. ,.•- .4 ', 4 t4 4 : II;! 1q11 DEC16ZO13 I '.......................I •. , F ll 1lJj I 4 4 41 II .' 1'j 4. 1;1i1HFijII .H 4 y ,',4:4CITYOFCARLSBAD ., ii II $I 4 'I4 ''It 4 *4 '4 '4144 BUIL.DINGDI\.IISION I .444 44l', Project No...' 7. 409047 I 4 I 4 4 1 4 I l 111114 ij IIlt,4 444 4 j,, 4 44 I 14 4 4 iIli t :{41 411I4 1 1 311 1 4 - ' I $ IF' 4j414 , lt ,j$414 I4I1I I I 1' 1 ' 'I'' '' ! I 4 ' * $j 111,1 4 4 I 3414 'II '•4 44 $ '''I , it:4h1IIujJ14 14 I : Uj I F 1 :' siI1 141O6tober8,20131'1i, 144 4 //j'j)i 110 .4. ' , I $ •4 4 4 I I1I! .4 . 4 41 11, f , 4 ,lIl, 9975 Busmesspark Avenue, Suite A 1 San Diego,1 Califorma 921311 TeL (858) 693.f?3 (78 TABLE OF CONTENTS PAGE PROJECT SCOPE 1 2 DESIGN CRITERIA SUMMARY 3 3 DESIGN LOADS 4 VERTICAL ANALYSIS - -• - - -- - 5-c3 A HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS JOISTS, ETC) B VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC) 5 LATERAL ANALYSIS A SEISMIC / WIND COEFFICIENTS B 'W,, (DEAD LOADS) C LATERAL LOAD DISTRIBUTION ______ D LATERAL LOAD RESISTING DESIGN I SHEARWALL DESIGN II CANTILEVERED STEEL COLUMN ELEMENTS III STEEL MOMENT FRAMES 6 FOUNDATION DESIGN A CONTINUOUS FOOTINGS B SPREAD FOOTINGS C RETAINING WALLS D SPECIAL SYSTEMS - I GRADE BEAMS - II DEEPENED PIERS - 7 SCHEDULES p A.' SHEARWALL SCHEDULE I B HOLD DOWN SCHEDULE C SPREAD FOOTING SCHEDULE 'I Mike Surprenant & Associates Consulting Structural Engineers PROJECT SCOPE LI Provide vertical & lateral load calculations for a proposed approximate 3600 sq ft three-story single family residence at 2637 Garfield Street, California. Residence to be constructed utilizing primarily wood-frame construction. Roof framing-to Lonsist Q a,cqmbrnation of conventipnl stick-frame, and the foundation system to consist of a concrete slab-on grade with depened 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. Mike Surprenant & Associates 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 B. Mills&. Company, LLC. 'and theirdesign consultants (Wright Design) for the specific site-listed above. Should modifications be made to the project subsçquent to the preparation of these calculations, Mike Surprenant & Associates should be notified o' 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 reéomrnendations prepared in accordance with generally accepted engineenng principles and practices MIKE.SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB- SHEET NO. OF_ - CALCULATED BY- DATE CHECKED BY - DATE SCALE - DESIGN CRITERIA SUMMARY GOVERNING CODE 2040 C B C CONCRETE Pc = 2500 PSI, NO SPECIAL INSPECTION REQ'D (U N 0) MASONRY ASTM C90 m = 1500 PSI, NO SPECIAL INSPECTION MORTAR ASTM C270, Pc ='.1.800 PSI, TYPE S GROUT ASTM C476, f c = 2000 PSI - REINFORCING STEEL ASTM A6 15 F =40 KSI FOR #3 AND SMALLER ASTM A615, F = 60 KSI FOR #4 AND LARGER (U NO) STRUCTURAL STEEL ASTM A992 F =50 KSI (ALL 'W' SHAPES ONLY) ASTM A36, F =36 KSI (STRUCTURAL PLATES ANGLES, CHANNELS) ASTM A500, GRADE B, F =46 KSI (STRUCTURAL TUBES HSS) ASTM A53, GRADE B, F =35 KSI (STRUCTURAL PIPES) WELDING E70 T6 TYP FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2005 NDS I-JOISTS TrusJoist MacMillan - ICC ESR 1153 (TJI & TJIIPRO MEMBERS) MICROLLAMS/ TrusJoist MacMillan ICC ESR 1387 (LVL/PSLILSL MEMBERS) PARALLAMS/ TIMBERSTRAND GLULAMS DOUGLAS FIR OR DOUGLAS FIRJHEM GRADE 24F V4 (SIMPLE SPANS) GRADE 24F V8 (CANTILEVERS) SOIL EXISTING NATURAL SOIL VALUES PER CBC TABLE 1804 2 SOIL CLASSIFICATION SOILS REPORT BY: EAVV CM41 Y 500 (oL-tVflD .f4(x 1i4c., DATED _________ ALLOWABLE BEARING PRESSURE =2OO PSF ACTIVE SOIL PRESSURE (CANTILEVER) = __35 PCF ACTIVE SOIL PRESSURE (RESTRAINED) =. U2O.0 PCF PASSIVE SOIL PRESSURE =2 'b PCF COEFFICIENT OF FRICTION 00 •0 S $ Ian 71. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers DESIGN LOADS CASE CASE!! MATERIAL: ROOF . I SLOPE: DEAD LOAD: ROOFING MATERIAL 9'.0 PSF PSF SHEATHING..........................................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES ...........................$ .....:...........................4.0 4.0 INSULATION.................. . .............. . ......................................................... ................................:. 1.5 1.5 DRYWALL '- - -2.5-.'----25-"-- OTHER (ELEC., MLECH, MISC.) ........................................................................................0.5: 0.5 TOTAL DEAD LOAD (8 0 PSF 0 PSF LIVE LOAD: .. .' • • 1 .0 PSF. .0 PSF TOTAL LOAD:36 0 PSF 0 PSF ..' FLOOR DECK • FLOOR 0 :MATERIAL: 1iL-E,O . DEAD LOAD: FLOORING FINISH fl 0 PSF ii 0 PSF LT WEIGHT CONCRETE(r'iin) ie ° (g o SHEATHING.........................................................................................................................2.0 2.0 JOISTS........................................................................................................................................3.5 3.5 DRYWALL' ............................................................................;.::...........................................2.5 2.5 OTHER (ELEC.', MECH., MISC).................................................. . ' 3.0 310 0 TOTAL DEAD LOAD 40 0 PSF 4-0 0 PSF LIVE LOAD 4-0 0 PSF 4 0 PSF TOTAL LOAD 0 0 PSF th, 0 PSF EXTERIOR WALL FINISH STUDS ..............................................................................................................................• 1.0. PSF 1.0 PSF ....................................................2.5 DRYWALL .. ............................. ......................:................. .......... 2.5 INSULATION.. ................ ...................................................................................................... ....1.5 1.5 0 EXTERIOR FINISH ...... ....................................................................................................,o .0'. .o 0 : 0 0 0 OTHER ..................................................................1;......................................:......................0 1.0 $ • • TOTAL LOAD k-c 0 PSF 0 0 PSF INTERIOR WALL STUDS ...............................................................................................................................................................0 1.0. PSF DRYWALL 50 OTHER ........................................................................................................................................................... . . . . 1 0 $ TOTAL LOAD 10 PSF JOB MIKE. SURPRENANT ...5. &.ASSOCIATES SHEET NO.___________________ OF_______________ Consulting Structuia1 Engineers . CALCULATED BY DATE : CHECKED BY_________________________ DATE SCALE HORIZONTAL MEMBER DESIGN LEVEL: . .: . . .. MEMBERS: 54t'A5 . ,.. LABEL - SPAN=\ _b __FT UNIFORM LOAD . . POINT LOAD (CENTERED) ... . - . CUSTOM LOADING (SEE DIAGRAM) ('2') x 3' 4-5 = ,- RL = _____lbs RR = IOO lbs VMAX = 1000 lbs E =ZJ,Ooo _ksi - USE 115 ?i Y9_GRADE' c - MMAX= I-(10)ft-lbs hEQD = - ___in4 ALT:-GRADE C _ ________ LABEL SPAN= _Z.-_L__0 FT. 10 UNIFORM LOAD POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM). . . .. . . .. . PL W2= P2 = RL = t%OO_lbs R = ISO O _____lbs VMAx = )Oo . lbs .E OO_.ksj (USE: lCit ___GRADE 29F9 C: 3TD MMAX = 27_ft lbs . . . . .. Iiu D = -in4 . ALT GRADE LABEL: -3 SPAN= 2- ____ .•. . . . . . . UNIFORM LOAD S. . . :• . .: . -------5 0 POINT LOAD (CENTERED). 0 CUSTOM LOADING (SEE DIAGRAM) . . . •... _55 . .5 . . . W = Pi = -. . . . . . . P2 R 3_lbs . RR 0 _lbs - S .... WAX = lbs . E = _______ksi -. .. : . MMAX=\1\)__ft-lbs IREQ'v = in4 USE: 5¼____5(iUGRADE: 2'-\SV9. C: .:j-tr) ... .. . . . . . S ALT: . _GRADE:.__ Mike Surprenant & Associates .. . Title : GARFIELD RESIDENCE Job # 09047 • . .' 335 15th Street . Dsgñr: . 1 - ' • San 'll 1:i.i. Diego, Tel. Project , (610) 531-0757 Project Notes Fax. (619) 531-0758 Pnnted 8 Jul 2009 8 44AH FiIe:.F:\Projecs\2009\09047-Gatheld-Wñght\03-Efl9ifleer1fl9\CaIC Templates\09047gae?d.e6'L Steel Beam j)6!§"' ENERCALC INC 1983-2008 Ver 60221 • rI1r1i-iI.'.8 air iui'Il 1IIbJ Description: RB-i . . . .. . - . . . . . ., . -• . - Material Proprties - Calculations per IBC 2006 CBC 2007 13th AISC • Analysis Method: Allowable Stress Design . Fy: Steel Yield: 46.0 ksi Beam Bracing: 'Completely Unbraced :. - . ' . E: Modulus 29,000.0 ksi - U .. Bending Axis: Major Axis Bending Load Combination 2006 1 BC & ASCE7-05 U (0.428) Lr0.475) ---H • Offil, Ili • ' - HSS8X4X1/4, Span = 5.0 ft HSS8X4X1/4, Span = 8.0 ft - • -. ad ppliq Service-.loads.entere.d.-Load.Fàctors will be applied 1or.caIculations - -. U BeamseffwehtcaliatedandaddedtoIoads - .------------.,........... -: .....-- Load(s) for Span Number 1 U - ' Point Load: D = 0.4280, Lr = 0.4750 k 0,0 ft DESIGN SUMMARY -- I - Maximum Bending Stress Ratio = 0.156: 1 Maximum Shear Stress Ratio Section used for this span . .- HSS8X4XI/4 . Section used for this span , - HSS8X4X1/4 Mu: Applied , . ' 4.752k-ft. - - .- Vu: Applied . - 0.9979 k Mn / Omega : Allowable 30.529 k-ft Vn/Omega : Allowable - 56.229 k, - Load Combination - +D+Lr+H .4 ' Load Combination . +D-'-Lr+H U Location of maximum on span ' 5.000ft - - Location of maximum on span ' ' . 5.000 ft Span # where maximum occurs . Span # 1 - ' .. ' Span # where maximum occurs Span # 1 U.' Maximum Deflection Max Downward L+Lr+S Deflection - ' 0.072 in U , Max Upward L+Lr+S Deflection -0.014 in , Live Load Deflection Ratio , 1658 - U . Max Downward Total Deflection - , -, 0.141 in Max Upward Total Deflection •' . - -0.027 in . Total Deflection Ratio ' 850' U - Maximum Forde & Stresis for Load Cothbiriations 'Load Combination Max Stress Ratios - ' Summary of Moment Values : , Summary of Shear Values Segment Length Span# . M ' V - Mmax+ Mmax- Ma - Max Mnx 0megaMnx Cb Rrn VaMax . Vnx 0megaVnx • Overall MAXimum Envelope ' 4.75 4.75 50.98 30.53 1.00 1.00 - 1.00 93.90 56.23 Dsgn. L = 5.00 ft 1 0.156 0.018 . - - - - Dsgn. L= 8.00 ft 2 0.156 0.012 .475 . 4.75. 50.98 ' 30.53 1.00 1.00 - 0.67 93.90 - 56.23 U 40 .. - - - Dsgn. L 5.00 ft 1 0.078' 0.009 - -2.38 2.38 50.98 30.53 1.00 1.00 0.52 ' 93.90 56.23 - Dsgn. L= 8.00 ft 2- 0.078 0.007 , . - ..-238 r 2.38 50.98 - 30.53 1.00 1.00 0.37 ' 93.90 - 56.23 - • 40t41 Dsgn. L = 5.00 ft 1 - 0.078 - 0.009 - . -2.38 2.38 - 50.98 30.53 1.00 1.00 - 0.52 93.90 56.23 Dsgn. L = 8.00 ft 2 - 0.078 0.007 . - - -2.38 - - - 2.38 50.98 - 30.53 1.00 1.00 - 0.37 '93.90 - 56.23 U.. -. -, . - - - Dsgn. L= 5.00 ft -- 1 0.156 0.018 ' -4.75 ' 4.75 50.98 -30.53 1.00 1.00 1.00 93.90 - 56.23 U Dsgn. Lr 8.00 ft 2 0.156 - 0.012 50.98 30.53 1.00 100 - 0.67 93.90 56.23 -+0-+0,750Lr40.750L-'-H Dsgn. L= 5.00 ft 1 0.136 0.016 - - 4.16 4.16 50.98 30.53 1.00 1.00 . 0.88. 93.90 56.23 • Dsgn. L= 8.00 ft 2 - - 0.136 0.011 - , •4.16 4.16 50.98 30.53 1.00 .1.00 ,. 0.60 93.90 - 56.23 - Overall Maximum Deflections Unfactored Loads • Load Combination • - ' Span -Max. - Dell - Location in Span - Load Combination - Max. -s- Dell Location in Span - - D+L+Lr - - - - - - 1, . - ' o,ii :' 0.000 - - - - - . - . - - .0.0000 .' 0000 - -- • -.2 -O.00PO 0.000 -. D+Lr. - -0.0265 3.385 . .............. Maximum Deflections for Load Combinations Unfactored Loads. , - Load Combination - ' ' - Span Max. Downward Defi - Location in Span - Max. Upward Dell Location in Span - --------- -D Only . 1 0.0688 - ',.' -. 0.000 - 0.0000 - - 0.000 Lr Only - , 0.0723 - 0.000 - 0.0000 - .1 - - 0.000 U U U Job# 09047 SSt/, Pdnted: ii JUL 2009, 8:44PM Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 I Tel. (619) 531-0757 Fax. (619) 531-0758 Title :. GARFIELD RESIDENCE . . ' Dsgnr:. Project Desc.: 'Project Notes: • Description: RB-i .. . .• . . ' . '. . '• .. ••. S , ............,..• Maximum DefIectionsfor Load Combinations Unfactored Loads U Load Combination Span Max Downward Defi Location in Span Max Upward Defi Location in Span D-+ti-Lr . ': . •' 1 ' 0.1411 ' 0.000 . ' . 0.0000 0.000 Vertical_Reactions__Unfactored Support notation Far left is #1 ' Load Combination. - Support 1 Support 2 - Support 3 . - Overall MAXimum ..... ' .' 1.668 . - 0.518: ......... -- D Only - - ' 0.896 - -0.221 Li Only ' - 0.772 -0.297 - - . ., ' •. • - D4-1---Lr . . . - - 1.668 -0.518 .• . Steel Section Properties HSS8X4XI/4 U 'Deth . ' 8.000 in lxx - ' •, • -42.50 in - . J - - • - 35:300 in A4 - . S xx - • - 10.60 mn'3 Cw - - 0.25 inA6 • • Width 4.000 in R xx - • 2.850 in • . • • Wall Thick • - 0.233 'in Zx • = • 13.300 inv3 • . • Area -- 5.240 inA2 - I yy • = - 14.400 in C = • 13.600 inA3 7.210 in A 3 U - • • - - - - = ' - ' - R yy 1.660 in - • •'- -. S - - Zy - 8.200 inv3 - • - Y' cg .= - 4.000 in - • . . . . . - . - . . . • . . . S. • , S • : .- .- .- • . . 5 ,' • ,. - S - . -- -. • - S ' - . ': ' • • . - S. '• . '5_'. 5_ .. S. S ' S • 5; . -S U - -, . S. • - • - - U.S . - .. . 1 , 55 U U 0.179 : 1 3.125x15 = 47.54 psi = 265.00 psi +D-*0,750Lr-+0,750L+H' = 0.000 ft = Span #1 Summary of Shear Values Vactual fv-design , Fv-allow 0.85 27.36 265.00 0.85 27.36 265.00 1.70 54.27' 331.25 1.49 47.54 265.00 Max. "+" Defi Location in Span 0.0000 0.000' . Mike Surprenant & Associates Title: GARFIELD RESIDENCE Job # 09047 Structural Engineering Dsgnr: • 335 15th Street Project Desc.: - jjj San Diego, CA 92101 Project Notes' - Tel: (619) 531-0757 S U - Fax: (61.) 531-0758 Prd: 2J1iL 2009, ii:OWI Wood Beam Design ENERCALC INC 1983-2008 Ver Description : R13-2 U Material Properties .' - Calculations per IBC 2006, CBC 2007, 2005 NDS • Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05, Fb - Compr 1850 psi Ebend-xx .1800ksi • . . Fc - Pl 1650 psi . Eminbend - xx 930 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi - WA Fv 265 psi Eminbend - yy 830 ksi a VVVUU ¼IdU Ft 1100 psi Density - 32.21 pcI Beam Bracing • : Beam is Fully Braced against lateral-torsion buckling a a a na IT D(O.081 Lr(O.09) a . 3.125x15, Span = 21.0 ft a Applied: L 6a' . .. Beam self weight calculated and added to loads Load for Span' Number 1 Uniform Load: D = 0.0810, Lr = 0.090 k/fl, Tributary Width = 1,0 ft DESIGN SUMMARY_V. -' Maximum Bending Stress Ratio 0.374 1 Section used for this span - 3.125x15 fb : Actual = 897.44 psi FB : Allowable = 2,400.00psi Load Combination . +D+0.750Lr-+0.750L+H Location of maximum on span = 10.500ft Span # where maximum occurs = . Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.251 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1004 Max Downward Total Deflection = 0.506 in Max Upward Total Deflection ' = 0.000 in Total Deflection Ratio = 498 Maximum Forces- & Sfresses forLoad-Combinàtións Load Combination Max Stress Ratios Segment Length Span # M V C d Mactual fb-design Fb-allow +0 Length =21.0 It 1 0.215 0.103 1.000 5.04 516.41 2,400.00. 404L4H Length=21.oft . 1 0.215 0.103 , 1.000 5.04, 516.41 2,400.00 +0+Lr-41 Length =21.oft 1 0.341 0.164 1.250 10.00 1,024.45 3,000.00 +00.750Lr-+0.750L-s-H Length = 21.0 it 1 0.374 0.179 1.000 8.76 897.44 21400.00 Overall Maximum Deflections Unfactored Loads .Load Combination Span Max. '- Defi Location in Span ' Load Combination D-t-s-Lr 1 ' 0.5060 10.605 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable, Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Service loads entered. Load Factors will be applied for calculations. Mike Surprenant & Associates Title GARFIELD RESIDENCE 46 Job 109047 Structural Engineering Dsgnr treet \Tl&355th S -0757, an Diego, CA 92,01 Project Not6s • Fax: () 531-0758 Pthfled:2 JUL 2OO9O5AM bA ____ lk U Description RB 2 - a .. - - Maximum Vertical Reacttons' Unfactored Support notaon Farleftis#1 - - Support & Load Combination Support Reaction 1 Support 1 (Dttr) i 906 k - • Support 2 (Dt4.r) 1.906 k - - - U - I- a a - - a * - a , - . .., ., .-, -S.. .5 .•.:- - . .-.. . .4-.. . - - - . .. U U, U : - I a a - - a a r - Job# 09047 / Printed: 2 JUL 2009 1 1:07AM Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: - License Owner MIKE SIJI Mike Surprenant & Associates Structural Engineering 335 15th Street ft - San Diego, CA 92101 . ,. Tel: (619) 531 -0757 - Fax: (619)531-0758 Wood BeanDesign 5.125x15, Span = 21.0 ft 0.228 :1 5.I25x15 60.39 psi 265.00 psi +D+Lr4l 0.000 ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Description: RB-3 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 200.6 1 BC & ASCE 7-05 Fb - Compr Fc 7 Pril Wood Species : DF/DF S Fc - Perp Wood Grade :24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2400 psi E: Modulus of Elasticity 1850 psi Ebend-xx 1800ksi 1650 psi Eminbend - xx 930ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 830 ksi 1100 psi Density 32.21 pcf Applied Loads - - Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1490, Lr = 0.1650 k/fl, Tributary Width = 1.0 ft DESIGN SUMMARX. -.--- Maximum Bending Stress Ratio Section used for this span 5.125x15 fb : Actual = 1,139.96psi FB : Allowable = 2,347.04psi Load Combination +D+Lr+H Location of maximum on span = . 10.500ft Span # where maximum occurs . = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.281 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 898 Max Downward Total Deflection = 0.563 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 447 Maximum. Fórces&Stre sesfor:Load Combinations Load Combination Max Stress Ratios Segment Length Span # M - V C 4 Length =21.Oft 1 . 0.244 0.114 1.000 404t+H Length r21.Oft I 0.244 . 0.114 1.000 *Or+H Length =21.0 It 1 0.486 0.228 1.000 +0+0.750Lr40.750L+H Length = 21.0 It 1 0.425 0.200 1.000 .. S., Load Combination Span Max. '-' Defi Location in Spai Dt-tr 1 0.5630 10.605 Service loads entered. Load Factors will be applied for calculations. Summary of Moment Values Mactual tb-design Fb-allow 9.16 572.04 2,347.04 9.16 572.04 2,347.04 18.26. • 1,139.96 2,347.04 15.98 997.98 2,347.04 Load Combination Summary of Shear Values Vactual fv-design Fv-allow 1.55 30.30 265.00 1.55 30.30 265.00 3.10 60.39 265.00 2.71 52.87 265.00 Max. '+' Defi Location in Span o.Oo•oo • 0.000 Mike Surprenant & Associates '. Title: GARFIELD'RESIDENCE Job # 09047 S Structural Engineering'. . Dsgnr:: 335 15th Street . Project Desc.: flSan Diego, CA 92101 ., Project Notes Tel: (619) 531-0757 Fax: (619) 531-0758 . -._________ ,.. Printed:-2 JOL 2009, 11:074A Wood BeahDé gn ' '4 ENERCALC INC n198.;oo8 Ver U Description: RB-3 U Maximum Vertical Reactions Unfactored Support notation Far leftis#1 . U Support'& Load Combination . , ' Support Reaction - Support 1,' (D4Lr) . . . '3.478 k U ' ' Support 2, (D4.-tr) . . , 3.478 k '. . U • ':. '1 .'. . U JOB SOH fl. MIKE SURPRENANT & ASSOCIATES • SHEET NO.________________________ OF - Consulting Structural Engineers CALCULATED BY_) DATE CHECKED BY DATE SCALE LEVEL MEMBERS &AN\< LABEL -4 SPiN=_2 ) FT UNIFORM LOAD I . .................. •• • ••, . D POINT LOAD(CENTERED).' : CUSTOM LOADING (SEE DIAGRAM) L1 W . ... P1 = -- --'---- RL =31-D-lbs---- R1 =_37(i2_-lbs VMAX = 27 lbs E .,= ksi ..• ........••. . •.• . . .•• .• : IM, 'D USE 5/& \S (iLl? GRADE ZF-i C b) ALT GRADE LABEL:'_ SPAN FT D.. UNIFORM LOAD .. : . . . 0.. POINT LOAD (CENTERED).... ... . S •• ..: 0. ..CUSTOM LOADING ,(SEE DIAGRAM) . . . . .5. .. .5 .... . .5 W2= ....'.... .... .5 . S.... 5. .. .• . ... . 5... .......... . Pl,=. ..• •. . .:. P2 = RL= lbs RR= lbs VMAX = lbs Eksi MMAX = ft lbs IREQ D = in4 USE GRADE:C ALT GRADE C LABEL SPAN= FT UNIFORM LOAD POINT LOAD (CENTERED) E] CUSTOM LOADING (SEE DIAGRAM) Wi . . ...................... W2=• . . - . . . . . . . .. .5 ....... . . . 5; . .5 .• . P1 = P2 = RL= ________lbs RR= lbs VMAX lbs E.= _____ksi MMAX = ___________ft lbs IgiQ B = in4 USE GRADE:C:. ALT GRADE:'C ______ 0.231 : 1 5.125x15 = 61.10 psi = 265.00 psi +D+0750Lr+0750L+H = 0.000 ft Span #1 Summary of Shear Values Vactual fv-design Fv-allow 1.79 35.02 265.00 1.79 35.02 265.00 3.58 69.79 331.25 3.13 61.10 265.00 Max. p-s' Dell Location in Span 0.0000 0.000 Mike Surprenant & Associates Structural Engineering 335 15th Street San Diego, CA 92101 Tel: (619) 531-0757 - Fax: ()531758 Woodi,Bam Design Fj4.._4;: KW-06003057 Description: 13134 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Pl Wood Species : DF/DF Fc - Perp Wood Grade :24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Job #09047. Pjint,d: 2 JUL 2009, 11:354A ENERALC ii Calculations per IBC 2006, CBC 2007, 2005 NDS 2400 psi E: Modulus of Elasticity 1850 psi Ebend-xx 1800ksi 1650 psi Eminbend - xx 930ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 830 ksi 1100 psi Density 32.21pcf Title: GARFIELD RESIDENCE Dsgnr: - Project Desc.: Project Notes: 5.125x15,. Span = 24.0 ft Applied Loads r..:., :• Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1490, Lr = 0.1650 k/fl, Tributary Width = 1.0 It DESIGN-,-- Maximum Bending Stress Ratio = 0.563 1 Section used for this span 5.125x15 fb:Actual = 1,303.48psi FB : Allowable = 2,315.91 psi Load Combination +D+075OLr+0.750L+H Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.479 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 601 Max Downward Total Deflection = 0.961 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 299 Maximum Forces & Stresses for Load Combinations Load Combination - Max Stress Ratios Segment Length Span # M V C Mactual tb-design Fb-allow +0 Length r24.oft 1 0.323 0.132 1.000 11.97 . 747.15 2,315.91 40+L4H Length = 24.0 ft 1 0.323 0.132 1.000 11.97 747.15 2,315.91 -+0+Lr#1 Length = 24.0 ft 1 0.514 0.211 1.250 23.85 1,488.93 2,894.88 -s-0.0. 750Lr+0.750L-41 Length =24.Oft 1 0.563 0.231 1.000 20.88 1,303.48 2,315.91 Overall Maximum Deflections Unfactored Loads Load Combination Span Maxi '-' Defi Location in Span Load Combination D-*{.+Lr 1 0.9605 12.120 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Iv Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximUm occurs Summary of Moment Values Surprenant & Associates Title GARFIELD RESIDENCE Job # 09047 a StrUctural Engineen ', : Dsgnr: • 335 15th Street ISan. - Mike Project Desc.: Diego CA 9201 Project Notes Tel: (619) 531-075T Fax: 619) 531-0758 ' ' ' .' Print0; 2 JUL 2009, 11:35M1 Wood Bém4 D içi EERCALC INC 0 22 • _____ ' Description: ' RB-4 a. Maximum,,Vertical Rekacttons Unfactored Support notation Far left is #1 • . 'Support & Load Combination . Support Reaction . Support 1, (D-t+Lr) . '3.974 Ic • Support 2, (D+14s) ' .. - , , 1974 k -u' .• . - - . I -.. a -•' '- •' -. a - ..-•.-. - ' - ., i Jt &' - - -- .' '. •' -. - _.? ' - - -_ a '-,•--•-.'.---'. .;,..: a • -, ' ' :'- '" - -',. a .-. . .. a - - , -.,....- . -• -- a a • .': .. .- ,- a -- a' a'- '- a . . MIKE SURPRENANT & ASSOCIATES _j . . Consulting Structural Engineers JOB SHEET NO. OF CALCULATED BY _'•/ DATE CHECKED BY DATE SCALE LEVEL APP& MMBERS: p&S . ......... . ..... .:: :. 00 .... ... ... .1 .. USE:—GRADE ___c ALT GRADE C _________ . . Mx= .ft-lbi "R-. _ - \._.• = in 4_ LABEL SPAN= UNIFORM LOAD POINT LOAD (CENTERED) .D..CUSM LOADING (SEE DIAGRAM) ............. . . . . .. .. . ........ .. . . H . J.,. __..,.:. ....... .. .. P2 = R' RR= lbs VMAX= lbs E = ksi MMAX = ft lbs ItuQ D = In4 USE:GRADE C ALT GRADE C ______ a a N N 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 Summary of Moment Values Mactual lb-design. Fb-allow 11.41 845.18 2,364.59 11.41 . 845.18 2364.59 11.41 845.18 2,364.59 Load Combination 0.135 : 1 6.75x12 = 35.67 psi = 265.00 psi +0 = 17,575ff = Span #1 Summary of Shear Values Vactual tv-design Fv-allow 1.93 35.67 265.00 1.93 35.67 265.00 1.93 35.67 265.00 Max. 's Defi Location in Span 0.0000 0.000 R . Mike Surprenant & Associates . Title: GARFIELD RESIDENCE Dsgnr: Job #09047 • Structural Engineering 335 15th Street Project Desc.: fj San Diego, CA 92101 Project Notes: Tel. (619) 531-0757 S . fçJ619) 531-0758 ..--7777777"'-: Printed: 2UL 2009, 2:55M Wood Beam Design ENERcALc INC 1983-2008 yen 60221 -1171-4&.-* - VWA6003n57 License Owner: MIKE SUPRENANT & ASSOCIATI Description: FH-1 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - PrII Wood Species : DF/DF Fc - Perp Wood Grade :24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend- xx 1 ,800.0ksi 1,650.0 psi Eminbend - xx 930.Oksi 650.0 psi Ebend-yy 1,600.0ksi 265.0 psi Eminbend - yy 830.0ksi 1;100.0 psi Density 32.210pcf N a -. - 6.75x12,. Span- .18.50ft. -, - . •- -. -. - Applied.Loa..., ... .... Beam self weight calculated and added to loads Load for Span Number 1 Point Load D=0.6840k9.0ft Point Load: D = 0.60k 12.50 ft Point Load: 0 = 1.052k 18.0 ft Uniform Load: D = 0.1280 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY -- Maximum Bending Stress Ratio = 0.357 1 Section used for this span 6.75x1 2 fb : Actual = 845.18 psi FB : Allowable . = 2,364.59 psi Load Combination . Location of maximum on span = 9.065ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection . = 0.000 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio = 0 <480 Max Downward Total Deflection = 0.389 in Max Upward Total Deflection = . 0.000 in Total Deflection Ratio = 571 MaximumForcès& Stressesefor Load Combinations Load Combination Max Stress Ratios Segment Length Span # . M V C +0 Length = 18.50 ft 1 0.357 0.135 1.000 +0+141 Length = 18.50 ft 1 0.357 0.135 1.000 +0+1r41 Length = 18.50 ft I 0.357 0.135 1.000 Overall Maximum_Deflections Unfactored Loads Load Combination . Span Max. '-' Defi Location in Spa D Only - 1 0.3887 9.435 ---.-Mike Surprenant & Associates Title: GARFIELD RESIDENCE Job # 09047 iE\ Structural Engineering Street Dsgnr Project : :: Cn • San D i CA. 92101 ego, _j 335,15th I Fax: (6j) 531-0758 - .: ,,• Pthit 2JUL 2009 2:55P6.4 . Wood Beam Desn ENERCALC INC 1983-2008 Ver 6021i --'--------' - Description: FH-1 ' .. U Maximum Vertical Readtions Unfactored Support notation Far left is #1 • Support & Load Combination Support Reaction Support 1 (0 Only) ''. 1.926 k U Support 2, (D Only) . ' . 3.113 k •' ' U I .. • : . ' . . . ..- • ... .... ".' - ..;' . . S. U U U I U U ., .'.. I '•,' . 5'''. ' U I 55 , .. .. . ., 5f U - ___ MIKE SURPRENANT f. & ASSOCIATES Consulting Structural Engineers JOB SHEET No (B OF______________________ CALCULATED BY-L--L- _r -r DATE CHECKED BY DATE SCALE • LEVEL MEMBERS B&A3 LABEL Ffri SPAN= ZA _ FT Yi UNIFORM LOAD R '---- Mike Surprenant & Associates Title GARFIELD RESIDENCE . Job # 09047 335 15th Street Dsgnr Project CA 92101 Desc.: i AS Fax. (619) 531-0758 - Noted: 9 JUL 2009, 933AM ie giCal Wood BeDsugn . WAM Description: FB-1 • Material Properties - . . . '• . . Calculations per IBC 2006, CBC 2007, 2005 NDS • Analysis Method: Allowable Stress Design : Fb- Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE7-05 - -, Fb -Compi 1,850.0 psi Ebend- xx 1,800.0ksi • . , . - . Fc - Pl 1,650.0 psi Eminbend - xx 930.Oksi - Wood Species : DF/DF - -, . . Fc -Perp 650.0 psi Ebend-.yy --: 1,600.Oksi- . Wood Grade : -24F - V4 .•- , Fv - r 265.0 psi Eminbend - yy 830.0ksi - , - Ft' 1,100.0 psi Density..•' 32.210pcf Beam Bracing Beam is Fully Braced against lateral-tOrsion buckling • • 0(1 2)1L(1 2) D(2.32) Lr1 8) L(O 7) • - I - - U Applied Loads - Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads ,'- • Load for Span Number 1 Point Load :'D:=.1:20, L= 1.20k 11.0 ft R Point Load: 0=2.320, Lr= 1.80, L=.0.70k 14.0 ft DE MARY" ._ SIGN Su M 'Maximum Bending Stress Ratio = -O.63& I - Maximurti Shear Stress Ratio = 0.232.: 1 R Section used for this span . 8.75x12 . . Section for this span. ised - . 8.75x12 fb:Actual = 1,459.17pi Actual • = '61.50 psi • '. . FB : Allowable : ' = 2,.286.12 psi' - . - Fv: Allowable = . - 265.00 psi • Load Combination +D-4750Lr4750L+H - . •• Load Combination • .. . +D+075OLri.0.750L+H' -. Location of maximum on span = 14.000ft Location of maximum onspan , = . . - .. 19.100ft 'Span # where maximum occurs = - Span # 1 - . . Span # where maximum occurs - = Span Ill. Maximum Deflection - - - - -•.• . . - Max Downward L+Lr+S Deflection , = 0.407 in . - • - - - - - I Max UpwardL-fLr+S Deflection = - . 0.000 in • -. Live Load Deflection Ratio = , , 589 • , . - - Max Downward Total Deflection' = • - .- 0.833 in • -' ' - Max Upward Total Deflection = - 0.000 in Total Deflection Ratio = 288 U Maximum Forces & Stresses for Load Combination Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values • - Segment Lngth Span - M V - 2d - Mactai - fb-design Fb-allow - Vactual - tv-design - Fv-allow +0 • - -•- . Length =20.Oft - 1 0.369 0.135. - 1.000 • . 14.76 ,- 843.54 2,286.12 -. 2.50 . 35.68 265.00 - Length = 20.0 ft • I - • 0.575 0.197 1.000 - 23.01 •. 1,314.78 2,286.12 - - - - 3.65 52.11 265.00 . 40+Lr+1-1 - Length = 200 ft • -1 0.556 0.203 1.000 - 22.25 1,271.45 - 2,286.12 3.76 - 53.68 - '265.00 • +0-.0.750Lr+0.750L+4-I • .• . - .- - - • 265.00 - • Length =20.O ft . 1 0.638- 0.232 1.000 25.54 - 1,459.17. 2,286.12 - 4.31 61.50 Overall Maximum Deflections Unfactored L'oads, • Load Combination Span Max Defi Location in Span -,,Load Combination Max + Defi LocaUon in Span • D-'t+Lr 1 08332.10.700 00000 0.006 • U - "• -'• - .- •• - . Mike Surprenant& Associates ,. Title.: GAFIELD RESIDENCE . .• Job # 09047 335 15th Street Dsgnr San Diego, CA 92101 .' Pr*ct Desc.: . 1.. OJ g Tel. (619) 531-0757 Project Notes (619)531-0758 • . ,. .-.- .---.. -.___ Pfinw: B JUL 2009, 9:33M.4 . Wood BeamDeign Fi)e P~~Wdr7WnghAO3-EngideiOngkCal6-Ter~ 09047' wfi Id e8 . Description : FB-1 . . - . . .. . . . . . . Maximum Vertical Reactions Unfactored Support notation Far left is #1 Support & Loadcombination . . Support Reaction . . . Support 1, (D4-1{s) . . 2.761 k .. . . . Support 2, (D-'&4.r) . :. 4.929 k . . . a I ., . .. . a S. .. . : .. • . . . .,. - .- . -: - •- - 'U"- . -. .- .- U a ... .. . . . ..: . a . .... . . • .. ,.: ,...: S • ... . . 0 0 • I 0• . . 0•' a 0 0• •:.• U U •. 0 . .. •. . U •. .. .. . . 0 0 . 0 • . . . . . . . :. . U •. ,0 0,• 0 U .. ... 0 0 a ,0 0 . •0 :;0•: . 3.5x14.0, Span = 11.0 ft psinn ( Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.496:1 3.5x14.O = 143.87 psi = 290.00 psi +D+Lr+H = 0.000 ft = Span #1 Summary of Shear Values Vactual fv-design Fv-allow 2.57 78.70 290.00 2.57 78.70 290.00 4.70 143.87 290.00 4.17 127.58 290.00 Max. "+' Defi Location in Span 0.0000 0.000 Summary of Moment Values Mactual tb-design Fb-allow 8.23 ' 863.57 2,900.00 8.23 863.57 2,900.00 15.63 1,640.73 2,900.00 13.78 1,446.35 2,900.00 Load Combination • Mike Surprenant & Associates 335 15th Street • San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 • • ___________ Wood Beam Desin Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: File: F:\Prects\2009\O9O47-GartIetd-Wright\O3-Engi - Job# 09047 , Punted: 8 JUL 2009. 9:44AM Description : FB-2 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.OE . Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity 2,.900.0psi Ebend-xx 2,000.0ksi 2,900.0 psi Eminbend - xx 2,000.Oksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pc1 hupplied Loads :. aam self weight calculated and added to loads )ad for Span Number 1 Uniform Load: D = 0.490, Lr = 0.490 ksf, Tributary Width = 1.0 ft Point Load: D = 0.510 k 2.50 ft )ESIGSJMMAY........ aximum Bending Stress Ratio = 0.5661 Section used for this span 3.5x14.0 fib :Actual = 1,640.73psi FB : Allowable = 2,900.00psi Load Combination +D+Lr+H Location of maximum on span = 5.390ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.102 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1298 Max Downward Total Deflection = 0.215 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 612 laximum Forc.ès& Strdsses_ for Load Combinations id Combination Max Stress Ratios SegmeñtLength Span# M V C ength = 11.0 ft 1 0.298 0.271 1.000 .ength = 11.0 ft I . 0.298 0.271 1.000 .ength = 11.0 ft 1 0.566 0.496 1.000 . -0.750Lr40.750L*l ength = 11.0 ft 1 0.499 0.440 1.000 veràll Maximum Défleëtions-..UnfactoredLoads tad Combination Span Max. Defi Location in Spar D+L+Lr 1 0.2154 5.500 Service loads entered. Load Factors will be applied for calculations. Mike Sur prenant & Associates Title GARFIELD RESIDENCE Job # 09047 • ______________ 335 15th Street Dsgnr • San '°' Project Project Desc.: L0757 Tel. (619) 531 Notes ______ -0758 .Fntd: 8 JIll 2009, 9:44i . Wood Beam ii . A 047-Wild pesgn * ' ENERCALC INC 1983-2OO8 Ver 6O221 I JMW: KW-06003067 License Owner: MIKE SUPRENANT ASSOCIATES,: Description FB 2 I Maximum VerticaiReactions tJnfactored Support .notation Far left is #1 • . Support & Load Combination . SupportReaction 0 . Support 1, (D14r) 0 5.844 k '0 0 • Support 2 (D+1+Lr) 5.566 k I . . I .., 0 0 ••0 0 • .. •0 0. I 0 0 I - - - I 0: . 0 .,..0 ... U .., 0 . 0 .0 • . •0 ,0 0 I .. I 0 . •.. • 0 . 0 . 0• I 1 I I. 0 . . .. I • . . 0 .: •. 0 0 • I. .. . 0 0 . .- 0 0 0• 0 0 0 0; .0 . I "I I 0 • Mike Surprenant &Associates i Title: GARFIELD RESIDENCE Dsgflr:.. Job # 09047 ... ______________ 335 15th Street .. San Diego, CA 92101 Tel. (619) 531-0757 : Project Notes. __ ___________ - -Pnnd8IUUOQ9 Wood-Bb,am Design File F \Projects\2O09\O9047-Garteld-WnghfiO3-Engineenng\CcTernptatestO9O47-garfieldec61 M.41: KW-06003057' '.License Owner: MIKE SUPRENANT Description :.FB-3 - - Material Properties - . Calculations per IBC 2006, CBC 2007, 2005 NDS • . Analysis Method: Allowable Stress'Desgn . . Fb - Tension 2,400.0 psi E: Modulus ofE!asticity Load Combination 2006 IBC & ASCE 7-05 -. Fb - Compr 1,850.0 psi Ebend-xx . 1,800.0ksi. Fc - Prll 11,650.0 psi Eminbend - xx 930.0ksi-' . -• - Wood Species : DF/DF . Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F - v4 . . .: Fv 265.0 psi Eminbend - yy 830.Oksi • Ft 1,100.0psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion, buckling. U I - • - D(O.55)1L(O.55) D(2.664) Lr(?.56) L(1.261 - Wall m mm - 5125x165 .,:span 20.0 Loa Applied ds Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads • ' 'Load for Span Number 1 Point Load: D = 0.550, L = 0.550 k 11.0 ft.. .• . Point Load: D=2.664, Lr= 1.560, L= 1.260k 14.011' DESIGN SUMMARY t i' t- 'LL. - 'IT1F1Is]. :Maximum Bending Stress Ratio = ' 0.531: 1 Maximum Shear Stress Ratio = 0.270': 1 . Section used for this span ; 5.125x16.5 Section used for this span , 5.125x165 fb Actual = : 1,240.65psi - ., fv:Actual . . - = ' 71.65 psi • .. . . FB:Allovable - = -2,336.15psi 'I Fv:Allow,able -: = '' 265.00pèi Load Combination - - - -D40.750Lr+0.750L+H - Load Combination ' , - +D+0750Lr*-750L+H Location of maximum on span = - 14000ff Location of maximum on span - . 18700ff - , Span # where maximum occurs Span# 1 . - Span # where maximum occurs = Span # 1 Maximum Deflection . . . . .. . - ' Max Downward L+Lr+S Deflection = 0,235 in -, Max Upward L+Lr+S Deflection = - 0.000 in .- - • Live Load Deflection Ratio 1020 - Max Downward Total Deflection - 0.480 in • . - Max Upward Total Deflection = 0.000 in Total Deflection Ratio = ' 500 U Maximum__Forces & Stresse(for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values • Segment Length Span # M V - . C . -. , - Mactual - tb-design ' Fb-allow . -. Vactuat . tv-design . Fv-allow *0.' .- • . Length = 20.0 ft ' I . '0.305 0.156 1.000 13.80 .. ' 712.02 - 2336.15 - 2.33 . ' 41.36 265.00 - '+D+L-4-I - ' . . , ,' S . S • . Length = 20.0 ft ' ' 1 0.462 0.235 1.000 -. 20.91 . - 1078.76 2,336.15 - 3.52 62.37 265.00 - Length = 20.0 ft " 1 0.450 - 0.229 1.000 ' 20.35 1,050.12 '' .2,336.15 3.42 '' 60.73 265.00 U -0-0.750Lr+0.750L41 Length = 20.0 ft 1 - 0.531 0:270 1.000 , 24.04 1,240.65 * 2,336.15 , 4.04 . 71.65 . 265.00 - Overall Maximum Deflections Unfactored Loads "-" ' - Load Combination . Span Max. Defi LOcation in Span Load Combination ' .- ' Max. -s- Defi Location in Span D+L4r. , . ' ' 1 - - 0.4797 - - 10.900 , , ' - - . 0,0000 : - o.o'oó U Mike Surprenant & Associates ::. TitIe :GARFIELD RESIDENCE . . - Job# 09047 335 15th Street Dsgnr S Diego 921 i : :: '4 Fax. (619) 531-0758 _________ ____________________PirnIa9JtJLOO9_955AM - . 00 earn es ug r - ii,. 60 221 . ENERCALC NC 1983-2008 Ver • -.10M MWINT-wilimum, Description F13-3 k -. - .. •-. •-. * - •. -. •. - Maximum Vertical Reactipns Unfactored i -4k Support notation Far left is #1 Support & Load Combination Support Reaction Support 1 (D+L'tr) 2.329 k p I • Support '2, (DI14tr) 4633 k - - - - - - 4* • • * 4 .. . .• . • • -_ -' '. 4. -. *.._,..* •__ -. - .... t $?I 944_._ .. *.**- - * . - -- -- - -- .... - i, - .. . — 4 a - . - - - •- - -. .:._• -.:-:- -- - - -.--. - .- a I MIKE SURPRENANT r & ASSOCIATES Consulting Structural Engineers JOB S O9Ot1 SHEET NO. ___________________________ 'OF_____________________ CALCULATED BY' DATE CHECKED BY_________________________ DATE SCALE . LEVEL MEMBERS LABEL F-5 SPAN= _ItIV FT - 0 UNÔRM LOAD.. ' .. .: 0.6 POINT LOAD.(CENTERED).... . .........' ..... 91 CUSTOM LOADING (SEE DIAGRAM) w1=('%)o = 5ZQ 2 " RL R =4 I lbs VMAX =54) lbs E ksi ' • . ' : :. MmAx=Z?C,/.ø ft-lbs •IREQ'D= jfl . USE:-3' (4 1t- GRADE: 2—. C: ALT GRADE:. LABEL o SPAN= FT J UNIFORM WAD 1 POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) . .' .. .• • . . • ....... . . '. . . w1=PL--- w2= •. . . '.', S • S ' , P1 = P2-= RL = 2' ' lbs R = 2(1' 'b lbs VMAX =ZbM lbs E =Z.00 ksi MMAX 31t00 ft lbs IR1Q 1) = JgN Q_J 4 USE 3Y ?- GRADE L c ALT GRADE:'C ______ 3.5x14.0, Span = 13.0 ft . Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.053:1 3.5x14.0 = .15.23 psi. = 290.00 psi +D+Lr+H = 11.895ft = Span #1 Summary of Moment Values Mactual tb-design Fb-allow 2.55 267.87 2,900.00 2.55 267.87 2,900.00 5.31 557.54 2,900.00 4.62 485.13 2,900.00 Load Combination Summary of Shear Values Vactual tv-design Fv-allow 0.27 8.17 290.00 0.27 8.17 290.00 0.50 15.23 290.00 0.44 13.47 290.00 Max. '-'-" Defi Location in Span 0.0000 0.000 Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: Job# 09047 Mike Surprenant & Associates 335 15th Street - San Diego, CA 92101 II Tel. (619) 531-0757 Fax. (619) 531-0758 !ood Beam Design lescription F84 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 1 BC & ASCE 7-05 Fb - Compr Fc - Prll Wood Species iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling File: Pont: s JUL 2005. 9:39AJ,l Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 2,900.0 psi Eminbend - xx 2,000.0ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. hppIied. Loads.. . ..: cam self weight calculated and added to loads )ad for Span Number 1 Point Load: D=2.70, Lr=3.0k(@lOft )ESIGN SUMMARY rximum Bending Stress Ratio = 0.192 1 Section used for this span 3.5x14.0 fb : Actual = 557.54 psi FB : Allowable = 2,900.00psi Load Combination +D+Lr+H Location of maximum on span = 1.040 ft Span # where maximum occurs . = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection . = 0.035 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 4430 Max Downward Total Deflection = . 0.071 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 2190 taximum:1-1Forces &Stresses for Load Combinations id Combination Max Stress Ratios Segment Length Span # M V Cd .ength = 13.0 ft 1 0.092 0.028 1.000 L#1 .ength = 13.0 ft 1 0.092 0.028 1.000 1r#1 .ength = 13.0 ft 1 0.192 0.053 1.000 O.750Lr40.750L*H .ength= 13.0 ft 1 0.167 0.046 1.000 verall Maximum Deflections Unfactored.Loads ad Combinaon Span Max. '-' Defi Locahon in Spar )+L+tr 1 0.0712 5.590 Mike Surprenant & Associates Title: GARFIELD RESIDENCE Job # 09047 335 15th Street Dsgnr: • IIT\1 San Diego, CA 92101 Project Desc.: . -r±i. Fax. (619) 531-0758 • . Printed: 8JIIL 2009,9:39AM : . . Wood Beam Design . .. ;. FiIe:11 1090.47- ENE I& 01,ka&~O 2008 Ver 60221 0 - - Description :. FB-4 • Max imuñ.VertiIReactioiis -.Unfactôred- .......• . Support notation Far left is #1. • Support & Load Combination 0 Support Reaction Support 1, (D-t-sLr) - . .5.333 •k . 0 • Support 2, (D-+t4.r) . . 0.510 k . . . • 0 0• . . 00 a 00 0 0 0 U a 0••0 • . 0-n------ --'.-.---- . ,- -, -- — • 0 . •0 • 0 ......... • 0 . . 0 . 0 a . 0 0 a •0 0, 0 . a 0 0 0 . . . . . . . a . 0 a 0 0 a 0 0 0 0 a . 0• Job# 09047 3.5x14.0 , . Span .12.0 ft a Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 1Fax. : Tel. (619) 531-0757 (619)5310758 a : Wood Béain'Design li.t'f0I61II.1III14 Description : FB-5 a Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: Pinte. BAIL 2009, 947AM File F \Pmjects\2009\09047-Garfield--Wnght\03-Engineenng\Calc Temp1ates109047-garteld ec6 ENERCkLC, INC. 1983-2008,Ver: 6.0.221 - Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity • 2,900.0 psi Ebend-xx 2,000.Oksi 2,900.0 psi Eminbend - xx 2,000.0 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pc1 Material Properties • Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr • Wood Species iLevel Truss Joist Fc - Perp R Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling a Applied Loads ..- . Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.260, L = 0.260 k/fl, Tributary Width = 1.0 ft Uniform Load : D = 0.150, L = 0.150 k/fl, Extent = 0.0 ->> 8.0 ft, Tributary Width = 1.0 ft Point Load: D = 2.526, Lr = 2,807 k 8.0 ft .DESIGN-SUMMARY .........:, .... ................................._________________ Maximum Bending Stress Ratio = 0.818 1 Maximum Shear Stress Ratio = 0.639 : I Section used for this span 3.504.0 . Section used for this span 3.5x14.0 fb : Actual = 2,373.12psi fv: Actual = 185.27 psi FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination +D0,750Lr+,750L±H Load Combination +D-0750Lr+,750L-4- Location of maximum on span = 7.860ft Location of maximum on span = 10.860 ft Span # where maximum occurs = Span # 1 , Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.203 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 707 Max Downward Total Deflection = 0.401 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 359 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C Mactual tb-design Fb-allow ' Vactual fv-design Fv-allow 40 Length= 12.0 it 1 0.459 0.359 1.000 12.68 1,331.17 2,900.00 3.40 104.11 290.00 404t41-1 Length = 12.0 ft 1 0.690 0.535 1.000 19.06 2,000.18 2,900.00 5.06 155.03 290.00 404r4l Length= 12.0 it 1 0.729 0.557 1.000 20.14 2,113.81 2,900.00 5.27 161.39 290.00 +D+0,750Lr+0.750L41 Length = 12.0 ft 1 0.818 0.639 1.000 22.61 2,373.12 2,900.00 6.05 185.27 290.00 Overall Maximum Dêflections Unfactored. Loads Load Combination Span Max. "-' Dell Location in Span ' Load Combination Max. Dell Location in Span 1 0.4007 6.240 0.0000 0.000 Mike Surprenànt &Associates Title: GARFIELD RESIDENCE Job # 09047 335 15th Street Dsgnr: San Diego, CA 92101 Tel. (619) 531-0757 Project Desc.: Project Notes Fax. (619) 531-0758 • Printed: 8 JUL 2009. 9:47AM _____________ vvOO eam esign. - ENERCALC NC 1983-2008 Ver 60221" Description: FB-5 a Maximum Vertical Reactions Unfactored Support notation Far left is#1 Support & Load Combination Support Reaction . . Support 1, (D-4-s-ir) 6.563 k Support 2, (D-sL-'tr) 7.541 k .. S a . S • .., ., • S5 . S a. .5- a • S. : • 5. 555 55 • . . a .. . .. .. . a . .. S. a a . . . . .. a • S S. S 55 a S . S 55 55 a . a MIKE SURPRENANT fl & ASSOCIATES . Consulting Structural Engineers JOB o90 SHEET NO. 0 OF___________________ CALCULATED BY_______________________ DATE CHECKED BY DATE SCALE LEVEL . .:•...: ...... .. .: ..........:: ................................H LABEL: Fi ....SPAN=_ FT. : : ........b .. . . . ... ...... 0 UNIFORM LOAD ...... . .. . . ... I i t El,....POINT LOAD (CENTERED) . . . . . . .... . CUSTOM LOADING (SEE DIAGRAM) . ... . . . . . . . = ( W2 =ft 1! 7) f ( 7 ( I 5 / ° - - bs RR =f-.lbs- 1, P4 VMAX = ' lbs E =ksi f. MMAX = ft lbs Iiuo I) = - in 4 USE q__GRADE C ALT -GRADE:C:'______ Mike Surprenant & Associates U 335 15th Street U San Diego, CA 92101 - Tel. (619) 531-0757 U Fax. (619) 531-0758 Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: Pcinte: B JIlL 2009.10:08111.4 Job# 09047 3.95 450.28 2,900.00 3.95 '450.28 2,900.00 7.88 897.60 2,900:00 6.89 785.77 -2,900.00 Load Combination g i' ". . ile:F:\Projects\2009O rwm Description : F13-7 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006lBC&ASCE7-05 : Fb - Compr Fc - Prll Wood Species : Level Truss Joist . Fc - Perp Wood Grade Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity. 2,900.0 psi Ebend-xx ' 2,000.0ksi 2,900.0 psi Eminbend - xx 2,000.0ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pcf - ,.. 7:0x95:pan-15:6ft' .-. --.. Applied'Löads:. ..,.::.. ;. '. •..:, I Beam self weight calculated and added to loads Load for Span Number 1 , Point Load : U = 0.5040, Lr = 0.560 K cci 5.0 it Point, Load: 0 = 0.5040, Lr = 0.560 k 10.0 ft Uniform Load: D = 0.0180, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.31 1 Section used for this span 7.0x9.5 fb : Actual = 897.60 psi FB : Allowable = 2,900.00psi Load Combination ' +D+Lr+H Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.163 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1106 Max Downward Total Deflection = 0.326 in 'Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 55.1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V ' C Length = 15.0 it 1 0.155 0.066 1.000 44D4+H Lengthr 15.0 It 1 0.155 0.066 1.000 O*tr Length = 15.0 ft 1 0.310 ' 0.130 1.000 +D-0750Lr-+0750L-+H Length = 15.0 ft 1 0.271 0.114 1.000 Overall Maximum Deflections' -Unfa'ctored;Loads.'. Load Combination Span Max. '-" Defi Location in Span D4-tr - 1 0.3262 7.575 Service loads entered. Load Factors will be applied for calculations. = 0.130:1 7.0x9.5 = . 37.84 psi = 290.00 psi D-'-Lr+H = 14.250 ft = Span #1 Summary of Shear Values Vactual , tv-design Fv-allow 0.85 19.11 290.00 0.85 19.11 290.00 1.68 37.84 . 290.00 1.47 33.16 290.00 Max. '+" + Deft Location in Span 0.0000 0.000 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on.span Span # where maximum occurs Summary of Moment Values Mactual fb-désign, Fb-allow U ' Mike Surprenant & Assdciates Title: GARFIELD RESIDENCE . Job # 09047 - 335 15th Street Dsgnr: San Diego, CA 92101 Tel. 531-0757 Project Desc.: . . 32 (619) Project Notes (619) 531-0758 Fax. Piinted.IsJUL 200. 10:08AM dB.....•. .. ... ." . .. - .• 2. oo eam esign ENERCALC INC 1983-2008 Ver6221 U - Description: FB-7 S ... - Maximum Vertical Reactions Unfactored Support notation Far left is #1 5 - - . - . Support &. Load Combination - - Support Reaction - - Support 1, (D-'-L+Lr) - - 1.746 k - Support 2, (04.+Lr) . . - 1.746 k U . . .- U - ..............- - . .7.: ....- - ..c .-- •- . .,. -..._ •0 • - . 00 0 0, -H 0 • 0 0 0 • 0 0 0 0 5 0 0 0 0 O 0 . 0 0 • . 0 0 0 • 0 0 0, I U.. 0 0• -. 0 • 0 . . ,. 5 - 0 • 0 0 0 MIKE .SURPRENANT & ASSOCIATE'S consulting Structural Engineers JOB , '. oro+ SHEET NO. ' OF___________________ PT _____ ,0'•• • CALCULATED BY______________________ DATE CHECKED BY DATE SCALE - LEVEL L.-o'.i £/1 l%~7 OWL MEMBERS:__________________ P2 " .•;•'--- ________bs— :'' •.•• .. .. .;VMAX. ' lbs •.E=I,OO ksi MMAx=c?ftlbs IREQ'D= in USE 3'I.3" GRADE 4FL14- c 2 ALT: ....... __. GRADE: __- . C: _. . ............. . . . ••• LABEL 2. SPAN= Fr 0. UNIFORM WAD............. . .......:. .......•. •..: .............. . .•• 0 POINT LOAD (CENTERED) ... . . f' ,' ... . . CUSTOM LOADING (SEE DIAGRAM) . . S . . .•. . W..(j(,F)(t311 • .lef I t o-3 4 1 05-1 .........RR lb (•,7_ . . •V .x lbs E =°O Is . . . •. MMAX = -i Z-3. 0 ft-lbs IRJQ'D .in 4 USE- fXlLQ3-GRADE:_ C:•••• : ALT GRADE LABEL L\ \?. SPAN=_Z C) FT -r o UNIFORM LOAD 4, 0 POINT LOAD (CENTERED) .. .. .... . . . . . . 1_. . . JY CUSTOM LOADING (SEE DIAGRAM) wi=(or$r)(-') (PSF)(8) &lCo V- P1=(o g,00 P2 04(J'Z1+ -,i33 * (F3/'' RL=1J06_lbs R=2-J,94l_lbs . . .....••. : ..................lbs • E =. ksi . . . . S , ' MMAX= ff'pqo . ft-lbs IREQ'D = jfl4 USE Z-, GRADE 4F7v4 C -S rI> ALT 42-4 C7LJ GRADE 4" C — •-..............S ,.•-...........-•• .- S Mike Surprenant & Associates 335 15th Street - San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: Job# 09047 Printed: 8 JUL 2009. 2:04PM Woo.ëánie&i File: F:\Pro36cls20090 3arfied7Wrighl\03-En9i Description : LF13-1 Material Properties Analysis Method: Allowable Stress Design . Fb - Tension Load Combination 2006 IBC & ASCE 7-05 . Fb - Compr Fc - Pl Wood Species : DFIDF Fc - Perp Wood Grade : 24F - V4 . Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend - xx 930.Oksi 650.0 psi Eberld-yy 1,600.Oksi 265.0 psi Eminbend - yy .830.0ksi 1,100.Opsi Density 32.210pcf D(O.05) L(O.05 . --.--- -. .- -.- I Span = 24.50 ft Apphed Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.050, L = 0.050 k/fl, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4331 Section. used for this span 3.12503.5 fb : Actual = 1,038.05ps1 FIB: Allowable = 2,400.00psi Load Combination . +D+L±H Location of maximum on span = 12,250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.354 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 829 Max Downward Total Deflection = 0.775 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 379 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length . Span # M V C Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.164:1 Section used for this span 3.125x13.5 fv:Actual = 43.38 psi Fv : Allowable = 265.00 psi Load Combination +lJ+Li-H Location of maximum on span = 23.398 ft Span # where maximum occurs = Span #1 Summary of Moment Values Summary of Shear Values Mactual tb-design Fb-allow Vactual fv-design Fv-allow +0 Length = 24.50 ft 1 0.235 0.089 1.000 ..0+L+H Length = 24.50 ft. 1 0.433 0.164 1.000 +D+Lr+H Length = 24.50 ft 1 0.235 0.089 1.000 +0-t0.750Lr+0.750L41 Length = 24.50 ft . 1 0.383 0.145 1.000 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. '-' Defi Location in Span D+L4r . 1 0.7754 12.373 4.46 563.78 2,400.00 0.66 23.56 265.00 8.21 1,038.05 2,400.00 1.22 43.38 265.00 4.46 563.78 2,400.00 . 0.66 23.56 265.00 7.27 919.48 2,400.00 1.08 38.42 265.00 Load Combination Max. '+' Defi Location in Span 0.0000 0.000 U . Mike Surprenant & Associates . - Title: GARFIELD RESIDENCE Dsgnr: Job # 09047 - 335 15th Street . . San Diego, CA 92101 Project Desc .: - - Project Notes: 0 . Fax. (619) 531-0758 - Piloted: 1 JUL 2009, 2:04PM " d136"'a- oo eam esign Fde F \Pr ects\2OO9\O9047-Garfield--Wnght\O3-En9ineenflg\a!C Templates\09047-garfield ec6 ENERCALC INC 1983-2008 Ver 60221 U Description : LFB-1 . . MaxiuñiWicaIRèactiorisUAfactored, Support notation : Far left is #1 . . 0 . . . Support& Load Combination - . Support Reaction : Support 1, (D-'4.r) . . 1.341 k . 0 . U Support 2, (D+L4.r) . . . 1.341. k . •0 . U 0 0 ,. 0 • U 0 0, 0 NO 0 - 0 -. . 0 • -. . - - - - - - - I - U .: . 0, 0 1 0 0 0 0 0 1 - 1 . 0 . . ••0 'I 0 .. 0 . •0• - uH . 0 •0 • 0 0 0• 0 0 1 . 0• 0 1 0• • 00 0 00 .', . . . 0 0 • 0. • 0 0 0 0 1 ... •0 . . 0 0 . . 0 0 . . •0 U 0 0 Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ksi 2,900.0 psi Eminbend - xx 2,000.0ksi 750.0 psi 290.0 psi 2,025.0 psi Density . 32.210pcf 5.25x16.0, Span= 1570 ft Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.432:1 5.25x16.0 = 125.40 psi = 290.00 psi +0+L+H = 0.000 ft = Span #1 Job# 09047 Mike Surprenant & Associates Title: GARFIELD RESIDENCE 335 15th Street Dsgnr: San Diego, CA 92101 . Project Desc.: \Tel. (619) 531-0757 - Project Notes Fax. (619) 531-0758 : Wood Beam Design -- File F \pmiects\2oo9\o9o47-Garfie-Wnc P,flii: 8 JUL 2008, 2:18PM Description : LFB-2 Material Properties Analysis Method: Allowable Stress Design . Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Pl Wood Species iLevel Truss Joist Fc - Perp Fv Wood Grade : Parallam PSL 2.OE Ft. Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Service loads entered. Load Factors will be applied for calculations. . Applied,Loads. .. :'. :... . . . ..:. Beam self weight calculated and added to loads Load for Span Number Point Load: D= 1.953, L= 1.758 kL 5.0 ft . Point Load: D = 3.119, Lr= 1.260, L = 1.750k 9.0 ft Uniform Load: D = 0.2590, L = 0,140 k/fl, Tributary Width = 1.0 It U DESIGN SUMMARY Maximum Bending Stress Ratio = 0.669 1 Section used for this span 5.2506.0 . fb:Actual = . FB : Allowable = 2,900.00 psi Load Combination +D+0.75OLr+0.750L+H Location of maximum on span = . 9.000ft Span # where maximum occurs = Span # 1 U U Maximum Deflection Max Downward L+Lr+S Deflection = 0.193 in Max Upward L+Lr+S Deflection = . 0.000 in Live Load Deflection Ratio = 932 Max Downward Total Defleätion = 0.440 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 409 Maximum Forces &'Strèssésfor Loaombinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd Mactual tb-design Fb-allow Vactual fv.design Fv-allow +0 Length = 15.0 ft . 1 . 0.418 0.263 1.000 22.63 1,212.57 2,900.00 4.28 76.41 290.00 +D+l_41 . Length = 15.0 ft 1 0.669 0.432 1.000 36.23 1,940.93 2,900.00 7.02 125.40 290.00 *O+lr+H Length = 15.0 ft 1 0.502 0.308 1.000 27.17 1,455.57 2,900.00 5.01 89.42 290.00 +D+0750Lr+0,750L41 Length = 15.0 ft . 1 . 0.669 0.413 1.000 36.23 1,941.09 2,900.00 6.71 119.90 290.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. "-Defl Locaftonin Span Load Combination Max. '+' Deft Location in Span D+L+Lr 1 0.4395 7.575 0.0000 0.000 U Mike Surprenant & Associates . . . Title: GARFIELD RESIDENCE Job # 09047 335 15th Street Dsgnr: .. ..... [T'\T San Diego; CA 92101 . . . Project Desc.: Tel. (619)'531-0757 . Project Note -0758 s . .. . (Printed; 8 JUL 2009, 2:18PM W d B T File F \Pro1ects\2009\09047-Garfi&d-Wnght\03-Eflgaeeflflg\CaIC lemplales\09047-9ar8e1d ec6 I 00 earn ENERCALC INC 1983-2008 Ver60221) rrrr Description: LFB-2 . . . . . . . .MaximUñi1VerticalReact ioñs Unfactored ... . Support notation : Farleftis#1 Support & Load Combination . Support Reaction . . Support 1, (D+L+Lr) . . . 8.059 k . . . Support 2, (D+L-'{.r) . . . 8.048 k . . . ,.-. . .. . I.. . I. .. I 1 . . . . . . . V - •- ...-----..zr_-.ct--- - . . ,.-.,. . . I r . I .. . .: H-. -. . ,. . ., .. '. . .. . . . .,. U. . - .. . . . . ,..., .. . ,. .., . . 10.75x21 . , Span =21.oft pqjflfl ( Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.524:1 '10.75x21 = 138.92 psi I = 265.00 psi +D+L+H = 19.320 ft = Span #1 Summary of Moment Values Mactual fb-design Fb-allow 66.11 1,004.11 2,107.35 119.69 1,817.81 2,107.35 70.11 1,064.83 . 2,107.35 109.29 1,659.85 2,107.35 Load Combination Summary of Shear Values Vactual fv-design Fv-allow 12.14 80.65 '. 265.00 20.91 138.92 265.00 13.59 90.30 265.00 19.80 131.59 265.00 Max. Deft Location in Span 0.0000 0.000 Mike Surprenant & Associates Title: GARFIELD RESIDENCE 335 15th Street . Dsgnr: San Diego, CA 92101 Project Desc.: Tel. (619) 531-0757 Fax. (619) 531-0758 Project Notes: Wood Beam Design - File F\Proj 2009t09047-Garfi&d--Wnght\03-Er Job# 09047 3 Printed: 8 JUL 2009. 2:38PM Description : LF13-3 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr U Wood Species Wood Grade Beam Bracing U U I . Calculations per IBC 2006; CBC 2007, 2005 NDS 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend - xx 930.0 ksi 650.0 psi Ebend- yy 1 ,600.Oksi 265.0 psi Eminbend - yy 830.0 ksi l.100.Opsi Density . 32.210pcf Fc - Prll DF/DF . Fc - Perp 24F-V4 Fri Ft Beam is Fully Braced against lateral-torsion buckling Service loads entered. Load Factors will be applied for calculations. Appiied o Lads... Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4760, L = 0.420 k/fl, Tributary Width = 1.0 ft Point Load: D = 4.250, L = 4.250k 10.0 ft U Point Load: D = 6.962, Lr = 1,848, L = 3.871 k (1 16.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = . 0.863 1 Section used for this span . 10.75x21 fb:Actual '=1,817.81 psi FB : Allowable = 2,107.35 psi Load Combination +D+L+H Loàation of maximum on span . = 10.080ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.297 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 848 Max Downward Total Deflection = 0.643 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = . . 392 Maximum Forces& Strèsses for..Lóâd Combinations Load Combination Max Stress Ratios Segment Length Span 4 . M V C d U Length = 21.0 ft 1 0.476 0.304 1.000 Length =21.oft 1 0.863 0.524 1.000 Length = 21.0 ft 1 0.505 0.341 1.000 .+O4O750Lr-rO750L44-j Length =21.oft 1 0.788 0.497 1.000 U Overall Maximum'Deflections:.Unfactored Loads •. Load Combination Span Max.'-* Deft Location in Spat D+L*Lr 1 0.6427 10.815 Mike Surprenant & Associates Title: GARFIELD RESIDENCE Job # 09047 335 15th Street . Dsgnr: . • [Y'T San Diego, CA 92101 Tel. (619) 531-0757 Project Desc.: ' 'Project Notes:Fax. YIT (619) 531-0758 Prine: 8 JUL 2909, 2:38PM Woo B . t'' o earn esign 009\0 04 ., " ENERcALc INC 19832068 Ver 60221 U Description: LFB-3 Maximum VeticáI.Reäôtiois Ufaçtoed .. ': ' Support notation': Far left is #1 Support & Load Combination . ' , Support Reaction Support 1, (D+L+Lr) . . 17.108k • . Support 2, (Dt+Lr) ' ' ' . ' . ' ' ' , 23.949 U' ., " . '. •' U'." . 'I '',' •.. ': • , '': '*. '.• . U ' .. ' . . ., .: ' '.' , .• U ... . ''. I . •. U ,..,• .'. .'H.'. . MIKE SUNT & ASSOCIATES Consulting StructuEal Engineers JOB ct SHEET NO. - 40 OF______________________ CALCULATED BY_________________________ DATE CHECKED BY DATE SCALE LEVEL LrV/02/t/\NF00 MMBRS: LABEL L1 SPAN= _2 'S FT El UNIFORM LOAD a POINT LOAD (CENTERED) . . . . . . . . . . . .................. . . o •CUSTOMLOADING (SEE DIAGRAM) WJO Lr- P2 VMAX = '5 lbs E:= 2000 ksi ........ . '. . . .......MM= .. ft-lbs = USE:GRADE 2 ) c - ALT:GRADE:C ______ LABEL:L.. SPA N.= FT.: . . •.: . --S.... . ... :-.. . 0, . UNIFORM LOAD................................ 0 POINT LOAD (CENTERED) . . . .. . . . ,.._._. CUSTOM LOADING (SEE DIAGRAM) . . . . w =(gS( -° Pj=(bj.,z(\t-/)( .. .. ............... '- -j--,: ............'RiZ4 lbs ...........R=. 31 IRV Pi VMAX = 3, _C,lbs E =_ 0 ksi .........MMAi= /(,p9>. ft-lbs ._- .. in4 USE:,.0,1tADE:'Z-v'E......C: ALT GRADE C Mike Surprenant & Associates Title: GARFIELD RESIDENCE Job # 09047 ... 335 15th Street Dsgnr: t'\T San Diego, CA 92101 Project Desc.: Tel. (619) 531-0757 Fax.(619)531-0758 Project Notes 43/ : Printed: 9 JUL 2009, 3:00PM W d B D File F lProjects\2009\09047-Garfield--Wnght\03-Engineenng\CalC Templates\09047-garfleld ec6 00 ean,eSlgn . ; .. ENERCALCINC:1983-2008, r: 6.Q.221 Description : LFB-5 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.0ks1 2,900.0 psi Eminbend - xx 2,000.Oksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pcf 0(0.6) L(O.6) ..- Applied'Loäds .. ' Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0.120, L = 0.120 k/fl, Tributary Width = 1,0 ft Uniform Load: D = 0.10, L = 0.10 klft, Extent = 10.0 -->> 17.0 ft, Tributary Width = 1.0 ft Point Load: P = 0.60, L = 0.60k 10.0 ft .DES1GMSUMMARY:.:. ::L ....... - ....:...... .:_ ........ Maximum Bending Stress Ratio = 0.5611 1 Maximum Shear Stress Ratio Section used for this span 5.25x1 1.875 Section used for this span fb : Actual = 1,623.08 psi fv : Actual FB Allowable = 2,900.00 psi Fv: Allowable Load Combination . . +D-s-L+H Load Combination Location of maximum on span = 9.945ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection = . 0.272 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 750 Max Downward Total Deflection = 0.562 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 363 Maximum Forces.&:Stresses forLoad Combinations - Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V C, Mactual (b-design Fb-allow = . 0.295:1 5.25x11.875 = . 85.46 psi = 290.00 psi +D+L+H = 16.065 It = Span #1 Summary of Shear Values Vactual tv-design Fv-allow +0 - Length = 17.0 ft . 1 0.288 0.152 1.000 8.59 835.33 2,900.00 .1.83 44.00 290.00 404+H Length = 17.0 ft 1 0.560 0.295 1.000 16.69 1,623.08 2,900.00 3.55 85.46 290.00 +D+Lr+H Length = 17.0 ft 1 0.288 0.152 1.000 8.59 835.33 2,900.00 1.83 44.00 290.00 +040.750Lr-'0.750L+H Length = 17.0 ft 1 0.492 0.259 1.000 14.66 1,426.14 2,900.00 3.12 75.09 290.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Dell Location in Span Load Combination Max. '+' Defi Location in Span Dt+Lr 1 0.5616 8.840 . 0.0000 0.000 Mike Surprenânt & Associates Title: GARFIELD RESIDENCE Job # 09047 • 335 15th Street . . . . Dsgnr: Projebt Desc.: - San Diego,CA 92101 . . . Project Notes Fax. (619) 531-0758 . . : Pcinte9: 8 JUL 2099, 3:55PM W d B D .'-' I File F \Projls\20O9\09O47-GarfieId--Wnght\O3-EngIneenng\C8lc Temp 090-gaiiIeld e564 ENERCALC INC 198320O8 Ver 60221 - Description.: LFB-5 . • • . - MaximUm Vertical Reäctióñs -Unfactored 1 , Support notation : Far left is #1 • • •. Support & Load Combination Support Reaction • • . • - • - Support 1, (04.4t1) • • 2.941 k • Support 2, (D+L-+t.r) • • • . 3.976 k • • : . . • • .. :. . • .. . .. . • . . •. a 2• . U : • . ..• •......... .• •• ..• • .• • S . . • • . S.. . S • S. S... S... .; U • S . . S. U S S . • . . .5 .. . • . . S . . S -S t U S .5 5. . S., • . S. U '• 5• 5 5 55S , • . . 5,. . 5_. U S.. . S , 5,•• • U S 5. . •5 - S. •, S S U . S S ,,' . .5 . .5 -.,... S • S • . S ' S -S , S U. 55 1 S U .' . S ••' • - U •.. , S. - . '5 , . . - 10.75x21 , Span= 24.0it - U Maximum Deflection Max Downward L+Lr+S Deflection = 0.306 in Max Upward L+Lr+S Deflection = 0.000 in U Live Load Deflection Ratio = 941 Max Downward Total Deflection = 0.757 in a Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 380 U MaxirnumForces'& Stresses for Load Combinations Load Combination Max Stress Ratios a Segment Length Span # M V C d +0 a Length =24.oft 1 0.509 0.211 1.000 +D4L+H Length = 24.0 ft 1 0.796 0.327 1.000 U Length = 24.0 ft 1 0.574 0.235 1.000 s0+0.750Lr40.750L*l Length 24.0 ft 1 0.773 0.316 1.000 a a Summary of Shear Values Vactual fv-design Fv-allow 8.40 55.81 265.00 13.04 86.64 265.00 9.37 62.29 265.00 12.61 83.79 265.00 Summary of Moment Values Mactual tb-design Fb-allow 69.68 1,058.24 2,079.39 109.04 1,656.10 2,079.39 78.61 1,193.84 2,079.39 105.89 1,608.18 2,079.39 .. Mike Surprenant & Associates 335 15th Street - San Diego, CA 92101 U - Tel. (619) 531-0757 Fax. (619) 531-0758 Title: GARFIELD RESIDENCE Dsgnr: Project Desc.: Project Notes: Job# 09047 A-, -z-, Punted: B JUL 20 , 3:4BPiu1 -I Description : LFB-6 Material Properties . Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr . . Fc - Prll Wood Species : DF/DF . . Fc - Perp Wood Grade :24F - V4 . Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend - xx 930.0ksi 650.0 psi Ebend- yy 1 ,600.0ksi 265.0 psi Eminbend - yy 830.0ksi 1.100.0 psi Density 32.210pci U a a U U a Applied Loads ,.,. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads U Load for Span Number 1 Uniform Load: D = 0. 1780, L.= 0.050 k/it, Tributary Width= 1.0 it Uniform Load: D = 0. 10, L = 0.10 k/ft. Extent = 0.0 -->> 11.0 ft. Tributary Width = 1.0 ft a Uniform Load: D = 0.10, L = 0.10 k/it, Extent = 15.0 -->? 24.0 fl, Tributary Width = 1.0 it Point Load: 0 = 0.60, L = 0.60k (4.0ft a Point Load :0=1.770, Lr= 0.90k 11.0 ft Point Load: D = 2.750, L = 2.750k 13.0 it a Itl. Point Load: 0 = 4.520, Li = 0.90, L = 2.750 k 15.0 ft _ !)S!(!IMMAP.Y MaximumBénding Stress Ratio . = 0 79 1 a Section used for this span 10.75x21 lb Actual = 1,656.10psi U FB : Allowable = 2,079.39psi Load Combination +jj+L+H a Location of maximum on span = . 13.080ft Span # where maximum occurs = Span # 1 Maximum Shear Stress Ratio Section used for this span iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.327:1 10.75x21 = 86.64 psi = 265.00 psi = 22.320 ft = Span #1 U . Mike Surprenant & Associates Title: GARFIELD RESIDENCE Jbb # 09047 335 15th Street . Dsgnr: San Diego, CA 92101 (619) 531-0757 Project Desc.: . 4-4-I Project Notes: .. . Fax. (619) 531-0758 Print Tel. d: 8 JUL 2009. 3:49PM File F:\Proj6cts\2009\09047-Garfield-W6ghAO3-Enginee6ng\ Templat\O9O47-garfield ec6 ' ' B D : ., ?VOO.A earn .gri '... ENERALC.INC.1983-2QQ8,.Vèr:.6.O.221--; . .,• . ... . . . .... .... . Description : - LFB-6 U .. Overall Maximum, Deflectións;.-.UnfatoredLoads U . Load Combination Span Max. -" Defi Location in Span Load Combination Max'. i- Defi Location in Span D+L+Lr 1 . 0.7570 . 12.360 . 0.0000 0.000 U Maximum Vertical Reactions Unfactored Support notation Far left is #1 Support & Load Combination .. Support Reaction U Support 1, (Dt4.r) ' ' .• . .. . . '. 13.406 k . Support 2, (04+Lr) . . . 14.818 k . . . U . ..... ., .... U . ....., '' . .. U . . . ... U . ...' .-. ,. • , . . ... ..,. ,. U . .. .. U . . . U . .. ... U . . . . . . U . . . ,. . .. : 9 1/2" TJI® 210 @ 16" 0/c TJ-8oam® 6.35 Serial Number: 7004102197 - U User:2 7I2/2008:33:49AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6:35.0 . . - CONTROLS FOR THE APPLICATION AND LOADS- LISTED . -- ..., . . . H--. -H.. Product Diagirain is Conceptual. LOADS: . . . . . Analysis is for a Joist Member. .. . . . . . U . Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 40.0 Dead . . SUPPORTS: .. .. . . . . ... . . . Input Bearing Vertical Reactions Ply Depth Nailing . Detail Other Width Length (Ibs) . . . Depth I .. . . Live/Dead/Uplift/Total . . . 1 Parallam PSL 3:50" Hanger 296/296/0/591 1 9.50 N/A Hi: Face Mount None Hanger - ................... 2 Stud wall . 3.50" 2.25 2.1 / 291 / 0 / 582 . N/A N/A N/A .A3: Rim Board 1 Plyl 1/4" x 9 1/2" 0.8E TJ-Strand 0 . . . . Rim Board® U -See iLevel® Specifier's/Builder's Guide for detail(s): Hi: Face Mount Hanger,A3: Rim Board .. . HANGERS: Simpson Strong-Tie® Connectors . . 0• Support Model Slope Skew Reverse Top Flange Top Flange Support Wood U . . . Flanges Offset Slope Species 1 Face Mount Hanger 1US2.06/9.5 0/12 0 No N/A . N/A . . N!A U -Nailing for Support 1: Face: 8-N10 ,Top N/A, Member: N/A . . . DESIGN CONTROLS:,. . . Maximum Design Control ,Result - Location . . . Shear (Ibs) 560 560 .1330 Passed (42%) Lt. end Span .1under Floor loading Vertical Reaction (Ibs) 560 560 1134 Passed (49%) Bearing 2 under Floor loading Moment (Ft-Lbs) 1470 . . 1470 3000 Passed (49%) . MID Span I under Floor loading Live Load Dell (in) 0.079 0.262 Passed (LJ999+) MID Span 1 under Floor loading U Total Load Defl (in) . . 0.159 0.525 Passed (L/793) MID Span 1 under Floor loading TJPro 52 30 . Passed Span 1 U -Deflection Criteria: STANDARD(LL: L/480,TL: U240). . . . . -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. U -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . . . . . TJ-Pro RATING SYSTEM . . . . . -The TJ-Pro Rating System value provides additional floor performance information and is baed on a GLUED & NAILED 19/32" Panels (20" Span U . Rating) decking. The controlling span is supported by beams. Additional* considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program: Comparison Value: 1.38 PROJECT INFORMATION: . . . . . . OPERATOR INFORMATION: GARFIELD (09047) . . . . David Thomas . U . . . . . . Mike Surprenant & Associates 335 15th Street U . . . San diego, CA 92101 Phone:(619)531-0757 - Fax (619)531-0758 davidthomasmsaeng.com . . 2009 by iLevelk, Federal Way, WA. . . ,11-13eam and Paral)am5 aie registered trademarks of iLevel... . .r...i,'", Pro" and TJ-Pro" are trademarks of iLevelu. . ;Lrorg-Tie(,) Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. . ncts\2O09\09O47-Gar fie 1d-WrighL\O3-Engineering\Calc Templates\FJ- l .sms . . : 9 1/2" TJI® 210 @ 16" 0/c TJ-Beam® 6.35 Serial Number: 7004102197 . . . . '. R User:2 7/2/20098:33:50 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.35.0 . CONTROLS FOR THE APPLICATION AND LOADS LISTED . ADDITIONAL NOTES: . . . . . . . . . . . . . .-IMPORTANT! The analysis presented is output from software developed by Level®. iLeveI0 warrants the sizing of its products by this oftware will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads; and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. R -Not all productsare readily available. Check with your supplier or Level® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable stress Design methodology.was used for Building Code IBC analzing the Level® Distribution product listed above. .. . -. . a . ..,. . ,,.. . .. a.. . . .,. . .. a . . .. .. . . . ., . U. . -.. . .. :. .. ..-- .-. . .,-. .. ., 1 ... •. ,. 1. . .., . .. . .. .. a.. .. . ., ., .. ... . .. -..,,• a- .. . . ,.. . U . . .. .•,. . . . a.. . .,. .- . ... PROJECT INFORMATION: . . . .. . OPERATOR INFORMATION: GARFIELD (09047) . . David Thomas 5 . . . . . . Mike Surprenant & Associates 335 15th Street . ., .• . • San diego, CA 92101 Phone: (619) 531-0757 . . Fax (619)531-0758 davidthornasmsaeng.com •:gyr j,rht - 2009 by iLeveli':, Federal Way, WA. . • . . Til ,T,J-l3eam' and Parallam are registered trademarks of iLeve1. and TJ-Pro" are trademarks of 1iLeve1 • strong-Tieco Connectors is a registered trademark of Simpion Strong-Tie Company, Inc. F: \Frol-cts\2009\09047-Garfield--Wright\03-Engineeriflg\CaIC Templates\FJ-l.sms . .., . S . " FJ-1'' . ' :' 9.1/2",TJI®210@16"O/C TJ-Beam® 6.35 Serial Number: 7004102197 . U User:2 7/2120098:33:51 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3. Engine Version: 6.35.O . CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load'Group . . . . ,• I . 10' 6.00". . . Max. Vertical Reaction Total (ibs) 591 582 : Max. Vertical Reaction Live '(lbs) 296 291 U Selected Bearing Length (in), ' ' 2.25(W) Max.. Unbraced Length (.in) .56 . .5 . . . ,0 Loading on all spans, .LDF 0.90 ; '1.0 D'eád .0 Shear at Support (lbs) 280 . -276 , . .. Max Shear at Support (lbs) ' . 280 -280 Member Reaction'(lbs) . ' 280 280 U Support Reaction (lbs) 296 ' 291 Moment. (Ft-Lbs) . . 735 . . . . . U ' ... .. . . . . . Loa ding on all spans, LDF = 1.00 , 1.0 Dead +. 1.0 Floor U . Shear at Support (lbs), 560 -551, Max shear at Support (lbs) 560 -560 'Member Reaction' (lbs) , ' . 560 , 560 U. Support Reaction (lbs) 591 ' 582 - . . Moüent'(FtLb's')''' .' ... -:,.'.-'--.-- Live Deflection (in) . 0.079 Total Deflection (in) , ' ..0.159 .5 . . . 'S . 'U . . . .5 . . ... •: ., 'U U .'. • '. :' ' ' , : .. '.. 'PROJECT INFORMATION:' . . OPERATOR INFORMATION: GARFIELD (09047) . . ' David Thomas 'Mike Surprenant & Associates 335 15th Street San diego, CA 92101 Phone: (619)531-0757 .5 . S ' Fax (619)531-0758 5 davidthomas@msaeng.com :'.p','r ijht 2009 by iLeveim, Federal Way, WA. . Tj I ., T.'l-8eamx and Paraliamx are registered 'trademarks of iLevelil. S and TI-Pro" are trademarks of'iLevell,. • :/trong-Tie0 Connectors is a registered trademark of Simpson Strong-Tie company. Inc. i"\I''jnnts\2009\O9047-Gar fie Id-Wright \03-Engineering\Calc Templates\EJ-1.5ms ru rci' ' 11 7/8" TJI® 230 @ 16" olc 48/3 TJ-Beam® 6.35 Serial Number: 7004102197 . . . .- User:2 7/2/20098:45:07AM . THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED I •:', ,. 6 16 6 Product Diagi am is Conceptual. . LOADS: . ., .. . . . . Analysis is for a Joist Member. . . . . Primary Load Group - Residential- Living Areas (psf): 40.0 Live at 100 % duration, 40.0 Dead . . . SUPPORTS: . . . . . . . . Input Bearing Vertical Reactions Ply, Depth Nailing, Detail Other Width Length. (Ibs) Depth . .0 Live/Dead/Uplift/Total 1 Parallam PSL 3.50' Hanger..429 /429 I 0 /858 1 11.88" N/A Hi: Face Mount None - '--':---''-' anger':''-'"" .------'.----'. 2 Stud wall 3.50' 2.25" 424/424/0/849 '/A' N/A N/A- A3: Rim.Board 1 Ply i'i/4"x117/8'0.8ETJ- Strand Rim Board® -See Level® Specifier's/Builder's Guide for detail(s): Hi: Face Mount Hanger,A3: Rim Board . HANGERS: Simpson StronqTié® Connectors . . . . . Support ' '. Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges- Offset Slope •. Species 1 Face Mount Hanger IUT3512. 0/12 0 No N/A N/A N/A -Nailing for Support 1: Face: 10-N1 ,Top N/A, Member: 2-N1 0 . . . . . " . . . DESIGN CONTROLS: . .' . . . Maximum Design Control Result Location . 0 Shear (Ibs) . 827 827 1655 Passed (506/6) 'Lt. end Span 1 under. Floor loading Vertical Reaction (lbs) 827 827 1183 Passed (70%) Bearing 2 under Floor loading Moment (Ft-Lbs) 3203 3203 4215 Passed (76%) MID Span 1 under Floor loading Live Load Defl (in) 0.194 0.387 Passed (U960) MID Span 1 under Floor loading I Total Load Defi (in) . . 0.388 0.775 Passed (U480) MID Span 1 under Floor loading TJPro 41 30' Passed . Span 1 . -Deflection Criteria: STAN DARD(LL:L/480,TL: L/240). -Deflection analysis is based on composite action with single layer of 19/32' Panels (20" Span Rating) GLUED ,& NAILED wood decking: -Bracing(Lu): All compression edges (top and bottom) must be braced at 42' o/c,unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . TJ-Pro RATING SYSTEM. . , . .. ." . . . . .. -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32' Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None.. Astructural analysis of the deck has not been performed by the program. Comparison Value: 1.53 . PROJECT INFORMATION: . . . .' . .. . ' OPERATOR INFORMATION: GARFIELD (09047) . . . - David Thomas Mike Surprenant & Associates 335 15th Street . ' ' San diego, CA 92101 'Phone:(619)531-0757 Fax (619)531-0758 . - . • davidthomasmsaeng.com ilhl,:' 2009 by iLevei:, Federal Way, WA. - • ' ' 'li: and parallam.: are registered trademarks of I Levei.. ,,,!,,:-,Pro- and TJ-Pro" are trademarks of iLeve1s. :1 nJ.'on Irrong-Tien' Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. I\'.,.jncts\2009\090I7 -Gar fieid-Wright\03-Engi nee ring\Calc Templates\FJ-1.sms 0 U LFJ1 U 117/8" TJI® 230 @ 16" o/c TJ-8e6rn® 6.35 Serial Number: 7004102197 U User:2 712120098:45:08AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.35.0 . . CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES -IMPORTANT! The analysis presented is output from software developed by Level®. iLeveI@ warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values: The specific product application, input design loads, and stated dimensions have been provided by the software user: This output has not been reviewed by an iLevel® Associate. I . -Not all products are readily available. Check with your supplier or iLev.ele technical representative for product availability. -THIS ANALYSIS FOR Level® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above. U U . . . •. U U . . . ............ ..., U U U I . ., . .. U U U U U U U PROJECT INFORMATION OPERATOR INFORMATION GARFIELD (09047) . David Thomas . . Mike Surprenant & Associates 335 15th Street San diego CA 92101 Phone: (619) 531-0757 . U . ... Fax (619)531-0758 davidthomas@msaeng.com U '7r k0it 2009 by iLevei:, Federal Way, WA. . T.J-rioanP: and parallamd are registered trademarks of iLeveii. Jo i st.', Pro' and TJ-Pro' are trademarks of iLevel. Strong_Ties, Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. I"\I'r.in.r:ts\2009\09O47-Garfield-wright\o3-Engineering\Calc Templates\FJ- I.sms . : 11 7/8" TJI® 230 @ 16" olc TJ-Beani® 6.35 Serial Number: 7004102197 . .." U 'lJser:2 7/2/20098:5:09AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN'' * Page 3 Engine Version 6350 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group - . . . 15'.6.00" . . . :' •,, . , Max. Vertical Reaction Total (lbs)858 ..849 Max. Vertical Reaction Live (lbs) , 429 . 424 , . . . . . Selected Bearing Length (in) . . .,2125(W) Max. Unbraced Length (in) . 50: Loading, on all spans, LDF = 0.90 , 1.0 Dead . U Shear', at Support (lbs) 413 .-409 -Max Shear at Support' (lbs) 413 -413 Member Reaction (lbs) , , '413 413 U Support Reaction (lbs) . . . ,. 429 •' 424 . . •' : - . , . Moment (Ft-Lbs) . . - ' 16.02- Loading on all spans, LDF'= 1.00 , 1.0 Dead + l.oFloor . --Shear at Support (lbs) .. 827 -818 Mx Shear at Support (lbs) ' 827. '. .-827 Member Reacti (lbs) 827 . ' 827, U . Support Reaction (16s) ' 858. 849 U Live Deflection (in) -. ..0194' Total Deflection (in) - , 0.388 U - 4. U U - :' U ' U U ' U P U U , :'-- •':' . •-:'- ' PROJECT INFORMATION: . ' - '. . - , OPERATOR INFORMATION: GARFIELD (09047) . ' . - . ' . ., David Thomas Mike Surprenânt & Asociates - . - . -' . . ' - 335 15th Street San diego, CA 92101 ' - . .-',• •. • Phone: (619) 531-07 57 Fax (619)531-0758 davidthomasmsaeng.COm :*-p'rigit" 2009 by iLevelii, Federal Way, WA. 'r r ,li..,',i-gen,i:. and l'aralian*', are registered trademarks of itevelk'. ic,ist", Pro" and TJ-Pro" are trademarks of itevel*i. ' :imps*u, itrong-Tiesi Connectors is a registered trademark or'Simpson Strong-Tie Company, Inc. - - I": \l" r'-r:i:s\2009\O9047-GarfieId-Wright\03-Engineering\Caic Templates\FJ-1 .sms : 1 3/4" x 91/2" 1.9E Microflam@ LVL @12" o/c TJ-6eam® 6.35 Serial Number: 7004102197 S User:2 7/2120098:20:04AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 . - CONTROLS FOR THE-APPLICATION AND LOADS LISTED .. . . Ii •.. . • .,. . S . . . 6 - 16 6 5. I . . . . . . . . Product Diagram is Conceptual. I LOADS: . 0 • . . Analysis is for a Joist Member. . . . . . . Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 40.0 Dead . SUPPORTS: . . 5 .. . . . . .. . . Input Bearing Vertical Reactions Ply Depth Nailing Detail Other. Width Length (Ibs) .. . Depth . Live/Dead/UpliftlTotal . . ParallamPSL 3.50" Ha'riger 322132210/643 1 9.50" N/A Hi: Face Mount None . '- "Hanger......-,:.--.'.-.'-- 2 Stud wall 3:50" . 2.25". 318/318/0/637 . N/A N/A • N/A A3: Rim Board 1 Ply 1 1/4"x9 1/2" 0.8E TJ-Strand I . . . . Rim Board® -See iLeveI8 Specifier's/Builder's Guide for detail(s): Hi: Face Mount Hanger,A3: Rim Board . . I HANGERS: Simpson Strong-Tie® Connectors . . Support Model Slope Skew Reverse Top Flange Top Flange . Support Wood I . . Flanges Offset Slope Species 1 . Face Mount Hanger IUT9 0/12 0 No N/A N/A . N/A I -Nailing for Support 1: Face: 8-N10, Top N/A, Member: 2-N1 . . . . DESIGN CONTROLS: Maximum Design Control Result Location . . . Shear (Ibs) 620 557 3159 . . Passed (18%) . Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 620 . . 620 620 Passed (100%) Bearing 1 under Floor loading I Moment (Ft-Lbs) 2402 2402 6123 Passed (39%) MID Span -1 under Floor loading Live Load Deft (in) . 0.192 0.387 Passed (L/96&) MID Span 1 under Floor loading . Total Load Defi (in) 0.385 0.775 . Passed (U483). MID Span .1 under Floor loading TJPro . . . . . 44 . 30 Passed Span 1 . -Deflection Criteria: STAN DARD(LL: U480,TL: 1J240). . . . . -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED &NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 165" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. .., . . . . I PROJECT INFORMATION: . . - . OPERATOR INFORMATION:. GARFIELD (09047) David Thomas . Mike Surprenant & Associates 335 15th Street . . . . . San diego, CA 92101 Phone: (619)531-0757 - S Fax :(619) 531-0758 davidthomas@msaeng.com 2009 by ibevelo-:, Federal Way, WA. . . . Mi andParaliams) are registeredtrademarks of iLeve1'.. I I.rrflg-T.ie) Connectors is a registered trademark of Simpson Strong-Tie Company, inc. : 1 3/4" x 9 1/2" 1 9EMicrollam® LVL @ 12" 0/c / TI-Beam® 6.35 Serial Number: 7004102197 .. . . . User:2 7/2/20098:20:05AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN; Page 2 Engine Version: 6.35.0 . CONTROLS FOR THE APPLICATION AND LOADS LISTED 'U TJ-Pro RATING SYSTEM -the' TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20 Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling -None. A structural analysis of, the deck has not been performed by the program. Comparison Value: 3.13 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Level®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with Level® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been 'provided by the software user. This output has not been reviewed by an iLeveI8 Associate. . -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel@ Distribution product listed above. ... - . "S '' -',--.'-"---' -- a ' .. . 5 . '5 ' • S • ,; ,5• . - 5,_• a PROJECT INFORMATION: ' S , , OPERATOR INFORMATION: S , GARFIELD (09047) - ' David Thomas - Mike Surprenant & Associates ' 335 15th Street 'a ' ' • San diego, CA 92101' ' S • , ' ' Phone: (619) 531-0757 Fax ' (619) 531-0758 S • , ' S ' ' 'davidthomas@msaeflg.com 2009 by iLeve1:, Federal Way, WA. , and Para.l1ams are registered trademarks of iLevelS. S 3tr0n9-Tiel-: connectors is a registered trademark of Simpson Strong-Tie Company, Inc. ' 5 : 1 3/4" x 9 1/2" 1.9E Microllam@ LVL @ 12" 0/c TJ-Bean,®635 serial Number: 7004102197 . . . . lJser:2 7/2120098:20:06AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3, Engine Verson:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group.: Primary Load Group ' . . - . •' ' ' ' ' U . 15 6;00!' . . . . . .' Max. Vertical •Reaction Total (lbs) 643 .. 637 Max. Vertical Reaction Live (lbs) 32,2 ' . '' 318 Selected Bearing Length (in) ' . " 2.25(W) Max. Unbraced Length (in) . ' ' ' 185 S . .5 .5 .. . .... . Loading on all spans, LDF = 0.90 , 1.0 Dead . . . . Shear at Support (lbs) •, 278 . -275 , . . . Max Shear at Support (1b)' 310. -310 Member Reaction (lbs) 310 . 310 U . Support Reaction (lbs) , 322 . ' 318 .. ' . . . . Moment (Ft-Lbs) .. , 1201 a .. . . . .•. •" . . ' roading on all spans, LDF = 1.00 ,.1.0 'Dead + 1.0 Floor S Sheaf at Support (lbs) ' ' , 557 ' -550 Max Shear at ' Support (lbs) ' 620 ' -620 . Member Reaction (lbs) ' . 620 620 a . Support Reaction (lbs) ' . 643. . . '- 637 Monc'it (Ft-Lbs) - 2402- - ' Live Deflection (in) . ' . 0.192 5 . TotalDeflection (in) , , 0.385 u.. :' ': ' ' .'' , . '• . a . a PROJECT INFORMATION: ., ' ' OPERATOR INFORMATION: GARFIELD (09047) . David Thomas . Mike Surprenant & Associates 335 15th Street San diegO, CA 92101 Phone: (619) 531-0757 .. Fax (619)531-0758 . . davidthomas@rnsaeng.com /righl: 2009 by iLevelx, Federal Way, WA.. . . . and Paral1anm' are registered trademarks of iLevek'. ii. ..n Strong-Tie Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. S a MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEETNO. ________________________ OF____________________ CALCULATED BY_________________________ DATE CHECKED BY DATE SCALE STUD WALL DESIGN - ASD (2006 IBC Chap 13'&'2065. NDS) Trial Stud Size:.3x8 Spacing 16 0 Trial Stud Grade #2 Plate Height 27 ft 0 fl Input Data Value Reference Width of Stud 2 5 (in) By Design Depth of Stud d = 7.25 (in) Height I. = 319.5 (in) Slenderness Ratio lid = 44 1 Slenderness Okay - £DL+FLLApplied -- 432(p11) RLL Applied P2 app 0.(P if) Wind Load W = 17.06. (psf) IBC Section 1609 Table Allow Bending Stress Fb = 900 (psi) NDS Supp Table 4A Modulus of Elasticity t E = 1600000 (psi) Minimum Modulus of Elasticity Emin = 580000 (psi) Table Allow. Compr Perp to Grain F = 625 (psi) Table Allow. Compr ParlI to Grain F = 1350 (psi) Size Factor (Bending) CF = 1.2 Size Factor (Compr Parll To Grain) C = 1 05 Lumber Type Factor c = -0.8 NDS Section 3.7.1.5 Load Duration Wind CD = 1.60: Roof CD = .1.25' NDS Table 2.3.2 Repetetive Member C = 1115 NDS Section 4.3'.9'. Bearing Area Cb = :1115 NDS Section 3.1.0.4 Load Case #1 Check Vertical Loads Only Actual Stud Axial Load Pact = 576.00 lbs Allowable Sill Compressive Stress F 1 = 718.75 psi NDS Table 4.3.1 Allowable Sill Axial Load:Paii. w = 13027 34 lbs a Sill Bearing Okay Maximum Stud Axial Stress :31.78 psi By Design Allowable Mm Modulus of Elasticity Emin' = 580000 psi NDS Table 43 1 Critical Buckling Design Value FcE = 245.40 psi NDS Section 3 7 1 5 Partly Factored Compressive Stress = 1771 88 psi NDS Section 3 7 1 5 Column Stability Factor C,, = 0.134376 Allowable Compressive Stress F' = 238.10 psi Vertical Loads OR Load Case #2 Check Vertical + Lateral Loads (Load Combination D+L+W) Maximum Stud Axial Stress (No RLL) = 31.78 psi Partly Factored Compressive Stress F* = 2268 00 psi Column Stability Factor C = 0.115 Allowable Compressive Stress F 261":.80 psi Vertical Loads OK Maximum Bending Moment:Mmax = 2015.61 ft-lb Maximum Bending Stress = 1104.39 psi Allowable Bending Stress F b = 1987.20 psi Lateral Loads OK Combined Stresses fb ( 1 F' — ' 0653 1 f,/F E, b\. C) _______________________ \. C) l3x8DF#2(16 in. oc OK I Job# 09047 Prin1e: 9 JUL 2009, 1:09PM Mike Surprenant & Associates Title: GARFIELD RESIDENCE _-. 335 15th Street Dsgnr: San Diego, CA 92101 Project Desc.: \ JJ Tel. (619) 531-0757 Project Notes: '-Fax. (619) 531-0758 S - ••• . . __________________________________________ • Description : Stairway Steel a General Information Code Ref 2006 IBC, AISC Manual 13th Edition • Steel Section Name: HSS3-112X3-112X318 Overall Column Height 24.0 ft Analysis Method : 2006 IBC & ASCE 7-05 . Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade A-500, Grade B, Fy = 46 ksi, Carbon Steel Fy: Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns: • . E : Elastic Bending Modulus 29000.0 ksi X-X (width) axis: Fully braced against buckling along X-X Axis. Load Combination: . Allowable Stress Y-Y (depth) axis Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations a Column self weight included : 351.49 lbs * Dead Load Factor AXIAL LOADS ... . S. Axial Load at 24.0 ft 0=2.0 LR= 1.0.L= 1.0k a BENDING LOADS... Lat. Point Load at 8.0 ft creating Mx-x, W = 0.6150 k . . . • Lat. Point Load at 16.0 ft creating Mx-x, W 1.152 k . . . - --DESIGNSUMMARY--_----- • Bending & Shear Check Results . . . PASS Max. Axial+Bending Stress Ratio = 0.6448 : 1 Maximum SERVICE Load Reactions.. a Load Combination . +D+W+H lop along X-X . 0.0 k Location of max.above base . 0.0 ft Bottom along X-X 0.0 k At maximum location values are... . . Top along Y-Y . 0.6884 k a Pu : Axial 2.351 k . : Bottom along Y-Y 1.079 k Pn / Omega: Allowable . 112.66 k a Mu-,x' Applied 6.829 k-ft Maximum SERVICE Load Deflections.... Mn-x/ Omega: Allowable 10.765 k-ft Along Y-Y :1.820 in at 14336ff abovebase a Mu-y: Applied . 0.0 k-ft for load combi nation :W Only Mn-y I Omega : Allowable . 10.765 k-ft Along X-X 1 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.03664 :1 Load Combination i-D+W+H Location of max.above base . 0.0 ft At maximum location values are. . Vu : Applied • 1.079 k Vn/ Omega: Allowable' 29.439 k Load CombinatiónRsiilt • Maximum Axial + Bending Stress Ratios Load Combination - Stress Ratio Status Location S • 0.021 PASS 0.00 ft D+L+H . 0.030 PASS 0.00 ft +D+Lr'i-H • 0.030 PASS 0.00 ft . +Ds0750Lr-+0750L+H . 0.034 PASS 0.00 ft ~D+W+H • 0.645 PASS 0.00 ft ±D-1.OW+H 0.645 PASS 0.00ff +D40750Lr40750L-0750W+H 0.493 PASS 0.00 ft +D+0750Lr-+0750L-0750W+H . . 0.493 PASS 0.00 ft -040.750L+0.750S40.750W+H 0.490 PASS 0.00 ft -D0.750L-'0.750S-0750W+H 0.490 PASS 0.00 ft 0.60D+W+H • . 0.641 PASS 0.00 ft +060D.1OW+H . 0.641 PASS 0.00 ft MvimiimPáfinn iInfii'frrgd, . Maximum Shear Ratios Stress Ratio Status Location 0:000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 .PASS 0.00 ft 0.000 PASS 0.00 ft 0.037 PASS 0.00 ft 0.037 PASS 0.00 0.027. PASS 0.00 ft 0.027 PASS 0.00 ft 0.027 PASS 0.00 ft 0.027 PASS . 0.00 ft 0.037 PASS 0.00 ft 0.037 PASS 0.00 ft Note- Only non-7prn rprjig-nn,c are listed X-X Axis Reaction . Y-Y Axis Reaction Load Combination @ Base . @ Top @ Base @ Top DOnly . . LrOnly • • • LOnly S • Mike Surprenant & Associates .. Title: GARFIELD RESIDENCE Job # 09047 335 15th Street Dsgnr: . . - San Diego, CA 92101 Tel. (619) 531-0757 Project Desc.: Project Notes: Fax. (619) 531-0758 . Printed: OJUL 2009, 1:091`10 S • c ee 0 umn File F \Pmjects\2009\09047-Garfield-Wnght\03-Engineenng\Calc Templates\09047-gartield ec69 ENERCALC INC 1983-2008 Vet 60221 Description Stairway Steel Column . a . .. .., .. .. Maximum Reactions Unfactored Note Only non zero reactions are listed a .. . . . X-X Axis Reaction ' Axis Reaction Load Combination - @ Base . © Top @ Base . ©Top a . Lr-'L+S . . . . . . . W Only . . . . 1.079 -0.688 -W Only . . •• -1.079 0.688 a D+1r . : . . . . . . . .. Maximum Deflections for Load Combinations Unfactored Loads a Load Combination Max. X-X Deflection Distance . Max. Y-Y Deflection Distance D Only 0.0000 in '. 0.000 ft 0.000 in 0.000 ft a Lr Only . 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only . . 0.0000 in 0.000 ft 0.000 in 0.000 ft a Lr'+t+S 0.0000 in 0.000 ft . 0.000 in 0.000 ft WOnly . 0.0000 in 0.000ft -1.820 in 14.336 ft -W Only • . 0.0000 in 0.000 It . 1.820 in . 14.336 ft. • a . . . 010000 in . .. . 0.000 ft 0.000 in 0.000 ft - SteI Seion Properties-p HSS3 fI2X3ii2X3I8- a Depth . = • . 6.49 mM • . J = . 11.200 inM . Web Thick 0.000 in • S xx . . 3.71 inA3 a Flange Width = • 3.500 in . R xx = . 1.260 in Flange Thick . • 0.375. in , . . . . • . . . a. Area = 4.090 in12 I = • 6.490 mM •. Weight . 14645 pit S yy 3.7 1.0 in°3 . Ryy = • 1.260 in a . .. . a Ycg . = 0.000 in . . . . i .. . • . a ... MY. Loads -ad I Loads are total entered value. Arrows do not reflect absolute direction. a .. . .., . a . ... . a • . . . .. . .. . . •. a . . . . . a • a a ... •' Mike Surprenant Job tYO1fl & Associates Sheet No. Fof Consulting Structural Engineers Calculated by - Date Checked by Date WIND DESIGN • .•. .• Main Wind Force Resisting System: • Method Used = Analytical Procedure a Maximum Building Height (z) = 30 feet : . Design Wind Speed = 85 mph (85 mph for California) • Kd = 0.85 .. . . . N 1= .1.00 .., Exposure Category =1 Cj (per ASCE-7,6.5.6.3) •.. . - a . . 0.98. tJii r - R G= 085 Gcpj = 0.18 . Cp = 0.80 and -0.5 (windward and leeward walls) . . l 15.44 pst P=I 17.p6lpsf . . . a CHOSEN EXPOSURE = a Exposure a I Lg a BA a 1 B C £ I Lmin B 7.0 1200 0.14 0.84 0.25 0.45. 0130 320 0.33 30 C 9.5 900 0.11 1.00 0.15 1 0.65 0.20 1 500 0.20 . 15 D . 11.5 700 1 0.09 1 1.07 1 0.11 . 0.80 1 0.15 1 650 1 0.13 1 7 - . . ':. ,. . .. . •LI, SEISMIC DESIGN Method used = Equivalent Lateral Force Procedure ., . . . . Occupancy Category =.,2 .. (1,2,3,4) (Residential = 2) R=I6.5 . (6.5 for wood shear Walls) . I =1.0 (Residential .= 1.0) . . Site Class = D . (A,B,C,D,E) • . Ss = 1.250 g (0.2 sec) . . F. = . 1.0 Sos = 0.83 g Si = 0.500 g (1 sec). F '= 1.5 . S01 = 0.50 9 Seismic Design Category (DS) = D (Use the worst case seismic design category) SeismicDesignCategory(SD1)=_D . - Ta 0.26 . Sec , Cs0.13 ., . . . Csmax = 0.30 . . . .. . - .. Csmjn = 0.01 - •. - Csactlol2s •I •• . =PrI . 1.31 c . .V F 0.1191Wx (CSact*p)*WxI1.4 Fa F 5s Values •• S1 Values Site Class . 0.25 0.5 0.75 • 1 :50.1 0.2 0.3 0.4 A 018 . 0.8 . . 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 B ' 1.0 1.0 1.0 10 1.0 .1.0. 1.0 1.0 1.0 1.0 C ,1.2 1.2 1.1 1.0 . .1.0 1.7 . 1.6 1.5 1. 1.3 D • 1.6 1.4 1.2 1.1- - 1.0 2.4 2.0 1.8 1.6 . 1.5 E 2.5 1.7 1.2. 0.9 0.9 - 3.5 3.2 2.8 . 2.4 2.4 V 1 a JOB___________________ MIKE SURPRENANT SHEET NO. ______________OF & ASSOCIATES CALCULATED BY P1 DATE________________ Consulting Structura1.Engieers CHECKED BY________________________ DATE - SCALE - W (DEAD LOADS) (SEISMIC) ROOF WEIGHT Diaphragm = LBS Exterior Wall -Weight \o c / i1O L \1ft LBS [intenorwa1LWe1ghtE y - LBS Total Weight (Tnbutary to Diaphragm) = H2_ ')07 2. LBS 3 FLOOR WEIGHT Diaphragm = %j Ob LBS Exterior Wall Weight = x L * \ bW 2-.?-OD LBS Interior Wall Weight= T S (p LBS Total Weight (Tributary to Diaphragm) = b?b LBS FLOOR WEIGHT Diaphragm = (o ±7' > Lib F's LBS Exterior Wall Weight= y ?S __x _\% _L __+ LBS Interior 'Wall Weight = /_7_? _'_\_%5 _+_1t ________________\_ LBS Total Weight (Tributary to Diaphragm) LBS TOTAL DEAD LOAD, Wt -: _____________23)5LBS- BASE SHEAR, V = _p_q 'Wt= 3 5 LBS UNIT SHEAR, v = V / Area (Applies to single level structures only) = ____________________________________ PSF MIKESURPNANT if & ASSOCIATES Consulting Structural Engineers JOB SHEETNO. ________________________ OF____________________ CALCULATED BY I DATE CHECKED BY________________________ DATE SCALE LATERAL LOAD DISTRIBUTION DIAPHRAGM wx h w,, hx wx,hx px = w, _,__( ) I w, hi A v,,= (F IA) LEVEL (k) (ft) (k-It) Ywi h1 (lbs) (ft2) (psf) ROOF 102 Z(p,5 \\15 3.3L FLOOR. 01 4 z _ 31 19 5L FLOOR lC)]t 1,5 G3 0_2 '9)73L ______________ lbs ISIlEARWALL DESIGN LATERAL LOADSI WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vt) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM: N-S: WIND: P \1.()0 (psf) x (ft) = o3 _(pit) SEISMIC: v (oiS _(psi) x __ (It) = 155- (plf) f'( GOVERNS E-W: WIND: P l.CD (psf) x (4) (ft) = tc)3_(pit) SEISMIC: v A0. -Is _(psi)x i- (ft) = \7_2 _(ph) tSE'4C GOVERNS -- -LEVEL DIAPHRAGM: A 7- N-S: WIND: PD .O (psi) x ok (It) = 5' _(pit) SEISMIC: v, IO _(psf) x (ft) = 1 (pit) E-W: WIND: P (psi) x 9 (ft) = \5i(pit) SEISMIC: v, O.)\O(psi) x 31 (It) = ?\2-(pit) LEVEL DIAPHRAGM: A_________ (It2) N-S: WIND: P i.Ot f) (psi) x 9 (ft) = .5L1 (p11) SEISMIC: v,, (psi) x 9() (It) = \t (pit) E-W: WIND: P t1.OQ (psi) x l (ft) = 51 _(pit) SEISMIC: v,,.4-(0&', (psi) x -1Z_ (it) = \CO (phi) GOVERNS GOVERNS GOVERNS GOVERNS S MIKE SURPRENANT ft & ASSOCIATES Consulting Structural Engineers JOB SHEET NO.________________________ OF____________________ CALCULATED BY_________________________ DATE CHECKED BY DATE SCALE SHEAR WALL DESIGN rf• Story Shearwalls .Direction Unit Lateral Load,.* psf (T-oTh-77Q 4, Gridline ( )( + sq ft Tributary Area (This Level) 9 O 9 €P Lbs Lateral Load (This Level) Lateral Load (Level Above) — Lbs Total Load All Levels) F. 4P 0 & Lbs $hearwall(s) Length S UnitWall Shear,v:=F/L= • pif.. :. •.. - - - ---- -_ Shearwall Type Overturnmg L = ft Okay by Inspection 1 10)8 Lbs Uplift = _(511 Holdowri Anchor Type: i LLJ /41fr5Z. OP— P /r4$r.4-83 (5)(13 00):3. ft Tributary Area (ThisLevel) sq. Lateral Load (This Level) ! I (p Lbs Lateral Load (Level Above) - Lbs Total Load (All Levels) F = I, r Lbs 7 Shearwall(s) Length L = ft Unit Wall Shear v=FIL = J(Q plf Shearwall Type::..' ype ([) ft Okay by Inspection Overturning L = Uplift Lbs Holdown Anchor Type ft Tributary Area (This Level),. sq. 4; 59z... Lbs Lateral Load (This Level) Lateral Load (Level Above) _________________________________________________________________________ Lbs Total Load (All Levels), F = , 57 Z Lbs Shearwall(s) Length, L = ___ ft Unit Wall Shear v=FIL = Dl(DXO plf t Shearwall Type (TJ Overturning L = jZ_6kay by Inspection Uplift = ________________________________________________________Lbs Holdown Anchor Type JOB_______________________ MIKE .SURPRENANT . S & ASSOCIATES SHEET NO.______________________ OF__________________ Consulting Structural Engineers CALCULATED BY________________ DATE •__________________ CHECKED BY________________________ DATE SCALE . ______ StOrY Shearwalls..: :Direction •. . UtLateralLoad;v= 5 p Gridline (441) (33(6i(I Tributary Area (This Level) sq..ft Lateral Load (This Level) 1( 3 Lb Lateral Load (Level Above) - Lbs Total Load (All Levels) F = 4-( Z5 3 Lbs Shearwall(s) Length L = ft Unit Wall Shear, v=F/L = J €i plf LhearwallType - - Overturning L = __________ ft _jkay by Inspection uplift.= Lbs Holdown Anchor Type ()(3 ( &4 Tributary Area (This Level) Lateral Load This Level) Lbs Lateral Load (Level Above).':- Lbs Total ad (A Lo ll Levels) F,, Lbs Shearwall(s) Length L = 1 ft Unit Wall Shear, v = F,,IL = 555 plf Shearwall Type (3} Overturning L 4 ft Okay by Inspection + ++O Uplift = (55) (6) Lb Holdown Anchor Type xis ri '- Gridtine ) ( ) (c) I 1) Tributary Area (This Level) -sq.ft Lateral Load (This Level) I £5k Lbs Lateral Load (Level Above) _________________________________________________________________ Lbs Le / Total Load (All vels) F,, = /, C, Lbs Shearwall(s) Length L Unit Wall Shear '-v = 1.- & plf Shearwall Type::() Overturning: L = ft Okay b Inspection Uplift=(&)(11)fOeO((T1(C0(J Lbs Holdown Anchor Type [] / 3 > Story Shearwalls ______ Direction Unit Lateral Load, v = lO 0 t9 psf Gridhne ,4 (t Tributary Area (This Level) - sq. ft Lateral Load (This Level) Lbs Lateral Load (Level Above) (/tA' 2—1 (Z3' (Ci' / 5 R F) 1,3 7-1, Lbs Total Load (All Levels) F= Ft , -O Lbs Shearwall(s) Length Unit Wall Shear, v = FAIL = Z-.Z- ' plf Sheawa1L-Tpe Overturning = CQ ft Okay by Inspection ,J Uplift =(7-Z-o)t I) 5.. 3°c' Lbs Holdown Anchor Type r r t GridlineA . .TribüAeâ..(ThisLçvel):. _( (i\± ()) (o) .•. -. ... . . 3f .... - Lateral Load (This Level) . I j- Lbs Lateral Load (Level Above) (+ 0 1 & 3 43 Lbs fcLci? Total Load (All Levels) F,, = b1 , 52-9 Lbs Shearwall(s) Length L Unit Wall v=FfL = 7-CD P. Shearwall Type (J Overturning L = ft Okay by Inspection Uplift=(?13 7-)(8--o & ft(j)Qb(7r.S Lbs Holdown Anchor Type C Tributary Area (This Level) (k) 14.)(z5i1()18) *' sq ft Lateral Load (This Level) Lbs Lateral Load (Level Above).., IL, f('/'r_J Lbs A , Total Load (All Levels) F,, = , ô93 Lbs Shearwall(s) Length L Unit Wall Shear 'V= = F,,IL plf Shearwall Type (j Overturning .L = _ - ft Okay by Inspection o Uplift= (5 (o I( (c)(tZ,)J_Lbs Holdown Anchor Type MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers -. SHEETNO.___________________________ OF______________________ -CALCULATED BY DATE CHECKED.BY_.., DATE___________________ SCALE . . I ........................,..-,.....,. I m I I I I. I 1 I I I I I S I I I I I. S I I I I I I JOB . 0170 . SHEET NO. OF______________________ J CALCULATED By T DATE CHECKED.BY_. . . DATE SCALE ____ Story Shearwälls. . .•. •.. Direction .......Unit psi. Gridline F Tributary Area (This Level) Z. 9' sq ft Lateral Load (Thism Level):. D, z.-8 Lbs Lateral Load (Level Above) C '1z.-) (4-, 5 z.) Z Z..- 19& Lbs Total Load (All Levels) F,, = 4 Lbs Shearwall(s) Length L = Z-5' ft Unit Wall Shear v = F,,IL - -- SheaTpe — Overturning L 4 Z- ft - Oka y by Inspection Uplift (3 ) () (o, ) $, 3.5 Lbs Holdown Anchor Type Gridline - Tributary Area (This Level) ( Cc[1,) 1i5) sq ft Lateral Load (This Level) Z-, o / Z. Lbs Lateral Load (Level Above) - Lbs q. Total Load (All Levels) F,,= Z, / Lbs Shearwall(s) Length ,L: = - ft Unit Wall Shear v = F,,IL = plf Shearwall Type (} Overturning L = ,- ft Okay by Inspection Uplift C.3,(&' Lbs Holdown Anchor Type Gridhne Tributary Area (This Level) sq ft Lateral Load (This Level) Lbs Lateral Load (Level Above) __________________________ Lbs Total Load (All Levels)Lbs Shearwall(s) Length ,'L.... = ft Unit Wall Shear v =T,',/L. plf Shearwall Type () Overturning L = ft Okay by Inspection Uplift= Lbs Holdown Anchor Type [I] MIKE SURPRENANT W •\ 1 & ASSOCIATES: Consulting Structural Engineers . ,. MIKE SURPRENANT' JOB . & ASSOCIATES SHEET NO. " OF 7) - Consulting Structural Engineers CALCULATED BY_____________________ DATE__________________ S S S 5 CHECKED.BY___________________________ DATE S SCALE .55 , - Story Shearwalls Direction Unit Lateral Load, v = psf Gridhne Tributary Area (This Level) (()ft'(1-('t- _(zJ/')(flf (_%_)('i'O) ___________43° Sq.ft Lateral Load (This Level) _ Z- Lbs Lateral Load (Level Above) Lbs Total Load All Levels) F = 5 t Lbs Shewall(s) Length ar Unit Wall Shear v = F/L Shacwa1l Type - - Overturning L = ft _Okay by Inspection Uphft= Lbs Holdown Anchor Type ) ((- &-o) +(h) (/1 *(1' (z) ( t __(&) (__)_3 1 sq... ft Tributary Area (This Level ' ___.'.. ,33 Lbs Lateral ad(This Level):'- Lateral Load (Level Above) 4, tfy ) Lbs Total Load (All Levels) F = 1' 40 Lbs Shearwall(s) Length L Unit Wall Shear v=FIL = pif Shearwall Type (fJ Overturning L = 1 ft Ok b Irkspection Uplift =(C1 \ ()_—o &[(____1, 4' _Lbs - S Hdldown.Anchor.Type: ............../ .. :. . ..., ....... ........ O1 _ _______7cs-3 Gridline Tributary Area (This Level) ((4f') (j-q sq ft Lateral Load (This Level) 1_,3 3' Lbs Lateral Load (Level Above):____________________________________________________ Lbs fz&i)7 ftcTotal Load (All Levels) F _ ' Lbs Shearwall(s) Length, L = (_J Unit Wall Shear v- FAIL = 61_15 Shearwall Type Overturning L = ft Okay by Inspection Uplift = 3, 5O3 _____Lbs Holdown Anchor Type:ri JOB MIKE SURPRENANT & ASSOCIATES SHEET NO._________________ Consulting StiUCtUral Engineers CALCULATED BY________________ DATE___________________ - CHECKED BY________________________ DATE SCALE I II I S I I I. S I Story Shearwalls Direction Unit Lateral Load, v = psi Gridtine Tributary Area (This evei5)13b)+(V0k')(1 *(Ii..') (cs) sq ft Lateral Load (ThisLevel):.'7- 1 I Lbs Lateral Load (Level Above) Ce, R + 1 Lbs . .• .... : •••:. .'....::.. -:" :1,i Lb )i -ii Shearwalls)Length L =It1t'3 ft Unit Wall Shear, =.FfL = .........5:..3 plf - ... .. . .. 1. • .;. . .1 ....... — Shearwall Type.,(J . . -.. Overturning L = 3 i5 ft Okay by Inspection Uphft= f & Lbs Holdown Anchor Type Gridhne: : . . . . .• :.. •: / . . . i Lc Tributary Area (This Level) (°72) ( -' 1-. (' /._,i (c,+() ((p) + (i)( 7)t f sq ft Lateral Load (This Level) f 2 ' Lbs LateralLoad(LevelAbove) . 40'?3 4- I Lbs Total Load (All Levels),.F,, = I ., "7 Lbs Shearwall(s) Length L = °( 0 ft Unit Wall Shear, v = F,,/L = O plf Shearwall Type:.6J Overturning L = 1 ft Okay by Inspection Uplift = (V) (s,) 3 7-51 Lbs Holdown Anchor Type:.'b. i Gdlm Tributary Area (This Level) (tt /_.) (z-) + (u i_) W)t ( ' (30).4 ? sq ft Lateral Load (This Level) 3 Lbs Lateral Load (Level Above) 3M 4- (-) (L,, o I z-) +,c6e0 Lbs Total Load (All Levels),, = P ° Lbs Shearwall(s) Length L = ( 1J( 1 ft Unit Wall Shear v = F,,IL Shearwall Type Overturning L = 1 ft Okay by Inspection Uphft= ((, a4J (J 4, Lbs .Ido ..An.choTy: •,. •. . . .•.• . . .. ............ L 'H1i$ MIKE SURPR.ENANT & ASSOCIATES Consulting Structural Engineers - JOB SHEET NO. I OF______________________ CALCULATED BY . 2bTT DATE - CHECKED BY • • DATE SCALE . . . •. • . ..... --• . . Story Shearwalls Direction Unit Lateral Load, v = I psf 4,3 Gdh Tributary Area (This Level) (ce) (r q(jfr°) (') (ii) sq ft Lateral Load (This Level) 7-, 55 / Lbs Lateral Load (Level Above) Lbs I Total Load (All Levels) F = /_I t- 5 Lbs Shearwall(s) Length L = Unit Wall Shear, v = F/L = 31 pif Saa1l=Type - Overturning L = ft Okay by Inspection Uplift = ( () Z( S ! Lbs Holdown Anchor Type i 44-f Gridline. . .. . . . . . . Tributary Area (This Level) '-)('4 \ f (' (' .. ... ...... * (ti) (t t ((zJ(z) r('0,)(13) . . . ba sq ft Lateral Load (This Level) + (it j ((5' I Z.- Lbs Lateral Load (Level Above) 1Z. 74(P Lbs Total Load (All Levels) Shearwall(s) Length L = ft Unit Wall Shear, v =.F, /L& plf Shearwall Type Overturning L = f - ft Okay by Inspection Uplift = ((,Q,C () - 4 0 Lbs Holdown Anchor Type Fil Gridhne Tributary Area (This Level) (C) (+ (f 7 / sq ft Lateral Load (This Level) f, 4 6 1 Lbs Lateral Load (Level Above) Z.,3 '1 Lbs Total Load (All Levels) F = 3 . 41 Lbs Shearwall(s) Length, L = ft Unit Wall Shear v=F/L = 3 °' plf Shearwall Type Overturning L = 6' ft Okay by Inspection t7 394 Uplift= (o)() Lbs Holdown Anchor Type JOB_______________ MIKE SURPRENANT p . •0 & ASSOCIATES SHEET NO __________________ OF Consulting Structural Engineers CALCULATED BY_____________________ DATE___________________ CHECKED BY________________________ DATE I U SCALE I. FOUNDATION DESIGN Is IN ALLOWABLE APPLIED LOADS : Allowable Soil Bearing Pressure (ASBP) = Z 0 00 psf (Per Design Criteria) CONTINUOUS FOOTINGS -- Ja 2- - c1 - - -•*. - -t O'%r -. tb4 . MARK CF- I' Ftg Width (b) r - ft Depth of Ftg (h) = ft S WML()W = ASBP (b) = plf USE s "WIDE x -Z+ 'DEEP WITH Z # I. TOP & BOTTOM MARK CF2 Ftg Width (b) = ft Depth of fig. (h) = ft W jjow = ASBP (b) = plf I USE "WIDE x "DEEP WITH # TOP & BOTTOM I S WMAX @ Gndline = _______pif. USE CF- :' WMAX @ Gndhne = pif USECF- WMAX @ Gridline = p11 USE: CF- : WMAX @ Gndline if USE CF- .1 U U : JOB________________ — MIKE SURPRENANT I & ASSOCIATES SHEET NO. OF______________ J• Consulting Structural Engineers CALCULATED BY______________________ DATE CHECKED BY_________________________ DATE I .. .. . SCALE . U JOB SHEET NO. 9 OF CALCULATED BY______________________ DATE - CHECKED BY_________________________ DATE SCALE . MIKE SURPRENANT W \ 1 & ASSOCIATES Consulting Structural Engineers I. U Mike Surprenant & Associates Title Garfield Residence Page • '_ijJ' '- 336 16th Street Job # 09047 Dsgnr: D.T. Date: JUL 10,2009 - II V Jr San Diego, CA 92101 m Description.. V Cantilevered Retaining Wall (2-6 Max) - Tel (619) 531-0757 11 Fax (619) 531-0758 V This Wall in File: f:\projects200909047-'garfield-wright03' Retain Pro 2007 8-Mar.2009, (C) 1989-2009 V V V www.retainpro.com/supportforiatestreiease Cantulevered Retaining Wall Design Code: CBC 2.007 •' lB Registration # RP-1 168395 RP2007 0 Criteria Soil Data Footing Dimensions & Strengths • Retained Height = 2.50 ft Allow Soil Bearing = 2,000.0 psf Toe Width 0.75 ft . V Equivalent Fluid Pressure Method . Heel Width V 1.25 V Wall height above soil = 0.00 ft Heel Active Pressure =. 350 .psf/ft Total Footing Width 2.00 Slope Behind Wall = 40.00: 1 Toe Active Pressure = 35.0 psf/ft V Footing Thickness - - = V 24.00 in Height of Soil over Toe = 0.00 in Passive Pressure = V 250.0 psfift Key Width - = 0.00 in Water height over heel = 0.0 ft Soil Density Heel = 11000 pcf K Depth = 0.00 in V , V Soil Density, Toe V V V 0.00 pcf Key Distance from Toe - = 0.00 ft V V Wind on Stem = 0.0 psf V FootingSoil Friction V 0.300 V V ft = 2500p5i Fy = 60,000 psi Vertical component of active ignore Soil height to . Footing Concrete Density = 150.00 pcf V V lateral soil pressure options: V V for passive pressure = 0.00 in Mm. As % = 0.0018 V .V USED for Soil Pressure. V V V V Cover @ Top 3.00 in @ Btm.= 3.00 in V V V NOTUSED for Sliding Resistance. V V V V V V V V V V V USED for Overturning Resistance. • Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf,..V Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs I UV Surcharge- Over Toe -= ...........0:0 psf -- - - V VV•V = Height to Bottom = 000 t Eccentricity V 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem V V V Footing Type Line Load Base Above/Below Soil - 0.0 ft V Axial Dead Load •V 750.0 lbs V V V . at Back of Wall - V V Axial Live Load = V 500.0 lbs V : . -. V V . Poisson's Ratio V V = 0.300 Axial Load Eccentricity 0.0 in V V V V V V V V 'Design Summary , Stem Construction I V Top Stern V V V . Wall Stability Ratios Design Height Above Ftç ft= : 0.00 - . Overturning ' 4.32 OK V Sliding V = V 3.56 OK Wall Material Above "Ht". = Masonry Thickness V V = 8.00 Rebar Size . . = V 5 'Total Bearing Load =. 2,304 lbs . . . Rebar Spacing V = 16.00 resultant ecc. = 0:79 in - V Rebar Placed at = Center . .• V I V • Design Data Soil Pressure © Toe = 1,380 psf OK V fb/FB + fa/Fa = 0.124 VV V V V Soil Pressure © Heel = 924 psf OK Total Force Section lbs = 109.4 V V - . Allowable = 2,000 psf Soil Pressure Less Than Allowable. . -. Moment Actual ft= 91.1 V VVVV 4 V - V Moment.....Allowable = 1,1.36.9 'Ad Factored @ Toe = 1,705 psf - Ad Factored @ Heel = 1,141 psf. . 'Shear.....Ptual psi= . .2.8 Footing Shear @ The = . 3.8 psi OK - ea ..... owa Psi - V V V Footing Shear @ Heel = 0.6 psi OK Wall Weight = 78.0 . . ... 'cl in = 3.75 V -V Allowable . = 75.0 psi Rebar Depth . Sliding Calcs (Vertical Component NOT Used) . LAP SPLICE IF ABOVE in= 30.00 LAP SPLICE IF BELOW in' - . Lateral Sliding Force = . 284.4 lbs, HOOK EMBED INTO FTGin= 7.00 . V less 100% Friction Force = 511.6 lbs less bOb Passive Force - - 500.0 lbs Masonry Data fm psi = 1,500 Added Force Req'd = . .0.0 lbs OK . - Es . . - psi . 206OO for 1.5 1 Stability = 0 0 lbs OK Solid Grouting = Yes Load Factors .Building Code V VV - CBC 2007 Modular Ration' . = 21.48 Short Term Factor . .1.000 -. Dead Load 1.200 . Live Load . 1.600 . Equiv. Solid Thick. . in 7.60 Earth, H . 1.600 - Masonry Blck Type = Medium Weight Wind W .1.600 . . Masonry Design Method = V ASD V Seismic, E - 1.000 Concrete Data ft = . V psi V V . Fy. . psi .= .. ,. a - I V . ... V & Associates Title Garfield Residence . Page: /g lU . Mike Surprenant - - - 335 15th Street '. Job # 09047 Dsgnr: D.T. Date: JUL 10,2009 San Diego, CA 92101 . . Description.... . .. Cantilevered Retaining Wall (2'-6" Max) Tel. (619) 531-0757 - -.. .. -- Fax (619) 531-07•58 . This Wall in File: f:projects200909047—garfield—wright\03 Retain Pro 2007 8-Mar-2009, (C) 1989-2009 ,www.retainpro.comisupport for latest release Ca nti . . . . levered Retaining Wall Design. . Code:. CBC 2.007 Registration #:-RP-1 1683 95 RP2007-0 Footing Design Results - . Toe . Heel Factored Pressure =, 1,705 1,141 psf Mu': Upward = --O 341 ft-# - ' . . . . , . . . •, . - Mu': Downward = 0- ' 286 ft-# . • . . - S . . Mu: Design . 146 55 ft-# Actual 1-Way Shear = 3.78 '0.62 psi ........ . . . . , . - . Allow 1-Way Shear = 75.00 -. 75.00 psi Other Acceptable Sizes & Spacings . . . ..-. . - Toe Reinforcing = None Spec'd ,• Toe: Not reqd, Mu <S * Fr Heel Reinforcing = None Specd . Heel: Not req'd, Mu < S Fr Key Reinforcing = None Spec'd . Key: No key defined . . . . .. . Summary of Overturning Resisting ,& Forces & Moments . - ' . ...:OVERTURNING . . RESISTING..... Force Distance .. Moment Force Distance Moment • . Item . lbs ft ft-# - - '. . . . . lbs ft - ft-# Heel Active Pressure = 354.4. . 1.50 . 531.6 , Soil Over Heel . = . 160.4 1.71 274.0 Surcharge over Heel = . '. . * . - Sloped Soil Over. Heel = . . ... ..• 0-- Surcharge Over Toe - = _• . AdjacentFoàtiiig Load - = ......- . ...... . 'Adjacent Footing Load - .. Axial Dead Load on Stem= 750.0 1.08 812.5 . Added Lateral Load . = .. . * Axial Live Load on Stem. = • 500.0 1.08 541.7 Load @ Stem Abve Soil = - Soil Over Toe Surcharge Over Toe S. • .- . . . Stem Weight(s) = 195.0 . - 1.08 2113 .. Earth @ Stem Transitions= . . .. . . 'Total . . = 284.4 O.T.M. 484" = .9 ' Footing Weighl' . 600.0 1.00 . - 600.0'- Resisting/Overturning Ratio = , 4.32 . .' Key Weight . . = . -• . Vertical Loads used for Soil Pressure = 2,304.2 lbs . ., Vert. Component • = . 988 2.00 197.5 Vertical component of active pressure used for soil pressure . Total = 1,804.2 lbs R.M. - 2,095.3 S * Axial live load NOT included in total displayed or used for overturning . resistance, but is included for soil pressure calculation. - -. DESIGNER NOTES: . . . . .- . . 0 4 0 S I 0 0 U: .-..,.. ....: S.. U U I .,... S . ... '-S . S -. I I . I Stem Construction Design Height Above Ftc ft= Wall Material Above 'Ht = Thickness . = Rebar Size = Rebar Spacing = Rebar Placed at = .Design Data fb/FB+fa/Fa = Total Force @ Section lbs = Moment .... Actual ft-#= Moment.....Allowable = Shear .Actual psi = Shear.....Allowable psi= Wall Weight = Rebar Depth 'd in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in. Masonry Data fm . psi= Fs . . . . psi= Solid Grouting = Top Stem Stem OK 0.00 Masonry 8.00 .# 5. 1600 Center 0.378 280.0 373.3 1,136.9 7.0 38.7 78.0 3.75 30.00 7.00 1,500 20,000 Yes Modular Ratio 'n' = 21.48 Short TermFactor Equiv. Solid Thick. in= 7.60 Masonry Block Type . . = Medium Weight Masonry Design Method . = ASD Concrete Data f'c psi= Fy psi Mike Surprenant & Associates Title : Garfield Residence Page: - 335 15th Street. Job# :09047 Dsgnr: D.T. Date: JUL 10,2009 San Diego, CA 92101 .. Description.... Tel. (619) 531-0757 Cantilevered Retaining W411(4'-O" Max). - Fax (619) 531-0.758 This Wall in File: Retain Pro 2007 8-Mar-2009. (c) 1989-2009 . . . . www.retainpro.comlsupportfor latest release Cantilévered Retaining' WaH Design . Code: CBC 2007 Reglstratlon.#: RP-1168395 . RP2007-Q . . Criteria Retained Height =4.00 ft 4 Wall height abOve soil = 0.00 ft Slope Behind Wall - = . 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = - 0.0 ,ft Wind on Stem . = 0.0 psf Vertical component of active lateral soil pressure options: .USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Soil Data Allow Soil Bearing = 2,000:0 psf Equivalent Fluid Pressure Method Heel Active Pressure . = 35.0 psf/ft Toe Active Pressure = 35.0 psflft Passive Pressure . = 250.0 psf/ft Soil Density, Heel = .110.00 pcf Soil Density, Toe 0.00 pcf FoótingISoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 1.50 Total Footing Width . . = 3.00 Footing Thickness = 24.00 in Key Width . 0.00 in Key Depth = 0.00 in Key Distance from.Toe 0.00 ft = . 2,500 psi Fy 60,000 psi Footing Concrete Density = . 150.00 pcf Mm. As % = 0.0018 Cover @ Top 3.00 in . © Btm.= 3.00 in Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge.Over Heel . - = 0.0 psf Lateral Load . 0.0 #Ift Adjacent Footing Load = 0.0 lbs Width . Used-To-ResistSlid 4 qing -Height. to Top .=..- FootiflL_ 0.00 ft 0 00 in Surcharge Over Toe = 0 0 psf height to Bottom = - 0:00 ft = Eccentricity. - Used for Sliding & Overturning . . . . Wall to Ftg C1 Dist . = . . 0.00 ft Axial Load Applied to Stem . . . Footing Type Base Above/Below Soil - Line Load 00 ft Axial Dead Load = 750.0 lbs . . . . . . - . at Back of Wall Axial Live Load . = 500.0 lbs . . Poisson's Ratio . = 0.300 Axial Load Eccentricity = 0.0 in . . . Design Summary I Wall Stability Ratios Overturning = 3.93 OK Sliding . .= 2.14 OK. Total Bearing Load = 3,004 lbs resultant ecc. . = -. 0.13 in Soil Pressure @ Toe = . 1,023 psf OK Soil Pressure @ Heel = 980 psf.OK Allowable . . = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = . 1,224 psf ACI Factored@ Heel = 1,173 psf Footing Shear © Toe = 5.2 psi OK Footing Shear @ Heel = 0.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 560.0 lbs • less 100% Passive Force = - 500.0 lbs less 100% Friction Force = - 698.6 lbs Added Force Reqd = 0.0 lbs OK for 1.5: 1, Stability = 0.0 lbs OK Load Factors .. Building Code CBC 2007 Dead Load . 1.200 Live Load . . . 1.600 Earth, H . 1.600 Wind, W . - 1.600 Seismic, E 1.000 Residence Page. Mike Surprenant & Associates Title Garfield . 335 15th Street : ... Job# : 09047 . Dsgnr: D.T. Date: JUL 10,2009 - San Diego CA 92101 Description Cantilevered Retaining Wall (4-0 Max) Tel (619) 531-0757 Fax (619) 531-0758 . . This Wallin File: f:1 .. . Retain Pro 2007 8-Mar-2009 (C) 1989.2009 www.retainpro.comlsupport for latest release Cantilevered . Retaining Wall Design . . Code: CBC,2007 on Registration # RP-1 168396 RP2007 Q Footing Design Results Toe Heel Factored Pressure = 1,224 1,173 psf Mu Upward = 0 589 ft-# Mu Downward = 0 678 ft-# Mu Design = 597 89 ft-# Allow 1-Way Shear = 75.00 75.00 psi 'Actual 1-Way Shear = 5.19 0.15 psi Other Acceptable Sizes & Spacings- - Toe Reinforcing = None Spec d Toe Not req d Mu <S Fr Heel Reinforcing = None Specd Heel:. Not req'd, Mu <S *Fr .. Key Reinforcing = None Spec d Key No key defined Summary of Overturning & Resisting Forces & Moments . . . • . . . . . RESISTING...... OVERTURNING - Force Distance Moment . Force. Distance - Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 -2.00 '1,260.0 Soil Over Heel = 366.7 2.58. 947.2 Surcharge over Heel = --' '-.- . . . . Sloped Soil Over Heel . . -ToeActive'Pressure Surcharge Over Toe, ='' - Adjaent Footing ........... Adjacent Footing Load = Axial Dead Load on Stem= 750.0 1.83 1,375.0 Added Lateral Load = Axial Live Load on Stem = 500.0 1.83 916.7 - Load © Stem Above Soil = ' - - Soil Over Toe - Surcharge Over Toe = S ' Stem Weight(s) 312.0 1.83 572.0 Earth @ Stem Transitions = Total = 560.0 O.T.M. 1,213.3 Footing Weighi = '900.0 1.50 11,350.0 . .. Resisting/Overturning Ratio . - = 3.93 - -, Ke'y Weight . - = - - Vertical Loads used for Soil Pressure = 3,004.3 -lbs - .Vert:Component 175.6 3.00 526.8 Vertical component of active pressure used for soil pressure -. -Total = .2,504.3 lbs R.M.= 4,771.0 - - S.-- Axial live load NOT included in total displayed or used for overturning - resistance, but is included for soil pressure calculation. - - S - DESIGNER NOTES: • - - . S 5 . - - S * S • • -- . -. S S S • U-, - . , S -; •, ,.. --. -S I I- -- - -. H, . - -• I Page4__ Mike Surprenant & Associates Title :. Garfield Residence U' 335 15th Street Job # : 09047 Dsgnr: D.T. Date: JUL 10,2009 in San Diego CA 92101 Description.... I. . Tel. (619) 531-0757 - Restrained Retaining Wall (4-0' Max) Fax (619) 531-0758 S This Wall in File: f:\projects200909047-garfield-wrightO3- Retain Pro 2007 8-Mar-2009, (C) 1989-2009 www.retainpro.com/support for latest release Restrained . Retaining Wall Design Code: CBC 2007 Registration #: RP-1168395 RP2007-0 . Criteria Soil Data . • Footing Strengths & Dimensions Retained Height 4.00 ft Allow Soil Bearing = 2;000.0 psf Toe Width =. 1.50 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method . Heel Width = . 1.50 Total Wall Height = 4.00 ft Heel Active Pressure = 60.0 psf/ft Total Footing Widft = 3.00 Toe Active Pressure = 60.0 psf/ft . Footing Thickness . . = . 24.00 in . . . . Top Support Height = 3 Passive Pressure = 250.0 psf/ft Key Width = -0.00 in Soil Density = 110.00 pcf Key Depth = 0.00 in Slop Behind Wal = 0.00:1 Footing I Soil. Frictior 0.300 Key Distance from Toe = 0.00 ft Height of Soil over Toe = •0.00 in - Soil height to ignore f - 2,500 psi F - 60,000 psi Water height over heel . = . 00 ft for passive pressure = 0.00 in Footing Concrete Density - 150.00 pcf . . Mm. As % . = 0.0018 - Wind onStem = 0.0 psf . . Cover @Top 3.00 in @ Btm.= .3:00 in Vertical component of active lateral soil pressure options: . . . . . USED for Soil Pressure. . . . NOT USED for Sliding Resistance. . . ,. . . . . USED for Overturning Resistance. ,. . . .. • Surcharge Over Heel = 0.0 psf, Lateral Load = 0.0 #/ft Adjacent Footing Load 0.0 lbs -Used To Resist Sliding & Overturning Height to Top 0.00 ft Footing Width . = 0.00 ft Surcharge Over Toe = . 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity . = . 0.00 in Used for Sliding & Overturning . . . Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem . .. . Footing Type Line Load . . . Base Above/Below Soil - - 0.0 ft Axial Dead Load = 750.0 lbs . . . . at Back of Wall Axial Live Load = 500.0 lbs Axial Load Eccentricity =. 0.0 in . . . Poisson's Ratio = 0.300 Earth Pressure Seismic Load I. Kh Soil Density Multiplier = 0.200 ,g Added seismic per unit area 0.0 psf - Stem Weight Seismic Load F/ WWei9ht Multiplier :0.000 g Added seismic per unit area = 0.0 psf I.. Design Summary IL Masonry Stem Construction Total Bearing Load •= 2,877 lbs Thickness = •. 8.00 in fm = 1,500 psi Short Term Factor = 1.000 resultant ecc. = 1.39 in Wall Weight = 780 psf Fs = 24,600 psi Equiv: Solid Thick. = 7.600 in Soil Pressure @ Toe = 1,182 psf OK Stem is FREE to rotate at top of footing n Ratio (Es/Em) = 21.481 Soil Pressure @ Heel = 737 psf OK Block Type = Medium Weight • Allowable = 2,000 psf Design Method = ASD . Mmax Between Soil Pressure Less Than Allowable Solid Grouted' @ Top Support Top& Base ® Base of Wall . ACI Factored@ Toe = 1,500 psf • . Stem OK Stem OK Stern OK ACI Factored @ Heel = 935 psf • Design Height Above Ftc = 3.75 ft 1.61 ft 0.00 ft Footing Shear @ Toe = . 6.1 psi OK Rebar Size = • # 5 • # 5 # 5 Footing Shear © Heel = 0.1 psi OK .Rebar Spacing • = . 16.00 in 16.00 in 16.00 in Allowable =. 750 psi Rebar Placed at = Center Center Center Reaction at Top • 170.7 lbs . Rebar Depth 'd' . = 3.75 in • 3.75 in 3.75 in Reaction at Bottom 909.3 lbs Design Data S , •. . . Sliding Stability Ratio = . 1.50 Ratio < it fb/FB + fa/Fa = 0.000 . 0.201 :0.000 Sliding Calcs tVertical Component NOT Used) . Moment .... Actua = 0.2 ft-# 228.7 ft4 0.oft-# • . LateraiShdingl-orce = 909.3 lbs less 100% Passive Force=- 0 lbs. Moment ...... Allowable =' • 1,136.9ft-# 1,136.9 ft-# 1136.9ft# • less 100% Friction Force= - 863.2 lbs • Shear Force @ this height = 168.8 lbs • 309.3 lbs Added Force Req'd = 0.0 lbs OK Shear ..... Actual • = • 3.82 psi . • 7.00 psi ....for 1.5:1 Stability = • 0.8 lbs NG Shear.....Allowable = 38.73 psi • • . 38.73 psi' • Load Factdrs • . . . Rebar Lap Required = 25.00 in • • 25.00 in . - • Building Code • CBC 2007 Hooked embedment into footing • = 10.50 in • Dead Load • 1.200 Other Acceptable Sizes & Spacings: • • Live Load 1.600 Toe: None Spec'd -or- Not req'd, Mu <S * Fr Earth,H 1.600 • Heel: None Spec'd • -or- Not req'd, Mu <S * Fr • Wind, W • 1.600 • Key: No key defined -or- No key defined Seismic E .1.000 • : Mike Surprenant & Associates Title Garfield Residence Page 335 15th Street Job #, : 09047. ' Dsgnr: D.T. Date: JUL 10,2009 U San Diego, CA 92101 Description.. Tel (619) 531 0757 Restrained Retaining Wall (4-0 Max) • — Fax (619) 531-0758 This Wall in File f projects200909047—garfield--wright03 Retain Pro 2007 8-Mar-2009. (c) 1989-2009 U www.retainpro.com/supportforiatestrelease Restrained Retaining Wall Design . Code: CBC 2007 Registration #: RP-1168395 - RP2007-0 U Footing Design Results p U Toe lleel Factored Pressure = 1,500' 935 psf U Mu Upward = 1,938 499 ft-# Mu': -Downward = 500 509 ft-# Mu Design = 1,438 10 ft-# 1 U Actual 1-Way Shear = 6.09 0.11 psi Allow 1-Way Shear = 75.00 75.00 psi U Summary of Forces on Footing: 'Slab is NOT resisting sliding, stem is-PINNED at footing Forces acting on footing for overturning sliding & soil pressure U Lateral Distance Moment - Vertical Lateral Distance Moment Overturning Moments... ,: , lbs ft . Resisting Moments... -. lbs lbs ft ft-# U Stem Shear @ Top of Footing = -309.3 2.00 -618.7 Heel Active Pressure = :-600.6 0.93 -560-10 Surcharge Over Heel = U Sliding Force = 909.3 — Adjacent Footing Load = .Overturning Moment'= -1,178.7 Axial Dead Load on Stem = 1,250.0 1.83, 2,291.7 U , . ------------— Footing Stability Ratio Surcharge Over Toe — Net Moment Used For Soil Pressure Calculations 3339 ft Stem Weight = 312.0 1.83 572.0 U Soil Over Heel = 366.7 2.58 ,947.2 Footing Weight = 900.0 1.50 1,350.0 U Total Vertical Force = 2,8 77.4 lbs U - Resisting Moment = 5,160 9 U DESIGNER NOTES U - • U I. U U a U U 10 U U U U • U '-. -• -;'..-. '5 sf U Retained Height ' 5.50 ft Wall height above soil = 0.00 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe . = 0.00 in. Water height over heel = 0.0 ft U I Mike Surprenant & Associates Title : Garfield Residene ______ - 335 l5th,Street 0 Job# : 09047 Dsgnr: D.T. .Date: JUL 10,2009 - San Diego, CA 92101 Description.... . : Tel. (619) 531-0757 . Cantilevered Retaining Wall (5'-6" Max) "LJ Fax (619) 5310758 - - This Wall in File: f:projects200909047-garfield-wright03• Retain Pro 2007 8-Mar-2009, (C) 1989-2009 www.retalnpro.comlsupport for latest release Cantilevered Retaining Wall Design - S Code: CBC 2007 5 Registration #: RP-1168395 RP2007-Q . . . I 'Criteria Soil Data Footing Dimensions & Strengths Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure -' . = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel 110:OO pcf, Soil Density, Toe • 0.00 pcf Wind on Stem = 00 psf FootingSoil Friction - 0.300 U Vertical component of active •. Soil height to ignore - - lateral soil pressure options: for passive pressure = - 0.00 in . USED for Soil Pressure. .. '- Toe Width = 1.75 ft Heel Width = 1.50 - Total Footing Width = . 3.25 Footing Thickness = . 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe '= 0.00 ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. • USED for Overturning Resistance. . . Surcharge Loads I Lateral Load Applied to Stem Adjacent Footing Load . S Surcharge Over Heel = 0.0 psf . Lateral Load. - ' = 0.0 #Ift Adjacent Footing Load = 1,250.0 lbs UsedJo Resisi Sliding & Overtuning,. ..- Height to To ..,.-._ = 0 00 ft Footing Width = - 1 25 ft • Surcharge Over Toe = 0:0-PO, Height to Bottor = 0 00 ft Eccnthcity- * --- 'L. O 00 ic Used for Sliding & Overturning . . . - Wall to Ftg CL Dist 0 = 2.Ôoft - Axial Load Applied to Stem ' ___________________________________ .' Footing Type Line Load - . . . . Base Above/Below Soil -1.5 ft Axial Dead Load . = 0.0 lbs . . - . = . . at Back of Wall 5 Axial Live Load - = . 0.0 lbs . - Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in . . • . Design Summary . ' Stem Construction TOP Stern Wall Stability Ratios " Design Height Above Ftc ft = Stem OK ,0.00 5 . Overturning = 1.64 OK Wall Material Above "Ht" , = Masonry Slab Resists All Sliding ! . Thickness . . = - 8.00 Rebar Size = # 5 . . . Total Bearing Load = 2,346 lbs Rebar Spacing . . = 8.00 resultant ecc. . = . 8.97 in Rebar Placed at = Center 5 . . - . Design Data . . . Soil Pressure @ Toe = 1,783 psf OK fb/FB + fa/Fa = 0.941 5 Soil Pressure @ Heel = 0 psf OK Allowable . = 2,000 Total Force @ Section lbs= 725.3 psf 'Soil Pressure Less Than Allowable MOment....Actual ft-#= 1,321.0. ... ACI Factored @Toe = 1,939 psf Moment.....Allowable = . 1,404.1 ' • ACI Factored @ Heel = 0 psf Shear.....Actual : psi = 19.0 Footing Shear @ Toe -= - 6.6 psi OK Shear.....Allowable' . Psi = 38.7 • Footing Shear @ Heel- = 5.4 psi OK Wall Weight . = 78.0 Allowable . = 75.0 psi ' Rebar Depth 'd! in = 3.75 • Sliding Calcs Slab Resists All Sliding - . LAP SPLICE IF ABOVE in= 45.00 Lateral Sliding Force = 1,150.3 lbs. LAP SPLICE IF BELOW in = HOOK EMBED INTO FTGin = 7.00 Masonry Data fm . psi= 1,500 Fs . psi, 20000 ' Solid Grouting . = Yes • Load Factors -Building Code CBC 2007 Modular Ratio 'n" , = . 21.48. . Dead Load 1.200 . . Short Term Factor =, 1.000 • - Live Load - ' . 1.600 Equiv. Solid Thick. ' in = 7.60 ' - Earth, H 1.600 - Masonry Block Type = Medium Weight U Seismic, Wind, W . 1.600 . Masonry Design Method = ASD E 1.000 C?ncrete Datac psi • . Fy. psi= - • ' , . 0, 0• ,.' . - Garfield Residence Page'/_ 3 Mike Surprenant & Associates Title ,. 335 15th Street' Job # : 09047 Dsgnr: D.T. Date: JUL 10,2009 -- San Diego, CA 92101 Description.... 0 Tel. (619) 531-0757 .• Cantilevered Retaining Wall (5'-6" Max) - TF J' Fax (619) 531-0758 0 This Wall in File: Retain Pro 2007 8-Mar-2009, (c) 1989.2009 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design ' Code: CBC 2007. Registration #: RP-1168395 RP2007-O' 0 • Footing Design Results 0 ,'• Toe 0 .Heel ,0 Factored Pressure =, 1,939 0 psf .• . 0 0 Mu': Upward 0 0 = 2,697 . 7 ft-# ' . 0• 0 .. . 0. • Mu': Downward . = ' 661 .909 ft# • , :Mu:. Design . .. . = 2,036 902 ft4 • ' Actual 1-Way Shear. 6.65 . 5.39 psi . Allàw 1-Way Shear = -• 75.00 75.00 psi Other Acceptable 0 0, . . •' 0 , 0 , 0 , , • Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not reqd, Mu < 5 * Fr • Heel Reinforcing = None Spec'd ' Heel: Not req'd, Mu < 5 * Fr Key Reinforcing ' = None Specd , Key: ' No key defined 0,, 0 " " 0 • j Summary of Overturning & Resisting Forces & Moments OVERTURNING.....' ' ......RESISTING ' 0 0 Force ' Distance Moment Force' Distance 'Moment ft-# ' ' lterii' , lbs ft ' . ft-# ' 0 ' , ,' lbs ft Heel Active Pressure = 984.4 • ' 2.50 2,460.9 Soil Over Heel. ' 2.83 ' 1,428.5 .50.4.2 Surcharge over Heel = Sloped Soil Over Heel = —. 0 Su(caeO(Toe'. . =0 ' — 'Adjaent o'tiiLoad 1'634 2'837 Adjacent Footing Load = 236.0 * 3.34 789.2 Axial Dead Load on Stem = - . . •0 Added Lateral Load = '0 ' '' . .. * Axial Live Load on Stem Load @ Stem Above Soil = . ' . ,0 " 'Over Soil Toe . Surcharge Over Toe, ,= •.. . . . . . 0 Stem Weight(s) = . ' 429.0 2.08 ' . 893.8 Eaith @ Stem Transitions Total = . 1,150.3 O.T.M.- = ,3,203.4 , ' FootingWeighl - =. 975.0.. , 1.63 1,584.4 0 ' Resisting/Overturning Ratio ' ' ' = . 1.64 , ' . . Key Weight = . Vertical Loads used for Soil Pressure = .2,345.9 lbs Vert. Component = - 274.4 3.25 891.6 O Vertical component of active pressure used for soil pressure, ' , , •' Total = . 2,345.9 lbs R.M.= - .• 5,261.2 . 0 0 ,, ' • , 0 . ' * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. - DESIGNER NOTES: 0 • 0 ' . '. 0 —. 0 ' •. U * • U • • 0'' ,o•, *.,.,, 0' 0' • ., , .• " '' . •,,. • + • N . ' ' ' 0 ' ,' , •0 . . ' 0 , , ,• 00 . Design Height Above Ftc Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd Design Data fb/FB + fa/Fa Moment.. ..Actua Moment.....Allowable Stem OK = ' 5.50 ft = #5 = , 8.00 in = Center = 3.75 in 0.000 O.oft-# 1,404.1 ft-# 556.3 lbs 13.12 psi 38.73 psi Shear Force @ this height Shear.....Actual = Shear.....Allowable Mike Surprenant & Associates Title : Garfield Residence PageI__.! -- 335 15th Street Job# : 09047 Dsgnr: D.T. Date: JUL 10,2b09 San Diego, CA 92101 Description... Tel. (619) 531-0757 Restrained Retaining Wall (5'-9" Max) . Fax (619) 531-0758 This Wall in File: f:prOjects200909047-garfieidWright\03. Retain Pro 2007 8-Mar-2009, (C) 1989-2009 . •' , www.retainpro.com/support for latest release Restrained Retaining Wall Design Code: CBC 2007 Registration#: RP-1168395 RP2007-0 U Criteria Retained Height = 5.50 ft Wall height above soil = 0.00 ft Total Wall Height = 5.50 ft Top Support Height = 5.50 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem' = 0.0 psf Soil Data Allow Soil Bearing ' = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = , 60.0 psf/ft , Toe Active Pressure = 60.0 psf/ft Passive Pressure , = 250.0 psf/ft Soil Density ' = 110.00 pcf FootingSoil Frictior ' = 0.300 Soil height to ignore for passive pressure ' = , 0.00 in Footing Strengths & Dimensions ' I Toe Width ' = 1.75 ft Heel Width =' 1.50 Total Footing Widtt 3.25 Footing Thickness = 24.00 in' Key Width , = ' 0.00 in Key Depth = 0.00 in Key Distance from Toe , = 0.00 ft fc = ' 2,500 psi Fy = 60,000 psi Footing Concrete Density = , 150.00 pcf Mm. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in - Vertical component of active • lateral soil pressure options: ' USED for Soil Pressure. . . . NOT USED for Sliding Resistance. . . . • USED forOverturning Resistance. p0 ifni'[ateiaf t-ead .- •. Surcharge Over Heel = 0.0 psf Lateral Load ' = ' 0.0 #/ft ' ' Adjacent Footing Load 1,250.0 lbs -Used To Resist Sliding & Overturning 'Height to Top 0.00 ft Footing Width = ' 1.25 ft 0.00 in Surcharge Over Toe = ' 0.0 psf Height to Bottorr = 0.00 ft . ' = , Eccentricity Used for Sliding & Overturning Wall to Ftg CL Dist = , 2.00 ft Axial Load Applied to Stem . j. ' - ' , , , Footing Type Line Load Base Above/Below Soil - - -1.5 ft Axial Dead Load = 0.0 lbs . ' 0.0 lbs . ' '. ' - ' 'at Back of Wall Axial Live Load' = . ' '' Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in • Earth Pressure Seismic Load I Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf U Stem Weight Seismic Load • F/ WWeight Multiplier = 0.000 g Added seismic per unit area = 00 psf • Design Summary ' j Masonry Stem Construction Total Bearing Load = ' 2,148 lbs ' Thickness' = 8.00 in I'm = 1,500 psi Short Term Factor = 1.000 5 resultant ecc. = 4.91 in Wall Weight = 78.0 psf. Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Qtn, is FREE torntht t thn of fnntinn n Ratio (Es/Em) = 21.481 Soil Pressure @ Toe = 161 psf OK Soil Pressure @ Heel , = 1,160 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ' 193 psf ACI Factored @ Heel = 1,393 psf Footing Shear @ Toe = 1.1 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable ' = 75.0 psi Reaction at Top' , = - 556.3 lbs Reaction at Bottom = 2;048.3 lbs Sliding Caics 'Slab Resists All Sliding Lateral Sliding Force = 2,048.3 lbs Block 'Type :MediumWeight Design Method = ASD ' Mmax Between Solid Grouted . ' ' Top Support ' Ton & Base ® Base of Wall Stem OK , Stem OK 2.08 ft ', 0.00 ft #5 #5 8.00 in 8.00 in Center . Center 3.75 in 3.75 in 0.967 0.000 1,358.2 ft-# . 0.0ft-# 1,404.1 ft-# 1,404.1 ft -# 1,268.3 lbs 29.91 psi 38.73 psi Load Factors ' . ' Rebar Lap Required = , 25.00 in ' 25.00 in Building Code - CBC 2007 ' Hooked embedment into footing - Dead Load 1.200 , , Other Acceptable Sizes & Spacings: , 'Live Load 1.600 . Toe: None Spec'd -or- Not reqd, Mu <S * Fr Earth, H , - 1.600 Heel: None Spec'd -or- Not req'd, Mu '< S * Fr Wind, W 1.600 Key: No key defined' -or- No key defined Seismic, E ' , 1.000 ' = 10.50 in S Page'' Mike Surprenant & Associates Title Garfield Residence ' - - 335 15th Street Job # 09047 Dsgnr D T Date JUL 10 2009 • San Diego, CA 92101 Description.... .. - Tel (619)-531-0'757.Restrained Retaining Wall (5 9 Max) • . ;. - . Fax (61)53-0758 . This Wall in File: f:projects200909047—garfield—wright03- S Retain Pro 2007 8-Mar-2009. (C) 1989-2009 www.retainprocomIsuppot for latest release Restrained Retaining RP2007 Q . . Will Design : Code: CBC 2007 Registration # RP-1 168395 Footing Design Results U Toe Factored Pressure , = 193 1,393 psf Mu Upward = 788 748 ft-# * • Mu Downward = 661 645 ft-# Mu: Design, = ,127 .103ft-# 5 Actual 1-Way Shear = 111 0.02 psi Allow 1-Way Shear = 75.00 75 00 psi 5. Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing:. Forces acting on footing soil pressure U . .-V -.,.-. (taking moments about front of footing to find eccentricity) Surcharge Over Heel. . = . lbs ft ,. . ft4 . . . •. . 5 Axial Dead Load on Stem = lbs ft ft-# - Soil Over Toe,. = lbs ft - 5 Adjacent Footing Load = 163 41bs 2-.83 ft 463 oft-# Surcharge Over Toe - = - lbs ft - - - ft-# . •, - SemWeigli - -= 429:0 1155,= 2 08 Soil Over Heel = 504.2 [Fs~- 2.83 ft 1 428 5ft-# - -.---- - Footing Weight -, = 975 01bs 1.63 ft 1,584.04 • Total Vertical Force = 2 147 71bs Moment = 4 369 6ft-# Moment User For Soil PressureCalculations 879.6 ft-# R Net DESIGNER NOTES 1 • a - S • S a U U - a a r 5 5 .- .- .. : . ... . .. -.. . ..... ... . -- -. a a a a a UUIUUUI•U•UURUUUUIU.UURSIUUUism SHEARWALL SCHEDULE •. REV. FEB.2008 .DESCRIPTION GI-AJJALL NAILING®® : SHEAR TRANSFER SPEC. 3.0 AlA MENTG®( ' BOTTOM PLATE® SYMBOL VALUE INSP. MATERIAL FRAMING L NAI SILL B)'t 4 EN FN. TOP PLATE AS. SPACING. .®® . NAILS * LAGS CLIPS EQ) EQD. SIZE-5/S1 250 NO 3/8AP4 RATED SHEATHING : No ad I2 .. 48'OC, I5d ig 4OC. A35eISOC. 340 NO RATED SHEATHING 15/32'STRUCTURAL I' NO lOd 5 2 32 O.C.Sd is 4 O.C.A35 e 12 OZ. () YES 3/8 APA RATED SHEATHING NO Sd 4 12 32 O.C.¼ lbd e 4 OZ. A35 is 12' () 550 YES RATED SHEATHING 3/8'STRUCTU YES Sd 3 12 24 O.0 !?TAGGER.ED. TO 4x BLK A35.0 V OL. () 130 YES RATED SHEATHING YES ad . 2'. 12 Irol OC e6TAGGEREI) TO 4x BLKG) LTP4 68 Ot () 810 YES 15/32' STRUCTURAL RATED SHEATHING YES I0d 2 12 IS OC 6PT2ESo642BOC c) LTF4 8'0. 340 YES I5/32 STRUCTURAL I RATED FFLEI) ® YES I0d 2 12 8 O.C.00 , LAGS LTF4 0 5 OZ. (5T43C TO 4x BLKG) 5I-1EAUALL SCHEDULE FOOTNOTES ANd-bR BOLTS 1-5151 BE EMBEDDED 1' I1INiI11'1 INTO NEW CONCRETE; UNLESS NOTED OTHERWISE. UHERESHEARWALLS ARE TO BE ATTACHED 10 EXISTING CCRETE, 500 ThREADED ROD ANCHORS SHALL BE EPDXIED WITH MS4BIJ-I EN5EDIIE1-41 INTO THE EXISTINO FOOTINGS AT THE SPACINO INDICATED IN ABOVE SCHEDULE USE ST1FSa4 .!SET EFo)Cr, ICC-ESR-m2: (SPECIAL INSPECTION REWIRED) (13 SILL PLATES TO BE ATTACHED USING A MINT'U1 CIF (2) ANCHOR BOLTS PER PIECE WITH ANCHOR BOLTS LOCATED 4 3 MINil'U1 412 FIAXU'U1 FROM EACH END ® ANCHOR BOLT HOLES TO BE DRILLED 1/32 NAXDIJI OVERSIZED. FOINDATIOt4 ANCHOR BOLTS IN ALL SHEARIUALLS SHALL INCLUDE STEEL PLATEU145HE, A MINI1-UI CP 0225 INCb45Y 3 INCHES BY 3 INCHES IN 612k, BETWEEN THE SILL PLATE AND M. THE HOLE IN THE PLATE WASHER IS PERIIITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH (IF TO 3/16 INCH LAROER THAJ4.THE BOLT DIAMETER AND A SLOT LENGTH NOT To:ExcEEoI-3,4 INCHES, PROVIDED A STANDARD OJT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE HEr. (SINFSd9 '5FS-3 ACCEPTABLE).. THE NJTS SHALL BE TIGHTD :.usi PRIOR TO COVERING WALL FRAMING.. USE DC*JCiLA5 FIR NO.2 PRESSURE TREATED SILL PLATES. ENGINEER TO BE NOTIFIED FOR RE-DESiGN IF OTHER SPECIES CIF SILL PLATES ARE USED OR AART OF THE EXISTD4S BUILD45. WI-IERE NOTED, FRAJIIPiG AT FOUNDATION BILL PLATES, AND ALL FRAIIINS MEMBERS RE CE EDGE NAILING FROM ABUTTING PANELS, SHALL BE 3x NOIINALIOR THICKER ALL SILL PLATE AND SHEATHING JOINT NAILING SHALL BE STAGGERED.. ............ . (13 SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUDFRAIID45 AT 16' ON (J41tRMAXD'Ut . . . ,. . . . . (13 WHERE SHEATHING PANELS ARE APPLIED ON BOTH FACES OF THE SHEAMUALL. SHEATHING PANEL JOINTS SHALL OCCUR AT 3x Na1INAL OR nlICKER:FRAMINGMu1B€RS. PANEL JOINTS ON EACH SIDE OF WALL SHALL BE STAGGERED. . . . . . .. . .. . . i. . . ALL WOOD SHEATHING PANEL EDGES SHALL BE BLOCKED WITH MD4DIJI 2x ELOCKKS, UNLESS NOTED OTHERWISE . . .. . .. I . . . . . . . . . (13 SHEARIIJALLS W1T14 MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORJZd4TAL STAGGERED SPLICED JOINTS ONLY CCI-T-1C14 NAILS ARE TO SE USED FOR ALL SMEATID45 AITAdIIIENT. NAIL &i40 USING ICLIFFED HEAD' OR'SINKER' NAILS ARE NOT ACCEPTABLE (113 PROVIDE 3/8' MINITIiI EDGE DISTANCES FOR ALL SHEATIDIG AND FRAJIDiG MEMBER EDGE NAILING. ... . .. (113 STUCCO AND/OR EXTERIOR VBEER OVER A WOOD SHEATHING 54-EARILIALL SHALL BE WATERPROOFED WIN A MINQ'UI CIF (2) LAYERS OF B lb. TELl PAPER ® PERIODIC SPECIAL INSPECTION IS REQUIRED PER lEd SECTION 101.3 • :.•: • • 0 • 00 a JOB O04-1 a MIKE SURPRENANT:. • SHEET No._•_•_ OF_• a • r \i • &ASSOCIATES •CALCULATED BY__________________ DATE * - Consulting Structural Engineers CHECKED BY________________________ DATE SCALE a I • • :.: ... 0 .. 0 •.. .. I: 0: • 0 . a 0 •0 •, 0 • 0* SCALE EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619258-7901 V Fax 619 258-7902 V V B. Mills & Co., LLC V • V March 25, 2016 2717 Via Festivo V Project No. 09-1106D5 Carlsbad, California 92008 V Subject: Foundation Excavation Observation V Proposed Multi-Family Residence V V 2637-2643 Garfield Street, APN 203-141-18 V V City of Carlsbad, California.92008 References: See Attached Ladies & Gentlemen: • V V V V V V V In accordance with your request, we have obseved the-foundation excavation for the proposed V. multi-family residence at the subject site. V 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 reports (Reference No. 3). If we can be of further assistance, please do not hesitate to contact our office. - V Respectfully submitted, ESS V • • V • . V V - / Earl Penny, P. E. V V V V• RCE20516 EP/md • V V V V V V • V • -S B. Mills & Co., LLC./ 263 7-2643 Garfield Street/ Carlsbad Project No. 09-1106D5 REFERENCES "Report of Field Density Tests, Proposed Multi-Family Residence, 2637-2643 Garfield Street, APN 203-141-18, City of Carlsbad, California 92008", Project No. 09-1106D5, Prepared by East County Soil Consultation and Engineering; Inc., Dated January 29, 2016. - "Geotechnical Report Update, Proposed Multi-Family Residence, 2637-2643 Garfield Street, APN 203-141-18, City of Carlsbad, California 92008", Project No. 09-1106D5, Prepared by East County Soil Consultation and Engineering, Inc., Dated August 15, 2013. "Limited Geotechnical Investigation, Proposed Multi-Family Residence, 2637-2643 Garfield Street, APN 203-141-18, City of Carlsbad, California 92008", Project No. 09- 1106D5, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 22,2009. ...,. / Of - . ..• - i' - . 4. - - ••4 4• . -. 4 ;• -....- - . . - - - 4 - - -.' . ..• 3 . t. - •,- 1 • 4 - . 4 -. - •i'_ -.4 4- .4 4_4 EAST COUNTY SOIL CONSULTATION, AND ENGINEERING, INC 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 + 1 619 2584901 4. fax 619 258-7902 7, - .4 4 •t -. .4 V B Mills & CO." LLC January 21, 2014 2717 Via Festivo Project No 09-1106D5 Carlsbad, California 92008 44 .•, SubIect Foundation Plan and Details Review Proposed Multi-Family Residence (Garfield Residence) 2637-26436 aif eld Street, APN 203-141-18 City of Carlsbad. California 92008 4 References I "Geotechmcal Report Update, Proposed Multi-Family Residence, 2637-2643 Garfield Street, APN 203441-18, City of Carlsbad, California 92008", Project No 09-1106D5, Prepared by East County Soil Consultation and Engineering, Inc., Dated August 15, - 2013: -- - -. J -• .- - . . f . - -- •. _4_ - 4 4 2 "Limited Geotechnical Investigation, Proposed Multi-Family Residence, 2637 2643 Garfield Stièet, APN 203-141-18, City of Carlsbad, California 92008", Project No 09- 1106D5, Prepared by East County Soil Consultation and Engineering, mc, Dated January 22, 2009 4 Ladies & Gentlemen 4- iEn accordance with your request, we have reviewed the foundation plan and details prepared by Wright Design of Carlsbad, California and Mike Surprenant and Associates of San Diego, California for the proposed multi-family residence at the subject site 9 1 the foundation plan and details were found to be in substantial cnformaice with the recommendations provided in the referenced geotechnical reports Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils 4 If we can be of further assistance,please do not hesitate to contact our office I l 0 Res 810 pèctfiilly-submjtte --: -:- . •4; - - 44- co No GE 2704 - 10 ul lei Mamadou Saliou Dial o, RCE 54071, GE2704 - MSD\md 1 - - - • - 4 % • - - - s . • : 4 EAST COUNTY SOIL CONSULTATION fl , AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 619 258-7901 FAX 619 258-7902 B. Mills & Co., LLC August 15, 2013 .27 17 Via Festivo . Project No. 09-1106D5 Carlsbad, California 92008 4 RECEIVED Subject: Geotechnical Report Update Proposed Multi-FamilyResidence DEC 16 2013 2637-2643 GaI:field Street, APN 203-141-18 CITY OF CARLSBAD City of Carlsbad, California 92008 13LHLD4GDMSIQN Reference: "Limited Geotechnical Investigation, Proposed Multi-Family Residence, 2637- 2643 Garfield Street, APN 203-141-18, City of Carlsbad, California 92008", Project No. 09-1106D5, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 22, 2009. Ladies & Gentlemen: In accordance with your request, we have reviewed the referenced geotechnical report and visited the site on August 13, 2013. Site conditions were found as described in the referenced geotechnical report. Therefore, the recommendations provided in the referenced geotechnical report are still valid for the proposed construction. 1ZJ A review of the active fault maps pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 7 km to the west. Ground shaking from this fault or one of the major active faults in the region-is the most likely hajDpening to affect the site. With respect to this hazard, the site is comparable to others in the general' area. The proposed structure should be designed in accordance with seismic design requirements of the 2010 California Building Code or the Structural Engineers Association of California using the following seismic design parameters: • .. ' • Site Class - C Table-1613.5.2 Mapped Spectral Acceleration For Short Periods,' S 1.349 Figure 1613.5(3) Mapped Spectral Acceleration For a 1-Second Period, S1 0.509 Figure 1613.5(4) Site Coefficient, Fa 1.00' Table 1613.5.3(1) Site Coefficient, F ' 1.30 , Table 16 13.5.3(2) PC (307 B. MILLS & CO., LLC/ GARFIELD STREET PROJECT NO. 09-1106D5 - 'V. •, An alternative to the o.'erexcavation and ecomaction of the subgrade soils recommended in the.- referenced geotechnical report is to deepen the footings for the proposed residence to the dense :- terrace deposits.' These deepened fdotihgs may be filled with a lean -slurry mix (3-sack minimum) to the bottom of the standard footings' However, we recommend that the upper 2 feet Vi ofVsubgrade within the slab area be overexcavated and compacted to a minimum of 90 percent relative compaction for slab support. • : . ' If we can, be of any further assistance, please do not hesitate to contact our office. Respectfully submitted, V rn LWU ESS . ,V ••. V .. 'H Mamadou Saliou Diallo, P.E. • V RCE 54071, GE 2704 MSD/md .; •V .. . V ' V - V V ••.'''H' - V •V - . r V V .•. •V•'', V - V V • . V V . ,2V V V EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619)258-7901 Fax 258-7902 B. Mills & Co., LLC January 22, 2009 2717 Via Festivo ProjectNo. 09-1106D5 Carlsbad, California 92008 Subject: Limited Geotechnial Investigation Proposed Multi-Family Residenôe 2637-2643 Garfield Street, APN 203-141-18 City of Carlsbad, California Ladies & Gentlemen: In accordance with your request, we have performed a limited geotechnical investigation at the subject site to provide the, soil engineering criteria for site grading and recommend an appropriate foundation system for the proposed ihulti-family residence. Our investigation has found that the site is underlain by topsoil and slopewash to a depth of approximately 4 feet below existing grade. Dense sandstone of the Terrace Deposits Formation was underlying the slopewash to the explored depth of 1.0.0 feet: It is our opinion that the proposed development is geotechnically feasible provided the' recommendations herein are implemented in the design and construction. Should you have any questions2 with regard to the contents of this report, please do not hesitate to contact our office. • . . . Respectfully sub itted, • • • jNo.C227C C • • • Exp:z.--"S )_.J/ . • •_______ . •••. Mamadou Saliou Diallo, P.E. . . . • RCE 54071, GE 2704 • • MSD\rnd . •, ' B. MILLS & CO., LLC.PROJECTNO. 09-1106D5 ( TABLE OF CONTENTS INTRODUCTION ............................................................................................................... ..................... -T SCOPE OF SERVICES 4 SITE DESCRIPTION AND PROPOSED CONSTRUCTION 4 FIELD INVESTIGATION AND LABORATORY TESTING 5 GEOLOGY 5 Geologic Setting 5 Site Stratigraphy 5 SEISMICITY 6 Regional Seismicity 6 Seismic Analysis 6 2007 CBC Seismic Design Criteria 7 Geologic Hazard Assessment 7 GEOTECHNICAL EVALUATION 8 Compressible Soils 8 Expansive Soils 8 Groundwater 8 CONCLUSIONS AND RECOMMENDATIONS 9 GRADING AND EARTHWORK 9 Clearing and Grubbing 9 Structural Improvement of Soils 9 Transitions Between Cut and Fill 10 Method and Criteria of Compaction 10 Erosion Control 10 Standard Grading Guidelines 10 FOUNDATIONS AND SLABS 11 SEULEMENT 11 TEMPORARY SLOPES 11 RETAINING WALLS 12 TRENCH BACKFILL 12 DRAINAGE 13 FOUNDATION PLAN REVIEW 13 2, B. MILLS & CO., LLC PROJECT NO. 09-1106D5 TABLE OF CONTENTS (continued) LIMITATIONS OF INVESTIGATION ...........................................................................................13 ADDITIONAL SERVICES ................................14 PLATES AND FIGURES Plate 1- Location of Exploratory Boreholes Plate 2 - Summary Sheet (Exploration Borehole Logs) Plate 3- USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS ...............................................................................16 REFERENCES ................................................................................ ................................................... 17 3 B. MILLS& CO., LLC PROJECT NO. -09-1106D5 - ., INTRODUCTION . •• . This 'Ls to present the fmdings and conclusions of a limited geotecbñicaliiivestigatioñ for a proposed two-story,_ multi-family residence with a mezzanine to be located at 2,637 and 2643 Garfield Street, in the City of Carlsbad, California. - - The objectives of the investigation were to., evaluate the. existing soils'conditions and provide - recommendations for the proposed development. -, '. SCOPE OF SERVICES .. - The following services were provided during this investigation: 0 Site reconnaissance and re'iew of published geologic, seismoi'ogicaiand geotechnical reports and maps pertinent to the project area 0 'Subsurface exploration consisting of three (3) boreholes within the limits of the proposed area of development. The boreholes Were logged 'by our Staff Geologist. 0 'Collection of representative soil sainplë at selected depths. TheT obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. I •• •, - •. ' Laboratory testing 'of samples represeirtative of the types of soils encountered during the field investigation - - • •' Geologic and engineering analysis of the field and laboratory data, .which provided the basis for our, conclusions and recommendations Production of this report, which summarizes-the results of the above analysis and presents our findings and recommendations for. the proposed development . . SITE DESCRIPTION AND PROPOSED CONSTRUCTION * The subject site is a rectangular- shaped residential lot located 'on the west sid&of Garfield Street, in the City of Carlsbad, California. The property, which encompasses an area of approximately 3,500 square feet is occupied by a two-story house. The site slopes gently to the west. Vegetation consisted of grass, a few trees and shrub. - Site bdundaries include Garfield Street to the east and residential parcels to the remaining directions. - • -, . . - - - The architectural drawings' prepared by Wright Design- of- Carlsbad, California indicate that th existing house will be demolished and replaced with a' multi-family residence. The iiew structure will be two-story with a mezzanine, wood-framed and founded' on continuous footings with a slab- - - on-grade floor. •. . • - - '.' ' - - ,. - - - - - . ,- -I •' %. -- - - • - I - 4 B. MILLS& CO., LLC PROJECT NO. 09-1106D5 FIELD INVESTIGATION AND LABORATORY TESTING On January 9 and 13, 2009, three (3) boreholes were drilled to a maximum depth of approximately 10.0 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 drilling 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 the attached 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, maximum dry density and optimum moisture content, particle size analysis and expansion index tests These tests were m performed 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 Geolo2ic Settin The subject site is loated within the southern portion of what is known, as the Peninsular Ranges Geomorphic Province of California.The geologic map pertaining to the area indicates that the site is underlain by Pleistocene marine terrace deposits (Qt) Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature As such, all of the subsurface conditions may not be represented 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 generally 12 inches thick and consisted of dark brown, silty sand that was dry, loose and porous in consistency with minor amounts of organiës (roots and rootlets). Slopewash ( Qsw) Slopewash was encountered below the topsoil to a depth of approximately 4 feet and consisted of loose silty fine sand that was moist B. MILLS& CO., LLC PROJECT NO. 09-1106D5 Marine Terrace Deposits ( Ot) Terrace deposits were observed below the slopewash layer. They generally consisted of reddish brown, silty sand that was moist and dense in consistency. SEISMICITY Regional Seismicity Generally, Seismicity within Cahforma can be attributed, to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 to 16,000 years old Seismic Analysis Base on our evaluation, the closest known "active" fault is the offshore trace of the Rose Canyon Fault located approximately 4.4 miles (7 kilometers) to the west. The Rose Canyon 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 deterministic methods (Eqseach ver 3.0, Blake, 2000) for active Quaternary faults within the regional vicinity. The site is subject to a Maximum Probable Earthquake of 6.9 Magnitude along the Rose Canyon fault, with a corresponding Peak Ground Acceleration of 0.47g. 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 isO.30g. 6 B. MILLS & CO., 'LLC PROJECT NO. 09-1106D5 4 2007 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence' of the Rose Canyon Fault 'Zone approximately 7 km i6 the vest. Ground haking 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 cornpar'able io others in the general area. The propoed residence should be designed in accordanc with seismic design' requirements of the 2007 California Building Code or the Structural Engineersi Association of California using the following seismic design parameters: i007 CB REFERENCE ,,'• Site Class ' D Table 1613.5.2 Mapped Spectral Acceleration For Short Periods, S 1.25 -,' ' Figure 1613.5(3) - Mapped Spectral Acceleration Fora 1-Second Period, S 0.5 Figure 1613.5(4) Site Coefficient, F. ' - 1.0 Table 1613.5.3(1) Site Coefficient, F - - '. 1.5 - Table 16 13.5.3(2) Geologic Hazard Assessment Ground Rupture 10 Ground rupture due to active faulting is hot 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 consistency of the underlying terrace deposits, it is our opinion that the potential fOr liquefactioni is 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 toFlandsliding to th&proposéd development or adjacent properties. Tsunamis and Seiches * ' Since the subject property is approxithatélj 45 feet above mean sea level, it is unlikely that an earthquake-generated tsunami would affect-the site. According to the CSG' website, the largest recorded tsunami to hit the San Digd area was 3.6 'meters (approximately 10 feet) in the year 1856, from a seismic event in Japan. The site is also not subject to seiches (waves in coflned, bodies of water). -. 7. - B MILLS & C, LLC PROJECT NO. 09-1106D5 GEOTECHINTCAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed structural development is feasible from a geotechnical standpoint provided the recommendations provided in this report will be properly implemented during structural development Based on the low expansion potential of the granular near-surface soils, it is our opinion that the building pad may be constructed using the on-site materials In order to provide a umform support for the structure, overexcavation and recompaction of the structural portion of the building pad will be required. The foundations may consist of reinforced continuous footings with conventional reinforced slabs Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report Comnressible Soils Our field observations and testing indicate low compressibility within the sedimentary bedrock, which underlies the site. However, loose topsoil and slopewash were typically encountered to a depth of approximately 4 feet below surface grades. These soils are compressible. Due to the potential for soil compression upon loading, remedial grading of these near-surface soils (including overexcavation and recompaction) will be required Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork recommendations section of this report. Expansive Soils An expansion index test was performed on a representative sample of the slopewash to determine volumetric change characteristics with change in moisture content An expansion index of 0 was obtained which indicate a low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The subject site is located at an elevation, of approximately 45 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 8 B. MILLS & CO., LLC PROJECT NO. 09-1106D5 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential development provided the recommendations set forth are implemented during construction GRADING AND EARTHWORK Based upon the proposed construction and the information obtained during the field investigation, we anticipate that the proposed structure will be founded on continuous footings, which are supported by properly compacted fill. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and Grubbing All areas to be graded or to receive fill and/or structures should be cleared of vegetation. 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 the inception of, or during grading. Aliholes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method, and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and. laboratory analysis indicates that loose topsoil and slopewash cover the site to a depth of approximately 4 feet below existing grade. These loose surficial soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: * All topsoil, slopewash and other loose riatural soils should be completely removed from areas, which are planned to receive compacted fills and/or structural improvements. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be. scarified a minimum depth of 6 inches, moisture-conditioned within 2 percent above the optimum moisture content, and-then recompacted to at least 90 percent relative compaction .(ASTMD-1557 test meth0d). * , Overexcavation should be completed for the structural building pad to a minimum depth of 4 feet below existing grade. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). * For non-structural areas, such as driveways, we recommend overexcavation to a minimum depth of 2 feet below existinggrade. 9 B MILLS & Co LLC PROJECT NO 09-1106D5 * Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The depth and extent of any overexcavation and recornpàction should be evaluated in the field by a representative of ECSC&E. Transitions Between Cut and Fill The proposed structure is anticipated to be founded in properly compacted fill soils. Cut to fill transitions below the proposed structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and recompacted to at least 90 percent relative compaction per ASTM test method D1557. The on-site soils, after being processed to' delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be, planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Erosion Control Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, sandbags, silt fences, straw wattles, siltation 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 minimize plates to mimize 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 drain-age and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the Uniform Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. 10 B. MILLS & CO., LLC PROJECT NO. 09-1106D5 FOUNDATIONS AND SLABS Continuous and spread footings are suitable for use and should extend to a minimum depth of 24 inches for the two-story residence with mezzanine into the properly compacted fillS soils. Continuous footings should be at least 18 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. The above reinforcement is based on soil characteristics and is not intended to be in lieu of the project structural engineer requirements. Interior concrete floor slabs should be a minimum 5 inches thick. Reinforcement should consist of #3 bars placed at 16. 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 lO-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. Where moisture sensitive floor coverings are anticipated over the slabs, the 10-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. 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 properly compacted fill soils. This value may be increased by 400 psf for each additional foot of depth or width to a maximum of 4,000 lb/ft2. 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 compacted fill soils is normal and should be anticipated. Because of the type and minor thickness of the fill soils anticipated under the proposed footings and the light building loads, the total and differential settlement should be within acceptable limits. 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. 11 B. MILLS & CO., LLC PROJECT NO. 09-1106D5 RETAINING WALLS Cantilevered retaining walls should be designed for an "active" lateral earth pressure of 35 psf'ft (35 pcf EFP) for approved granular backfill and level backfill conditions. Where cantilevered walls support 2:1 (hor:vert) sloping backfill, the equivalent active fluid pressure should be increased to 45 pcf. Cantilever walls subject to uniform surcharge loads should be designed for an additional uniform lateral pressure equal to one-third (1/3) the anticipated surcharge pressure. Restrained walls, such as basement walls should be designed utilizing an "at-rest" earth pressure of 60 psflft (60 pcf EFP) for approved granular and level backfill. Restrained walls subject' to uniform surcharge loads should be designed for an additional uniform lateral pressure equal.to one-half (1/2) the anticipated surcharge. Retaining wall footings should be embedded a minimum of 18 inches below the lowest adjacent grade. Retaining walls that are to be located near the top of slopes should be designed to allow a minimum daylight distance of 7 feet laterally from the outside edge of the footing to the slope face. Soil design criteria, such as bearing capacity, 'passive earth pressure and sliding resistance as recommended under theFoundation and Slab recommendations section, may be incorporated into the retaining wall design. The design and location of retaining walls should be reviewed by our firm for conformance with our recommendations. Footings should be reinforced as recommended by the structural engineer and appropriate back drainage provided to avoid excessive hydrostatic 'wall pressures. As a minimum we recommend a fabric wrapped crushed rock and perforated pipe system. At least 2 cubic feet per linear foot of free- drainage crushed rock should be provided. The remaining wall backfill should consist of approved granular material. This fill material should be compacted-to a minimum relative compaction of 90 percent as determined by ASTM D1557 test method Flooding or jetting of backfill should not be permitted Granular backfill should be capped with a minimum 18, inches of relatively impervious fill to seal the backfill and prevent. saturation. . '. ... . . . . . . It should be noted that the use of heavy compaction equipment in close proximity to retaining structures can result in wall pressures exceeding design values and corresponding wall movement greater than that associated with active or at-rest conditions. In this regard, the contractor should take appropriate precautions during the backfill placement. . TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfllled 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. 12 B MILLS & Co LLC FROJECTNO 09-1106D5 DRAINAGE Adequate measures should be undertaken to properly finish grade the site after the structure 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 A minimum gradient of 1 percent is recommended in hardscape areas For earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least 5 feet should be provided Earth swales should have a minimum gradient of 2 percent Drainage should be directed to approved drainage facilities. Proper' surface and subsurface drainage will be required to minimize the potential of water seeking the level of 'the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements FOUNDATION PLAN REVIEW Our firm should review the foundation plans during the'design jhase to assure conformance with the intent of this report. During contruction, foundatibn '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 m 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 properly can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standards may 13 B. MILLS & CO., LLC PROJECT NO. 09-1106D5 occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. Respectfully submitted, co .04 27.04 M1 or Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md 14 EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. HARTLEY / j• A1/1? (Ca., LC 10925 RD.. SUITE 1. SANTEE, CA 92071 (619) 258-7901 Fax (619) 258-7902 zy AV IV. / B. MILLS& CO., LLCPROJECTNO. 09-1106D5 PLATE NO.2 SUMMARY SKEET NO. 1 BOREHOLE NO 1 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty fine sand with rootlets 1.0' SLOPEWASH (Qsw) brown, moist, loose, silty fine sand 3.0' " 104.7 9.6 40' TERRACE DEPOSITS FORMATION (Qt) reddish brown, moist, dense, poorly-graded sand with silt 6.0' bottom of borehole, no caving, no groundwater borehole backfihled 1/9/09 BOREHOLE NO 2 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty fine sand with rootlets 1.0' SLOPEWASH (Qsw) brown, moist, loose, silty fine sand 1.5' 99.3 7.1 40' TERRACE DEPOSITS FORMATION (Qt) reddish brown, moist, dense, poorly-graded sand with silt 6.0' bottom of borehole, no caving, no groundwater borehole backfihled 1/9/09 ----------------------------------------------------------------------------------------------------------------------------- BOREHOLE NO 3 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, moist, loose, porous, silty fine sand with rootlets 1.0' SLOPEWASH (Qsw) brown, moist, loose, silty fine sand 3 " 1.04 .0 8.8 40' TERRACE DEPOSITS FORMATION (Qt) reddish brown, moist, dense, poorly-graded sand with silt 6.0' bottom of borehole, no caving, no groundwater borehole backfilled 1/13/09 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 15 CLASSIFICATION RANGE OF GRAIN SIZES U.S. STANDARD GRAIN SIZE IN SIEVE SIZE MILLIMETERS BOULDERS Above 12 Inches Above 305 COBBLES 12 Inches To 3 Inches 305 To 76.2 GRAVEL 3 Inches to No. 4 76.2 to 4.76 Coarse 3 Inches to % Inch 76.2 to 19.1 Fine % Inch to No.4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 Coarse No. 4 to No. 10 4.76 to 2.00 Medium No. 10 to No. 40 2.00 to 0.420 Fine No. 40 to No. 200 0.420 to 0.074 SILT AND CLAY Below No. 200 Below 0.074 --I I- U - UT -U 60 60 30 zo to 0 0 to 10 30 60 50 60 70 00 50 :30 USUIO UU:T (Ii). MAJOR DIVISIONS SYMBOL . DESCRIPTION GW WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES, LITTLE OR NO FINES GRAVELS (MORE THAN V2 OF COARSE GP _________ POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES _______________________________ GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES FRACTION >NO. 4 SIEVE COARSE GRAINED SOILS SIZE) GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES (MORE THAN '/ OF SOIL> NO. 200 SIEVE SIZE) sw WELL GRADED SANDS OR GRAVELLY SANDS, LITRE OR NO FINES SANDS SP (MORE THAN OF COARSE POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES _______________________________ SM SILTY SANDS, SILT-SAND MIXTURES FRACTION < NO. 4 SIEVE SIZE) SC CLAYEY SANDS, SAND-CLAY. MIXTURES ML INORGANIC SILTS AND VERY FINE SANDS, ROCK SILTS & . FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED ' SOILS (MORE THAN V2 OF SOIL < NO. 200 SIEVE SIZE) CLAYS LIQUID LIMIT <so - CL . __________ INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS _____________________________________ 0L ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS & ffl INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS CLAYS CH LIQUID LIMIT >50 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ________________ OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt - PEAT AND OTHER HIGHLY ORGANIC SOILS %-J,A30lr L1A.K1 Uru.rthD SOIL CLASSIFICATION SYSTEM) (.KA11N SILL CHART PLASTICITY CHART EAST'COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 U.SCS. SOIL CLASSIFICATION B. MILLS & CO., LLC PROJECT PROJECT NO. 09-1106D5 PLATE NO. 3 JAN. 22, 2009 B.LLS & CO., LLC FROJECTNO. 09-1106D5 PAGE L4 LABORATORY TEST RESULTS -' .- ' MAXIMUM DRY DENSITY AND OPTIMUM-MOISTURE CONTENT (ASTMD1557) - ,•. .•-' 4.- •4 4 . ,• . The maximum dry densities and optimum moisture contents of the fill materials is7 determined byASTM D1557, Procedures )A and B which use 25 blows4of a 10-pound slide hammer falling from a height of 18 inches on each of.5 equal layers in a 4- inch 'diametei 1/30.-cubic foot compaction cylinder and Podedure C which uses 56 blows of a 10-pound-slide hamther falling from a heightof18 .inches-on each of 5 equal'.-, layers in a 6-inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows 4 4, 7 . - . . - • OPTIMUM * r - MAXIMUM MOISTURE SOIL TYPE! - DRY DENSITY - CONTENT PROCEDURE,-' DESCRIPTION. .. (PCF) - (%) . LOCATION '. -. 1/A BROWN SILTY FINE SAND 1205 95 BH-1 @ 3 0' : . -' ---'• - .• ". - - - . -. * --4. •-, .4 - * .- . ,-4_* - . -- 4. .-, 4 -4 EXPANSION INDEX TEST (ASTM D4829) . INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(%) (PCF) INDEX LOCATION 95 j62 1105 0 BH-1 @30 - .1 - -' - _ .•. . - -"' 4 4 - - .* -4'• '-. • 44.• - PARTICLE SIZE ANALYSIS (ASTM D422) " HN WA 3/8" - - 44 #8 - - - #16 100' 100 #30 93 92 t - 149 • Al 43 .•*1_' #100 4 21 . '* ••.L•4 • 17 #200 A4 ' 11 4 V -,.- USCS'- _- -4. 1 4 . 4_• " I 4 4 4 - - - -: •, -'. '7 . 4 . - -. -- *• ,. - - - "4• * - - - . .* 1-- - • - '* -' •--t_ - _I_ . . - -: - '-..p .' -. 4 .' • .' '_•3 • • - ••4 - '-. - . .•.c - : • 4- -4 B. MILLS & CO., LLCFROJECTNO. 09-1106D5 * REFERENCES Limited Geotechnical Investigaticin, Proposed Seccid Stor)Addition, 972 Laguna Drive, City of •. Carlsbad, California", Project No. 09-1 106E4, .Prepared by East County. Soil Consultation and • Engineering, Inc., Dated January 21, 2009. . . ., S "Limited Geotechnical Investigation, Proposed Two-Story Residential Addition, 3434 Madison - Street,. City of Carlsbad, California", Project No. 08-1 106E6, Prepared by East County Soil Consultation and Engineering, Inc., Dated April 3, 2008. "2007 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. . 4: "Limited Site Investigation, Pioposed Two-Story, Single-Family Residence, 733 Stratford Drive, City of Encinitas, California", Project No. 04-1147C7, Prepared by East County Soil Consultation and Engineering, Inc., Dated September, 30, 2004. ."Limited Site Investigation, Proposed Commercial Building Site, 2815 Jefferson Street, City of Carlsbad, California", Project No. 01-1106E5, Prepared by East County Soil Consultation and Engineering, Inc.Datd February 13, 2001. . "Geotechnical and Foundation Exigiiieering: Design and Construction", by Robert W. Day, 1999. "1997 Uniform Building Code, Volume 2, Stnictural'Engineering Design Provisions", Published by International Conference of Building Officials. . 1.. "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-1nternational Conference of Building Officials. •. 4 ... "Geologic Maps of the Northwestern Part o. San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Taii and Michael P. Kennedy, 1996. "Foundations and Earth Structures, Design Manual 7.2", byDepartrnentof Navy Naval Facilities Engineering Command, May 1982, Revalidated by Chnge 1 September 1986. 5* - - - -• I 4- 5- - - * . S • . S - 1'V. • - . 1/- . .., .. BUILDING ENERGY ANALYSIS REPORT PROJECT: .' . Garfield-Residence 2637 Garfield Street Carlsbad, .• Project Designer: Wright Designs S - .5 . S t -- . 5 • #5 Report Prepared by: . 5 5 - . Michael Dell. .• DELL CO. •. 5 1629 York Drive * Vista,Ca 92084 •. 760-940-0064 . . . .. . S • . • . . Job Number: ... R47814 Date: - 4/8/2014 . The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program hasapproval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. - EnergyPro 5.1 by EnergySoft User Number: 1712 .. RunCode: 2014-04-08T12:58:12 ID: R4-814 :-- 5 . 5_5 •PC k5wo * t PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1 R Project Name Garfield Residence Building Type 0 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 41812014 Project Address 2637 Garfield Street Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,156 Addition n/a # of Stories 3 FIELD INSPECTION ENERGY CHECKLIST o Yes D No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. O Yes 0 No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (f12) Features (see Part 2 of 5) Status Wall Wood Framed R-13 2,893 New Slab Unheated Slab-on-Grade None 784 Perim = 107' New Floor Wood Framed w/o Crawl Space R-19 460 New Roof Wood Framed Attic R-30 1,659 New FENESTRATION U- Exterior Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status Front (NE) 76.5 0.340 0.28 none none Bug Screen New Right (NW) 127.0 0.340 0.28 none none Bug Screen New Rear (SW) 134.0 0.340 0.28 2.5 none Bug Screen New Left (SE) 170.0 0.340 0.28 none none Bug Screen New Front (NE) 182.0 0.340 0.28 2.5 none Bug Screen New Front (NE) 28.0 0.340 0.28 8.0 none Bug Screen New Rear (SW) 201.0 0.340 0.28 none none Bug Screen New Skylight 18.0 0.390 0.29 none none None New Rear (SW) 53.5 0.340 0.28 5.0 none Bug Screen New Left (SE) 137.0 0.340 0.28 2.5 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eft Cooling Mm. Eff Thermostat Status 1 Split Heat Pump 7.70 HSPF Split Heat Pump 13.0 SEER Setback New 4 Split Heat Pump 7.70 HSPF Split Heat Pump 13.0 SEER Setback New 2 Split Heat Pump 7.70 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status VRF system Ductless/ with Fan Ductless n/a n/a New VRF system Ductless! with Fan Ductless n/a n/a New VRF system Ductless/ with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Large Gas 74 0.78 Kitchen Pipe Ins New EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 3 of 14 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1 R Project Name Garfield Residence Building Type IZ Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 41812014 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The DHW System A 0 Smith FPSH-75 is non-NAECA large storage gas water heater. Verify DHWdetails. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given; EnerqyPro 5.1 by EnerqySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 4 of 14 4 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1 R Project Name Building Type 10 Single Family 0 Addition Alone Date, Garfield Residence 0 Multi Family 0 Existing+ Addition/Alteration 41812014 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtu/ft2-yr) . . . Space Heating 6.77 762 084 Space Cooling 4.84 5.66 -0.81 " Fans 2.43 2.65 -0.22 Domestic Hot Water 12.12 8.69 3.42 Pumps 000 000 000 Totals 26.17 24.62 1.55 Percent Better Than Standard: 5.991. . BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (NE) 54 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 . (NE) 892 . 287 Fuel Available at Site Natural Gas (SE) 1,201 307 Raised Floor Area 460 (SW) 860 389 Slab on Grade Area: 784 , (NW) 1,049 ', 127 Average Ceiling Height: 8.6 Roof 1,677 . 18 Fenestration Average U-Factor: 0.34 - TOTAL: 1,127 Average SHGC: 0.28 Fenestration/CFA Ratio: 35.7% REMARKS 'Variable Refigerant Flow system STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Zr Efficiency Standards of the California Code of Regulations. , ROB-10-317 NR08-10-676 The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author . . Company DELL CO..CEPE R08-90A541 41812014 Address 1629 York Drive Name Michael Dell City/State/Zip Vista, Ca 92084 Phone 760-940-0064 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code)' Company Wright Design t Address . Name SamualB. Wright . City/State/Zip Phone Signed License # Date EnerqyPro 5.1 by EnerqySoft' User Number: 1712 RunCode: 2014-04.08T12:58:12 ID: R4-814 Page 5 of 14 COMPLIANCE: D,i*.I - (Dr* A of CERTIFICATE L1 • (Part -r iji jj- CF-1 UI Project Name Garfield Residence Building Type IZ Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 4/8/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Factor Exterior Frame Interior Frame Wall 121 0.102 54 90 New 4.3.1-A3 LowerLevel Wall -213 0.102 ER-13 - 324 90 New 4.3.1-A3 LowerLevel Wall 56 0.102 234 90 New 4.3.1-A3 LowerLevel Wall 304 0.102 . 144 90 New 4.3.l-A3 Lower Level Slab .. 784 0.730 None . 0 180 New 4.4.7-Al Lower Level Floor 460 0.048 R-19 . - - 0 180 New 4.4.2-A4 Main Level Wall 243 0.102 R-13 - - 54 90 New 4.3. l-A3 Main Level. Wall . 411 0.102 R-13 - - 324 90 New 4.3. 1-A3 Main Level Wall 188 - 0.102 R-13 . 234 90 New 4.3. 1-A3 - Main Level Wall 334 0.102 R-13 144 90 New 4.3.1-A3 Main Level Roof 964 0.031 R-30 . 162 18 New 4.2. 1-A20 Main Level Wall 24 0.102 R-13 ______ _____ 54 90 New 4.3.1-A3 Upper Level Wall 29 0.102 R-13 324 90 New 4.3. 1-A3 - UpperLevel Wall 22 0.102 R-13 234 90 New 4.3.1-A3 - UpperLevel - Wall 25 0102 R-13 144 90 New 4.3.1-A3 - - UpperLevel Roof 69 0.031 R-30 - 162 18 New 4.2.1-A20 UpperLevel FENESTRATION _SURFACE _DETAILS ID Type Area- U-Factor' SHGC2 . Azm Status Glazing Type Location/Comments 1 Window 7.0 0.340 NFRC 0.28 NFRC - 54 New Sierra Cardinal 34-28 Lower Level 2 Window . 24.0 0.340 NFRC - 0.28 NFRC 54 New Sierra Cardinal 34-28 - - Lower Level 3 Window 3.0 0.340 NFRC 0.28 NFRC 324 New Sierra Cardinal 34-28 Lower Level - 4 Window 64.0 0.340 NFRC 0.28 NFRC - 234 New Sierra Cardinal 34-28 - Lower Level - 5 Window . 64.0 '0.340 NFRC 0.28 NFRC 144 New Sierra Cardinal 34-28 - Lower Level 6 Window 35.5 0.340 NFRC 0.28 NFRC '54 New Sierra Cardinal 34-28 Main Level 7 Window 10.0 0.340 NFRC 0.28 NFRC .54 New Sierra Cardinal 34-28 Main Level - 8 Window 64.0 0.340 NFRC 0.28 NFRC 54 New Sierra Cardinal 34-28 Main Level 9 Window 28.0 0.340 NFRC 0.28 NFRC -54 New Sierra Cardinal 34-28 Main Level - 10 Window - 17.5 0,340 NFRC 0.28 NFRC 324 New Sierra Cardinal 34-28 Main Level - Ii Window 20.0 0.340 NFRC 0.28 NFRC 234 New - Sierra Cardinal 34-28 Main Level - 12 Window 108.0 0.340 NFRC 0.28 NFRC 234 New Sierra Cardinal 34-28 Main Level 13 Window 64.0 .0.340 NFRC 0.28 NFRC -234 New Sierra Cardinal 34-28 Main Level 14 Window 84.0 0.340 NFRC 0.28 NFRC - 144 New - ' Sierra Cardinal 34-28 Main Level 15 Window - 10.0 0.340 NFRC 0.28 NFRC 144 New Sierra Cardinal 34-28 Main Level 16 Skylight 18.0 0.390 NFRC 0.29 NFRC 162 New VeluxCorn foft+(74)Lowe2/Arg Main Level U-Factor Type: 116-A Default Table from Standards, NFRC = Labeled Value - - SHGC Type: .116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS - - ID Exterior Shade Type SHGC Window. Overhar Left Fin Right Fin _j Wd Len J LExt RExt Dist Len Hot Dist Len Hgt I Bug Screen .- .0.76 . 2 Bug Screen _- 0.76 3 Bug Screen 0.76 4 Bug Screen * -_0.76 8.0 8.01., 2.5 0.1 2.5 2.5 . 5 Bug Screen - 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 . - - - -- - - 8 Bug Screen 0.76 8.0 8.0 . 2.5 0.1 2.5 2.5 - 9 Bug Screen - 0.76 8.0 35 8.0 .0.1 8.0 8.0 - - 10 Bug Screen 0.76 .. 11 Bug Screen 0.76 12 Bug Screen 0.76 - - - - - 13 Bug-Screen 0.76 14 Bug Screen _- 0.76 15 Bug Screen 0.76 - . - 16 None 1.001. -- EnergyPro5.1by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 _Page6 of 14 - --- . •5 . : . -- ... . - -. , - - - .. . - . 8 .• * IZ\ - ('I D CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1 R Project Name Garfield Residence Building Type 10 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 41812014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Cavity Exterior Frame Interior Frame FENESTRATION _SURFACE DETAILS ID Type Area U-Factor' SHGC Azm Status Glazing Type Location/Comments 17 Window 48.0 0.340 NFRC 0.28 NFRC 54 New Sierra Cardinal 34-28 Upper Level 18 Window 70.0 0.340 NFRC 0.28 NFRC 54 New Sierra Cardinal 34-28 Upper Level 19 Window 106.5 0.340 NFRC 0.28 NFRC 324 New Sierra Cardinal 34-28 Upper Level 20 Window 9.0 0.340 NFRC 0.28 NFRC 234 New Sierra Cardinal 34-28 Upper Level 21 Window 700 0340 NFRC 0.28 NFRC 234 New Sierra Cardinal 34-28 Upper Level 22 Window 535 0.340 NFRC 0.28 NFRC 234 New Sierra Cardinal 34-28 Upper Level 23 Window 120 0.340 NFRC 0.28 NFRC 1441 New Sierra Cardinal 34-28 Upper Level 24 Window 535 0.340 NFRC 0.28 NFRC 144 New Sierra Cardinal 34-28 Upper Level 25 Window 835 0.340 NFRC 0.28 NFRC 144 New Sierra Cardinal 34-28 UpperLevel U-Factor Type: 116-A = Default Table from Standards NFRC = Labeled Value SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS - UJ Exterior Shade Type SHGC Window Over hang _ Left Fin Right Fn JHot Wd Len I Jg LExt REM Dist Len Hot Dist Len Hot 17 Bug Screen 0.76 12.0 4.0 2.51 0.1 2.5 2.5 18 Bug Screen 0.76 4.0 17.5 2.5 0.1 2.5 2.5 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 6.0 11.0 2.5 0.1 2.5 2.5 22 Bug Screen 0.76 6.7 8.0 5.0 0.1 4.0 5.0 23 Bug Screen 0.76 24 Bug Screen 0.76 6.7 8.0 2.51 0.1 2.5 2.5 25 Bug Screen 0.76 6.7 12.5 2.5 0.1 2.5 2.5 --------------- EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 7 of 14 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Garfield Residence Building Type 0 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 1 41812014 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft) Volume Year Built New Existing Altered Removed VRF system Lower Level 784 6,272 VRF system Main Level 1,677 15,093 VRF system Upper Level 695 5,769 Totals 1 3,1561 01 01 0 HVAC SYSTEMS System Name Qty. Heating Type Mm. Eff. Cooling Type Mm. En. Thermostat Type Status VRF system I Split Heat Pump 7.70 HSPF Split Heat Pump 13.0 SEER Setback New VRF system 4 Split Heat Pump 7.70 HSPF Split Heat Pump 13.0 SEER Setback New VRF system 2 Split Heat Pump 7.70 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status VRF system Ductless/ with Fan Ductless n/a n/a 0 New VRF system Ductless/ with Fan Ductless n/a n/a 0 New VRF system Ductless/ with Fan Ductless n/a n/a 0 New 0 WATER HEATING SYSTEMS System Name Qty. Type,. Distribution Rated Input (Btuh) Tank Cap. Energy Factor or RE Standby Loss or Pilot Ext. Tank lnsul. A- Value Status A 0 Smith FPSH-75 I Large Gas Kitchen Pipe Ins 80,000 74 0.78 0.00% n/a New MULTI-FAMILY WATER HEATING DETAILS - HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length < System Name Pipe Length Pipe Diameter Insul. Thick. Qty. HP Plenum Outside Buried 0 0 EnergyPm 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 8 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1 R Project Name Garfield Residence Date 41812014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-11 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)i: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §1 16(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111(a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-613 Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. *150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§1 50(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§1 50(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El 677-95(2000) when specified on the CF-1 R Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(l): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §1 50(e)i A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §1 50(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-1 13: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §1 13(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASH RAE, SMACNA or ACCA. §150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-1 2 external insulation or R-1 6 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1 500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPm 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 90! 14 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name Date Garfield Residence 1 41812014 §1 50(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §1 50(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §1 50(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(0): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §1 14(b)1: Any pool or spa heating equipment shall be installed with at least 36' of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §1 50(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §1 50(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §1 50(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §1 50(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ff2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 10 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1 R Project Name Date Garfield Residence 41812014 §150(k)1O: Permanently installed luminaires in bathrooms, attached and detached garages, laundry- rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)1 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k) 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §1 50(k)1 6: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 11 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Garfield Residence , Date 4/8/2014 System Name VRF system Floor Area 784 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 220 Return Vented Lighting Return Air Ducts . Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 16,000 4,605 693 275 8,779 Total Output (Btuh) 16,000 0 Output (Btuhlsgft) 20.4 0 0 Cooling System 0 0 Output per System 16,200 0 oj 0 0 Total Output (Btuh) 16,200 407 0 1 5,012 6931 -407 Total Output (Tons) 1.4 0 Total Output (Btuh/sgft) 20.7 Total Output (sgft/Ton) 580.7 1 8,373 Air System CFM per System 600 HVAC EQUIPMENT SELECTION Airflow (cfm) - 600 Carrier 38QRF018-3 w/40QNQ01824 13,809 1,947 12,240 Airflow (cfmlsgft) 0.77 12,240 Jan 1 AM Airflow (cfmlTon) 444.4 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 13,809 1,947 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions F Aug '3 PM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34°F 10 Outside Air 0 cfm 68°F 68°F 97°F 98°F Heating Coil . Supply Fan 98°F 600 cfm . 1. ROOM . - 68°F 1 I COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F Outside Air O cfm 75/62°F 75/61°F 55/54°F 56/54°F I IiI Cooling Coil Supply Fan . 56 I 54 °F 600 cfm - 46.7% ROOM . . 75/62°F I I EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 12 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name • Garfield Residence Date 4/8/2014 System Name VRF system Floor Area 1,677 ENGINEERING CHECKS SYSTEM LOAD Number of Systems I COIL CFM Total Room Loads 756 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 11,000 15,535 1,227 468 15.123 Total Output (Btuh) 44,000 0 Output (Btuh/sgft) 26.2 0 0 Cooling System 0 0 Output per System 9,600 0 01 0 . 0 Total Output (Btuh) 38,400 1,627 1,2271 -1,627 Total Output (Tons) 3.2 0 0 Total Output (Btuh/sgft) 22.9 Total Output (sqlt/Ton) 524.1 1 17,1631 13,496 Air System CFM per System 400 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,600 Carrier 38QRF012-w/40KMQ012 . 28,128 9,140 33,659 Airflow (ctmlsgtt) 0.95 33,659 I Jan 1 AM Airflow (cfm/Ton) 500.0 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK I 28,128 9,140 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions I Aug 3 PM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F Outside Air 0 cfm 68°F 68°F 97°F 98°F Heating Coil Supply Fan 1,600 cfm 98 OF ROOMJ 68°F I COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F Outside Air - 0 cfrn 75/61°F 75/61°F 55/54°F 56/54°F i I UI . Cooling Coil Supply Fan 56 / 54 OF - 1,600 cfm - 46.2% LROOM 75/61°F EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 13 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Garfield Residence Date 4/8/2014 System Name VRF system Floor Area 695 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 COIL CFM Total Room Loads 526 Return Vented Lighting . Return Air Ducts Return Fan _ . Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 16,000 10,977 260 368 11,768 Total Output (Btuh) 32,000 0 ________ Output (Btuh/sgtt) 46.0 0 0 Cooling System 0 0 Output per System 16,200 0 0 0 Total Output (Btuh) 32,400 814 1 0 1 11,790 2601 -814 Total Output (Tons) 2.7 0 Total Output (Btuh/sgft) 46.6 Total Output (sgtt/Ton) 257.41 1 10,954 Air System CFM per System 600 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,200 Carrier 380RF018-3 w/400NQ01824 28,027 3,323 24,480 Airflow (cfm/sgft) 1.73 24,480 I Jan 1 AM Airflow (cfmlTon) . 444.4 Outside Air (%) 0.0% Total Adjusted System Output . (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 28,027 3,323 Outside Air (cfm/sgtt) 0.00 Note: values above given at ARI conditions F Aug 3 PMI HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34°F Outside 0 cfm 68°F 68°F 97°F 98°F Heating Coil ty Fan 1,200 cfm U1ILi 98°F ROOM 68°F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F Outside Air 0 Cffll 75/61°F 75/61°F 55/54°F 56/54°F 10 I I Liii Cooling Coil Supply Fan . . 56/54°F 1,200 cfm .. ... 45.6% ROOM in . . 75/61°F I..Ii I EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T12:58:12 ID: R4-814 Page 14 of 14 BUILDING ENERGY ANALYSIS REPORT k - PROJECT: - a . Garfield:Second--Dwelling:U-ftit) 2637 Garfield Street .- .• .Carlsbad,, Project Designer: .. Wright Design S Report Prepared by 'Michael Dell .- • =.: •. DELL CO. 1629 York Drive • Vista, Ca92084 760-940-0064 Job Number: . - . . R-4-412 .5 Date 4/8/2014 . . . The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is -authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. - • This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 4 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1 R Project Name Garfield Second Dwelling Unit Building Type IZI Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 4/8/2014 Project Address 2637 Garfield Street Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 433 Addition n/a # of Stories I FIELD INSPECTION ENERGY CHECKLIST o Yes D No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. 0 Yes 0 No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (f12) Features (see Part 2 of 5) Status Wall Wood Framed R-13 409 New Slab Unheated Slab-on-Grade None 433 Perim = 44 New FENESTRATION U- Exterior Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status Right (NI/tO 35.0 0.340 0.28 none none Bug Screen New Rear (SW) 72.0 0.340 0.28 none none Bug Screen New HVAC SYSTEMS Qty. Heating Mm. Eff Cooling Mm. Eff Thermostat Status I Split Heat Pump 7.80 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION . Duct Location Heating Cooling Duct Location R-Value Status Mini-Split Ductless/ with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status I Small Gas 40 0.59 No Pipe Insulation New EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 3 of 11 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1 R Project Name Garfield Second Dwelling Unit Building Type 0 Single Family 0 Addition Alone 0 Multi Family 0 Existingi- Addition/Alteration Date 41812014 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION. Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnerqyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 4 of 11 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Building Type 10 Single Family 0 Addition Alone Date Garfield Second Dwelling Unit 0 Multi Family 0 Existing+ Addition/Alteration 4/8/2014 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtu/ft2-yr) Space Heating 1.13 0.87 0.26 Space Cooling 5.57 7.00 -1.42 Fans 3.22 3.60 -0.39 V Domestic Hot Water 54.83 53.20 1.63 Pumps 0.00 0.00 0.00 Totals 64.75 64.66 0.09 Percent Better Than Standard: 'o.i % BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (NE) 54 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (NE) 164 0 Fuel Available at Site: Natural Gas (SE) 0 0 Raised Floor Area: 0 . (SK 200 72 Slab on Grade Area: 433 (NVIQ 152 35 Average Ceiling Height: 8.0 Roof 0 0 Fenestration V Average U-Factor: 0.34 TOTAL: . 107 Average SHGC: 0.28 Fenestration/CFA Ratio: 24.7% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed C:A-B.E c to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the California Association of Building Energy Consultantr Efficiency Standards of the California Code of Regulations. Michael Doll - ROB-I 0-317 & NROB-I0-576 The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company DELL CO. CEPE R08901541 6& 4/812014 Address 1629 York Drive Name Michael Dell City/State/zip Vista, Ca 92084 Phone 7609400064 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) V Company Wright Design Address Name Samual B. Wright City/State/zip . Phone Signed License # Date EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 5 of 11 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1 R Project Name Garfield Second Dwelling Unit Building Type 0 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 41812014 OPAQUE SURFACE DETAILS Surface Type - Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Cavity Exterior Frame Interior Frame Wall 164 0.102 R-13 54 90 New 4.3.1-A3 Second Dwelling unit Wall 117 0.102 R-13 324 90 New 4.3.1-A3 Second Dwelling unit Wall 128 0.102 R-13 234 90 New 4.3. 1-A3 Second Dwelling unit Slab 433 0730 None 01 180 New 4.4.7-Al Second Dwelling unit FENESTRATION _SURFACE _DETAILS ID Type Area U-Factor' SHGC2 Azm Status Glazing Type Location/Comments 1 Window 35.0 0.340 NFRC 028 NFRC 324 New Sierra Cardinal 34-28 Second Dwelling unit 2 Window 72.0 0340 NFRC 028 NFRC 234 New Sierra Cardinal 34-28 Second Dwelling unit (1) 1.1-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value _(2) SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS - UJ Exterior Shade Type SHGC Window Over hang Left Fin Right Fin JHqt Wd Len Jg LExt RExt Dist Len Hgt Dist Len Hgt I Bug Screen 0.76 2 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 6 of II CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Garfield Second Dwelling Unit Building Type IZ Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 41812014 BUILDING ZONE INFORMATION System Name Zone Name Floor Area Volume Year Built New Existing Altered Removed Mini-Split Second Dwelling unit 433 3,464 Totals 1 433 01 0 0 HVAC SYSTEMS System Name •Cqy.Heating Type Min. Eff. Cooling Type Min. Elf. Thermostat Type Status Mini-Split 1 Split Heat Pump 7.80 HSPF Split Heat Pump 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status Mini-Split Ductless / with Fan Ductless n/a n/a 0 New 0 WATER HEATING SYSTEMS System Name Q Type Distribution Rated Input (Btuh) Tank Cap. (gal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Bradford-White Corp. DSI 1 Small Gas No Pipe Insulation 38,000 40 0.59 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS - HYDRONIC HEATING SYSTEM PIPING Control ____ Hot Water Piping Length C 0 76 < System Name Pipe Length Pipe Diameter Insul. Thick. .Q HP Plenum Outside Buried 0 0 _ EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 7 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1 R Project Name Garfield Second Dwelling Unit Date 1 41812014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CE- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-i R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111(a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. 150(a): Minimum R-1 9insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§1 50(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El 677-95(2000) when specified on the CF-1 R Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(l): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §1 50(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-1 13: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1 500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 8 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name Date Garfield Second Dwelling Unit 41812014 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CIVIC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §1 50(m)7: Exhaust fan systems have back draft or automatic dampers. §1 50(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §1 50(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §1 14(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §1 14(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of150(p). Residential Lighting Measures: §1 50(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §1 50(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §1 50(k)7: All switching devices and controls shall meet the requirements of §1 50(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ff2 or 100 watts for dwelling units larger than 2,500 tt2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §1 50(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 9 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1 R Project Name Date Garfield Second Dwelling Unit 41812014 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §1 50(k)1 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §1 50(k)1 1. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor-low efficacy luminaires -shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §1 50(k)1 6: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R4412 Page 10 of 11 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Garfield Second Dwelling Unit Date 4/8/2014 System Name Mini-Split . - Floor Area 433 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 147 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply, Fan Supply Air Ducts -: ---' —TOTAL-SYSTEM-LOAD -' -- COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 11,000 2,795 112 96 4,381 Total Output (Btuh) 11,000 0 Output (Btuh/sgft)' 25.4 0 0 Cooling System 0 0 Output per System 9,600 0 ol 0 0 Total Output (Btuh) 9,600 875 -1121 -875 Total Output (Tons) 0.8 0 0 Total Output (Btuh/sgft) 22.2 - —Total Output (sgfton) 5413 3,670 =-3,506 Air System CFM per System 335 HVAC EQUIPMENT SELECTION Alrflow(cfm) 335 LGARNU093BMINI-SPLIT 7,398 1,897 8,415 - 8,415 Jan 1 AM Airflow (cfmlsgft) 0.77 Airflow (cfm/Ton) 418.8 Outside Air (%) ' 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK I 7,398 1,897 Outside Air (cfmlsgft) 0.00 Note: values above given at ARI conditions Aug 3 PM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F Outside Air 0 cfm - 68°F 68°F 108°F , 110°F Heating Coil Supply Fan 335cfm - -. ii Ji 110 OF R 0M 68°F I COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F OutsideAir - 0 cfm 75/61°F I 75/61°F 55/54°F 57/55°F , •. Cooling Coil - Supply Fan , 57 / 55 OF - 335cfm • -:.--'.- - °"°• ROOM - 75/61°F - iIL • I EnergyPro 5.1 by EnergySoft User Number: 1712 RunCode: 2014-04-08T11:59:35 ID: R-4-412 Page 11 of 11 CONSULT FACTORY IF LARGER FINISHED 2' MIN.) SHAFT 1' gCE (46-11 I 551/2' _______ MAXIMUM 101/2 411,2" PLATFORM '® FEB1320'4 51/? (-1 MIN.) CITY OF CARLSB cUILDNG DMS 40" CLEAR INSIDE WIDTH u 0 —ii cL (fl I 14.88S0.Frj —1— 33"__ MII i wcsc oftwft O4ED OA1t G.P. 503110 ADO LLT DESIGNATION G.P. F.P. 02MMI CHANGE PAIN. SHAFT G.P. M.C. O6f277 CHANGE PAIN. SHAFT TO 4r G.P. 10l29 REDUCE WIDTH lIT NOTES: (13 IF PLATFORM SIZE IS REDUCED, THEN THE BLOCKING IS TO BE POSITIONED SUCH THAT IT IS CENTERED ON THE PLATFORM. (PLATFORM DEPTH 12) + 2' = CENTERLINE OF RAIL BLOCKING OFF OF INSIDE FRONT WALL. (MIN. 28' DIMENSION) CAR TO WALL (CIW) DIMENSION IS 3-112" MIN. HOISTWAY DOORS AND FRAMES TO BE INSTALLED IN A 2' x WALL CONSTRUCTION OR RECESSED INTO A DEEPER WALL CONSTRUCTION TO EQUATE TO A Tx 4' WALL. THIS IS REQUIRED TO COMPLY WITH 3' x 5' RULE. () HOISTWAY DOORS TO BE SOLID CORE (BY OTHERS.) (j) CLEAR CAB DIMENSIONS BASED ON A 314' FLAT WALL CAB DESIGN. PICTURE FRAME AND FRAME! PANEL CABS - REDUCE CLEAR INSIDE WIDTH BY 1-1i2' AND CLEAR INSIDE DEPTH BY 3/4'. HALL STATION 151/2" Ak 36" (12' MIN.) STANDARD HOISTWAY PLAN SCALE - lIT-I NOTE: ALL DIMENSIONS ARE APPROXIMATE THE INFORMATION CONTAINED HEREIN IS SOLELY OWNED BY RESIDENTIAL ELEVATORS, INC. ANY REPRODUCTION IN PARTORAS A WHOLE WITHOUT WRITTEN PEII1SSH'I FROM RESItENTIAl. ELEVATORS, INC IS STRICTLY PROHIBITED, IDENTIAL EVATORS I Elevating your standard of living LUXURY LIFT 950#, LH RAIL, IN LINE OP ENING, LLT TRACTION ACCORDION GATE, 2IQJ 20 RESIDENTIAL DRIVE CRAWFORDVILLE, FL 32327 ResldentlalElevators.com 1-8004832-2004 Al IL Ni 4 SEE. HOR AD 08 REAR RAIL ACCESS DOOR LEFT ADJACENT WALL -I ACCESS DOOR BY GENERAL CONTRACTOR THE INFORMATION CONTAINED HEREIN IS SOLELY OWNED BY REISDENTIAI. ELEVATORS. INC. ANY REPRODUCTION IN PART OR AS A WHOLE Y.IThOUTtNEI1TEN PERMISSION FROM RESIDENI1ALELEVATORS. INC. IS STRICTLY PROHIBITED. I ljLf RIGHTADJACENT WALL-" =i- LHRAIL ACCESS DOOR OPPOSITE HALL DOOR SEE HORADO4 F i_II:I]LI II H SEE HORADO5 REAR RAIL --------- 28 28"-, O 28- . JQRAILS RAILS 28 '41 SEE :1 HOR AD 06 -HALL DOOR s- RH RAIL u DOOR (TYP.) OPPOSITE HALL ACCESS DOOR III 0 RECOMMENDED CLEARANCE FOR ACCESS TO MOTOR I GEARBOX WITH ACCESS DOOR RESIDENTIAL. 0 RECOMMENDED MIN. SHAFT DEPTH FOR IN REAR OF SHAFT. -ELEVATORS ACCESS DOOR IN REAR OF SHAFT. Elevating your standard of living LUXURY LIFT LLT TRACTION .- m - , 4 Each vertical support OVERHEAD VIEW stack shall have: 28" - ( - Right Hand piece 1/2 plywood between f 12" 12" = between2x12s CENTERLINE OF REAR WALL 4_. ' RAIL SUPPORTS CLEARINDETO MUST BE MIN 28 PIT FLOOR - - ' FINISH DOOR JAMB .;; OFF FRONT WALL FRONT WALL 2" x 4" SECTION A - A, CONSTRUCTION MAXIMUM RIM Note: rear-wall rail or rear . to be measured from center line of shaft SIDE VIEW LANDING TOP OF FRONT WALL HOISTWAY 7V/FRONT WALL ;E TO AVOID 3"x 5 CODE VIOLATION - (SEE 3 X 5 - - - _ _- RULE ON PAGE 41 F. (4)2x4xHEIGHT OFHOISTWAY -_I•I I \ \ \'-L (4)2x12x HEIGHT OF HOISTWAY 42 --;/- •: ? , Rr -. ELEVATION CONTRACTOR RESPONSIBILITY fl - TO ENSURE ADEQUATE SUPPORT IN WALL FOR - - - Right Hand Rail GUIDE RAIL FASTENINGS, VERTICAL SPANS OF 2 - — Supports Shown - x 12' 1 s SHALL NOT TO EXCEED 12'- 0" INTERVALS ESILENTIAL (Left Hand Opposite) - WITHOUT INTERMEDIATE SUPPORT -ELEVATORS ELEVATOR SHAFT STRUCTURAL REQUIREMENTS Elevating your tanr1ard of hymn -- October 09 - •'- y - ' - - - - ELEVATOR PIT - - •- 'I Right Hand Wall T Rail OVERHEAD CLEARANCE REQUIREMENTS, , 1T- 0" MAXIMUM , 12" HORIZON TRACTION - FOR VERTICAL ' 102° MIN. FOR SW. CAB HEIGHT SUPPORTS WITHOUT --- , 114" MIN. FOR 8O" CAB HEIGHT INTERMEDIATE j - SUPPORT - LUXURY LIFT HYDRAULIC • 1 96° MIN. FOR 6-8" CAB HEIGHT -• 108' MIN. FOR 8-0" CAB HEIGHT • PLYWOOD • - LANDING DOOR - 'EEE"E L.I (BY GENERAL DRYWALL /I[ II-I CONTRACTOR) . TOP FLOOR 4I1I II- 11(7/ - LANDING VERTICAL 2x1ZsAND .1//AI II - -• 2 x 4's BY GENERAL IVLIbU :CONTRACTOR -:JJ• 1 •• * •- .. I .- • TRIM ON BACKSIDE' LANDINGDOOF OF DOOR NOT (BY GENERAL I TO EXCEED 1/4 . . . • CONTRACTOR)t • - tp - 12 0 MAXIMUM FOR VERTICAL - TOTAL - - SUPPORTS WITH ; • 0 - .• TRAVEL - - • -. INTERMEDIATE • 4- 11 0, —12 . - SUPPORT - FRONT WALL OF SHAFT * -• I.. - FROM CLEAR - (ALWAYS USE 2"x4" - . INSIDE TO CONSTRUCTION ON - -FINISH FRONT WALL OF SHAFT - -. • JAMB -. • S . TO AVOID 3"x5" CODE ,' - - S.' VIOLATION - SEE 3 X 5 " PIT DEPTH 11 0 4 RUL.EON PAGE 4) .MINIMUM - REINFORCED - CONCRETE SLAB ; REQUIRED TO WITHSTAND '-'• • •• 0 • • - THE FOLLOWING IMPACT LOADS - BOTTOM FLOOR HORIZON TRACTION UNIT 5100 LBS .- Akirukif' • • - LUXURY LIFT HYDRAULIC -3900LBS. •. ' - I - - - : :-- - : - - - - 0 0 ELEVATOR.— PIT NOTE ALL WORK ABOVE TO BE BY CONTRACTOR. R ESIDENTIAL GENERAL ELEVATOR,,'S3 HOISTWAY I PIT DETAILS 4 Elevating your standard ofliving HOR02 March 11 40 - * I LIGHT FIXTLIRE AND LIGHT SWITCH (BY G.C.) MACHINERY ACCESS DOOR • r 24 x 24 MAX (BY G C) FOR 240 VAC (GC I OWNER PROVIDED) FOR 120 VAC (GC I OWNER PROVIDED) - - ELEVATOR CONTROLLER U0 CTION TO BE TELEPHONE CONNE GHh10 RECEPTACLE __j TERMINATED IN ELEVATOR OVERHEAD CLEARANCE GEARBOX AND MOTOR ASSEMBLY 102" MIN. FOR STD. CAB HEIGHT 114' MIN. FOR 8-0" CAB HEIGHT ALTERNATE ACCESS DOOR (IF LESS THAN 102" IS : 24" MAX. x 18" (BY G.C.) AVAILABLE, CONSULT R.E.I.) - - LINE ELEVATOR SHAFT WALLS WITH - 7 PLYWOOD (PREFERRED) OR DRYWALL LANDING DOORS - - - CHECK LOCAL CODE 2-8" OR 3-0" W REQUIREMENTS FOR THICKNESS BY 6-8" OR 8'-0' H SOLID CORE Ix RECOMMENDED TOP FLOOR LANDING DOOR INTERLOCK ELEVATORRAILS & BRACKETS BY R.E.I. (TYP.) BY R.E.I. AND INSTALLED BY R.E.I. COUNTERWEIGHT ASSEMBLY ELEVATOR PIT MINIMUM 4" THICK BOTTOM I REINFORCED CONCRETE SLAB FLOOR - PIT DEPTH LANDING O-A 4" 4- 8" MIN. 0 0* O O 0 0 RESIDENTIAL ELEVATORS (REI) CONTROL SYSTEM TYPICAL ELEVATION CONTAINS THE 240 VAC AND 120 VAC DISCONNECTS. TYPICAL 2 STOP HOISTWAY LAYOUT HOWEVER; GC/ OWNER MUST PROVIDE DEDICATED NOTES: CIRCUIT AND WIRE TO4" x 4" BOX (1 FOR 240 VAC & 1 FOR 120 VAC) IN MACHINE SPACE PER DRAWING. 1. RAIL IS CONCRETE ANCHORED WITH 1/2" REDHEAD OR SEE REI ELECTRICAL REQUIREMENTS BROCHURE CONCRETE SLEEVE BOLTS GR.5 - 1/2" x 4" ANCHORS FOR FURTHER DETAILS. 2. RAIL BRACKETS ARE LAGGED WITH 1/2"x 4" HEX HEAD LAG SCREWS 3 FOR EACH 1" HOIS1WAY IS REDUCED IN WIDTH OR DEPTH THE WORMAnON CONTAINED HUEN 15 SDLELYOWNM BY RESDBM4L ELEVATORS. INC. ANY REpp4ompuncN IN CAR SIZEIS REDUCED BY 1" IN WIDTH OR DEPTH PART OR ASAWHOLE WrTHQJr WRITTEN PWISSON FROM RESIDENTIAL ELEVATORS. INC. IS STRICTLY PROHIBITRI). - LUXURY LIFT LLT TRACTION I SIDENTIAL LEVATORS Elevating your standard of living HALL PUSH BUTTON STATION BY R.E.I. (TYP.) f,. ... J. 4 , 5' HomeElevator3"x5" Rule . S Residential Elevators manufactures and installs a fully code'compliant elevator per the ASME ANSI A17.1 National') Safety Code for Elevators -Section 5.3 Private Residence Elevators. Rule 5.3.1.4.2 (aka 3"x 5" Rule) ofthe above reférenced code states: Clearance Bétveen Hoistway Door(s) or Gate(s) and Landing Sill(s) and Car Door(s) or Gate(s). The deàrancé between the hoistway doors or gates and the hoistway edge of the landing sill 'shall not exceed 3 inches (76 mm). The distance between the hoistway face of the landing door or gate and the car door or gate shall not exceed 5 inches (1,27 mm). Note: Concrete block /'thasonry shafts and'some commercial mtal door ' frames can often create 3"X 5" Rule violatiohs. . S . -. _r** - - * - - - / 1 L— LANDING DOOR Landing r Doo 1 3/4 THICK 3/4 Thick BYG C VP L-Y -- ' HOISTWAY -"IIMvl I / FACE OF S?..o ts $3 Max. . 0+ I ' / LANDING DOOR Finished Gate ¶ HOISTWAYWALL: Edge of / Flooring . 0 .44" - 1-1/4"' * 1/4" Trim' ELEVATOR should not ' •• Running , Maximum / ' . CAB GATE - exceed 3" ' . Clearance '' - - or no trim at i- ..• from back of . Min./Max. aII (preferred) / — MAXIMUM dooror Cab ' -j. " 5 •./ extend Top View FINISHED / — 3" MAXIMUM EDGE OF FLOORING * 1/4" trim (or no trim at all.)' - - - /. ' House Side Do not install conventional . . - . Elevator Platform door casino. ' , -. .• / ' ' f / ** 1-3/4" thick door in lieu of a standard 1-1/27 door is required. _.._/W 1 * RUNNING CLEARANCE__. ..1/2"TOI .Note: An out of plumb shaft will greatly ' - .(Rule 5.3.1.4.2) affect running clearances and Side View., exacerbate the 3"x 5" Code - . - - . Compliance Issues The 3"x 5" Rule is a code requirement. Residential Elevators takes pride inensuring safety in the use of their equipment and as apolicy wants to make sure all Builders, Architects, Developers, Owners! Users are aware of and adhere to this National Code. This isasafety issue r * - 0 • - Authorized Signature • .:' 0 5 ' - 0 bate . - -- 0 - February 2012 01 55 - r :,•, •'' . ATTEN110N FRAMERS: This home is receiving a home elevator which will require structural supportforthe elevator rail system and loads built into. the framing of thiselevatorshaft t Attached are two detailed dra(Nings showing the layout and material needed to support this load. 4 ' •0 For this project the Rail Support Wall is located on the * : V. LI Right Hand Wall TI Left Hand Wall U Rear Wall (Always orient the rail wall from the lowest level served by elevator) If you haveanyquestionsorcomments, I 2 4 -• -. 'a ' - - - 4 , S you can call me, - " •.-. -: at- Thank you.,. 1 - I have stapled this document" to the wall that. will require the structural support THE INFORMATION CONTAINED ' SIDENTIA ,'HEREIN IS SOLELY OWNED BY - - - RESIDENTIAL ELEVATORS, INC: R - - L, ANY REPRODUCTION IN PART OR - , AS A WHOLE WITHOUT WRITTEN - PERMISSION FROM RESIDENTIAL E LEVATORS. -. ELEVATORS, INC. IS STRICTLY - •- PROHIBITED. Elevating your standard of living October 09 4-. 4 0 • . - 1 - ' 0 - - -.- 0 • 0, 0 - Traveling Cable Electrical Requirements for Elevator Machinery Space (by G.C.IOwner/Otherf Light Power - 120 VAC Main Power -240 VAC 20 Amp Circuit 30 Amp Circuit (See Note 2) ,- (See Note 1) k4,"k Pigtail . \9p o W. +•s• G e Cd D ; 4 4"x 4" Junction Boxes Mounted to to Elevator Cab Machine Room Wall By General Contractor/Owner.. Each home elevator requires five (51 items from your Electrician and Telecommunications Contractor(s). They are as follows: THE INFORMATION CONTAINED Main Power - 10/3 with Ground (mm. 6") Pigtail connected to house 30 Amp dedicated circuit HEREIN IS SOLELY OWNED BY RESIDENTIAL ELEVATORS INC.ANY Cab Light Power- 12/2 with Ground (min. 6") Pigtail connected to house 20 Amp dedicated circuit REPRODUCTION-IN PART ORASA, One (1) GFI Outlet. - . . . WHOLE WITHOUT WRITTEN One (1) Light Fixture (with protective cover over bulb) with wall switch. PERMISSION FROM RESIDENTIAL ELEVATORS, INC. IS STRICTLY One (1) Live Land Based Phone Line with pigtail (10'-0" Mm.) per code., PROHIBITED. PLEASE BE ADVISED THAT POWER ON THE 240 VAC LINE MUST BE A 10-3 WIRE WITH A GROUND AND INSURE THERE IS A DEDICATED NEUTRAL TO THE UNIT. Explanation: The 240 VAC feed should have a black, red, white and ground wire coming to the machine room. All electrical contractors will have full knowledge of this requirement. Simply insure they are aware of the requirement. Black and red are powered with 120 VAC, each totaling 240 VAC. White is neutral. Ground to ground standard. Also, standard telephone line should be pulled to machine room with approximately ten feet extra length inside machine room. If further explanation or clarification is needed,. please contact your local sales representative. Residential Elevators, LLC - - Toll Free 1-800-832-2004 May 2013 Light -, t•t Fixture, ' . ') with Wall Switch - - Elevator Cab Land Based EE Z! GFI House Phone Line Outlet pigtail (10 Ft. mm.) Elevator Controller . (With Integral A C disconnects) A I R. p e p - I G e C d - Toil Free 1-800-832-2004 Residential Elevators, LLC contact: sales@ResidentiaiEievators.com Residential Eievators.com ICC-ES Evaluation Report ESR1153* I Reissued April 1 2013 This report is subject to renewal May 1 2015 www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0600 00—WOOD PLASTICS AND 3.0 DESCRIPTION COMPOSITES .• I.. - Section 06 17 33—Wood I joists 3 1 Genera TJI joists are prefabricated wood 'I-joists havinq wood or REPORT HOLDER . - wood based flanges and Performance Plus® oriented WEYERHAEUSER strand board (OSB) webs Either the top and bottom POST OFFICE BOX 8449 flanges are parallel forming a constant depth joist or the BOISE IDAHO 83707-2449 top flange has a single taper, forming a variable depth I888 453-8358 joist The web panels have the face grain oriented vertically, and the web-to-web connection is either butt TrusJoist.com jointed'or serrated and glued to 'form a continuous -web;' woodweyerhaeuser corn + The web-to-flange connection is a proprietary tongue-and- ADDITIONAL LISTEES - groove glued joint. Refer to Table 1 for TJI joist series and r material descriptions The TJI L65 TJI L90 TJI H90 ANTHONY-DOMTAR, INC. . . TJI HD90, and TJI HS90, may also be trademarked as: 1195 PEOPLES ROAD TJI L460 TJI L560 TJI H560 TJI HD560 and TJI HS560 SAULT STE MARIE, ONTARIO P6C 3W7 respectively. 1 CANADA 3.2 Material Specifications REDBUILTTM LLC 5 3.2.1 Flanges Flange material is either Microllam® 200 EAST MALLARD DRIVE . laminated veneer lumber (LVL) TimberStrand® laminated BOISE IDAHO 83706 ( strand lumber (LSL) or machine stress rated lumber (MSR) Microllam LVL and TimberStrand LSL are PACIFIC WOODTECH CORPORATION . : recognized in evaluation report ESR-1387. Table 1 of this 1850 PARK LANE report specifies flange widths and depths Flange material POST OFFICE BOX 465 ;i ' and grades are as specified in the quality control manual BURLINGTON, WASHINGTON 98233 that contains Weyerhaeuser manufacturing standards. - 3.2.2 Webs Web material is Performance Plus® OSB EVALUATION SUBJECT conforming to DOC Voluntary Product Standard PS2 - Exposure 1, along with further requirements set forth in the TJIO PREFABRICATED WOOD I JOISTS quality control manual that contains Weyerhaeuser manufacturing standards Web material thickness 1 0 EVALUATION SCOPE requirements are noted in Table 1 of this report Compliance with the following codes:- 3.2.3 Adhesives Adhesives are of the types specified in 2012 and 2009 International Building Code® (IBC) the quality control manual that contains Weyerhaeuser manufacturing standards. ' 2012 and 2009 International Residential Code (lRC) Properties evaluated: 4.0 DESIGN AND INSTALLATION - S . . 4.1 General Structural Sound ratings I The design and installation of TJI joists described in this report must comply with Sections 42 through 4.16. Fire resistance ratings Additionally, design of TJI joists is governed by the 2.0 USES applicable code.,and corresponding editions of ANSI/AF&PA NDS National Design Specification for Wood TJI joists are prefabricated wood I joists used as floor Construction (NDS) joists roof rafters blocking panels andrim joists -to support code required loads Prefabricated wood 1-joists 4.2 Design Values described in this report comply with Section 2303 1 .2 of,the Table 3 specifies reference design moments, reactions, IBC for allowable stress design and Section R502 1 4 of vertical shear forces and joist stiffness (El) Reference the IRC design reactions are based on minimum bearing lengths of - -.t• ,- -,.. S - S Revised October 2013 - - ICC ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report or as to any product covered by the report Copynght © 2013 ? (5? ESR-1 153 I Most Widely Accepted and Trusted Page 2 of 24 1/4 inches, 21/2 inches and 31/2 inhes'(45, 64 and 89mm), for simple spans; and 31/2, 51/4 and 7 inches (89, 133 and 178 mm) at intermediate support points for continuous spans. When joists are used as multiple span members, the calculated shear, used for design at the intermediate support, may be reduced by the percentage determined from the following formula and limited to the depths shown in Table 4: R= WKred:518% where: V12 - 100. R = The percent reduction. V12 = The reference design shear for an 117/8-inch- deep (302 mm) joist (pounds). W = The uniform load (plf). The reference design shear at the interior supports of multiple-span-member TJI joists up to 12 inches (305 mm) deep, used in residential floor construction, is permitted to be increased by 10 percent. This increase in reference design shear does not apply to the design shear at the ends of the joists. 4.3 Fasteners: Reference lateral and withdrawal design loads for fasteners, installed parallel or perpendicular to Microllam LVL or TimberStrand LSL flange glue lines, must be determined in accordance with ESR-1387 and the applicable code. Reference lateral and withdrawal design loads for fasteners installed into TJI joist sawn lumber flanges must be designed using the applicable code and a specific gravity of 0.42, such as for spruce-pine-fir. Allowable nail spacings for TJI joist diaphragm applications must be as specified in Sections 4.14 and 4.15, and Table 2. For nondiaphragm applications: The spacing of-fasteners installed into the face grain of Microllam LVL or TimberStrand LSL flanges must be greater than or equal to the closest permitted on-center spacing prescribed by the code for fasteners installed in sawn lumber. The spacing of fasteners installed into the edge grain of Microllam LVL or TimberStrand LSL flanges must be greater than or equal to the closest permitted on-center spacing requirements detailed in ESR-1387. The spacing of fasteners installed into TJI joist sawn lumber flanges must be as prescribed by the code for fasteners installed in sawn lumber. The allowable lateral load capacity of lOd by 11/2-inch-long (38 mm) common nails used to connect minimum No. 18 gage [0.048 inch (1.2 mm) base-metal thickness] metal straps or tension-ties, recognized in a current ICC-ES evaluation report, to TJI joist flanges, in conformance with Figure 6 of this report, is 112 pounds-force (498 N) per nail. The connections with the structural composite lumber flanges may be used for out-of-plane wall anchorage to flexible diaphragms in lieu of the minimum 21/2-inch (63.5 mm) wood element thickness specified in Item 5 of Section 1633.2.8.1 of the UBC. 4.4 Web Stiffeners: Web stiffener requirements for reactions and concentrated ,4 loads,arenoted in Tab3 nd FiThi b QU3 'c J j 4.5 Lateral Support: TJI joist compression flanges with widths less than 2.3 inches (58 mm) require lateral support every 18 inches (457 mm) on center. TJI joist compression flanges with widths equal to or greater than 2.3 inches (58 mm) require lateral support every 24 inches (610 mm) on center. Each connection must be capable of transmitting a 75-pound- force (334 N) horizontal load. All TJI joist ends require restraint to prevent rollover. Code-prescribed methods of lateral restraint specified for sawn lumber are acceptable. Bridging is not required for rloor and roof TJI joist applications. 4.6 Holes in TJI Joist Web: The tables in Figures 2 and 3 specify allowable sizes and location of round, square and rectangular holes in the TJI joist webs. TJI joists with holes located in the web in accordance with Figures 2 and 3 are permitted to be used in the fire-resistive-rated Assemblies B, C, D, E, F, G and H described in Figures 4B through 4H. 4.7 Duration of Load: Adjustments for duration of load,in accordance with Part 2.3.2 of the NDS or Item 6 of Section 2316.2 of the UBC, apply to the TJI joists and their fastenings. 4.8 In-service Moisture Conditions: TJI joists must be installed in dry service conditions, where the moisture content in-service is less than 16 percent, as in most covered structures. 4.9 Repetitive-member Use: The repetitive-member use factor applicable to the resistive moment capacities listed in Table 3 is limited to 1.0. 4.10 Member Spans: TJI joist spans must be determined in accordance with Part 3.2.1 of the NDS. Vertical shear calculations must include all loads within the span from face to face of supports. 4.11 Deflection: Deflection of simple span TJI joists with either uniform load or a concentrated load at midsn is determined using the formulas in the footnotes to Table 3. 4.12 Blocking Panels: Bearing walls perpendicular to and supported by TJI joists at the end or intermediate supports, or both, require full-depth blocking. TJI joists up. to and including 16 inches (406 mm) in depth, when used as blocking panels, have a maximum vertical load transfer capacity of 2,100 plf (30 645 N/m). TJI joists over 16 inches (406 mm) and up to and including 20 inches (508 mm) in depth, when used as blocking panels, have a maximum vertical load transfer capacity of 1,550 plf (22 620 N/rn). 4.13 Rim Joists: TJI joists having depths of up to and including 16 inches (406 mm) may be used as rim joists and boundary members of horizontal wood structural diaphragms. The joists have a maximum vertical load transfer capacity of 2,100 plf (30,645 N/rn). TJI joists used as rim joists must be laterally supported at the top and continuously supported at the bottom, and the gravity loads must be uniformly applied along the top. Other loading and support conditions must be investigated and approved by a design professional. ESR-1153 I Most Widely Accepted and Trusted Page 3 of 24 4.14 TJI Joists as Prescriptive Diaphragm Framing systems using lightweight concrete or gypsum concrete Members: are permitted in accordance with Table 5. TJI joists are permitted as framing members in prescriptive 4.19 Sound Ratings: floor and roof diaphragm construction in accordance with Fire-resistance-rated assemblies B, D and G, as described Section 2308 of the IBC or Chapters 5 and 8 of the IRC. When TJI 110, TJI 210 or TJI 230 series 1-joists are used in Figures 4B, 41) and 4G, have sound transmission class (SIC) and impact insulation class (IIC) ratings as given in in floor diaphragm construction, the thickness of the sheathing must be 19/32 inch (15.1 mm) or greater. Table 6, provided they are constructed with the additional assembly components and floor coverings specified in 4.15 TJI Joists as Engineered Diaphragm Framing Table 6. Members: 5.0 CONDITIONS OF USE TJI 110, TJI 210, TJI 230, TJI 360, TJI 560, TJI 5601), The TJI Prefabricated Wood 1-joists described in this report TJI s31, TJI s33, TJI s47, TJI IOOC and TJI 300C joists comply with or are suitable alternatives to joists and rafters may be used as framing members in blocked and unblocked engineered diaphragms designed using Table specified in the codes specifically listed in Section 1.0, 2306.2.1(1) of the IBC, or Tables 4.2A and 4.2C of the subject to the following conditions: SDPWS, subject to the limitations specified in Table 2 of 5.1 TJI joists are designed in accordance with this report. this report. 5.2 Drawings and design details verifying compliance with TJI L65, TJI L90, TJI H90, TJI HD90 and TJI HS90 joists this report are submitted to the code official for may be used as framing members in diaphragms designed approval. in accordance with the applicable code. The closest 5.3 Reference design values for TJI joists and their permitted sheathing nail spacing in a single row is 3 inches fasteners are permitted to be increased for duration of (76 mm) on center for lOd common nails or 2 inches load in accordance with the applicable code. (51 mm) on center for 8d common nails. 4.16 Cantilevered TJI Joists: 5.4 Where one-hour or two-hour fire-resistance-rated construction is required, construction complies with TJI joists are permitted to be installed with cantilevered this report. ends, provided the cantilevers have a maximum length 5.5 No cutting or notching of TJI joist flanges is permitted. equal to one-third of the adjacent span and support uniform loads only, unless designed by, a design 5.6 Sound rated assemblies described in Table 6, with professional. STC and or IIC ratings of less than 50, are only 4.17 TJI Joists with Flak Jacket" Protection Used in applicable in jurisdictions using the IRC. IRC Section R501.3 Fire Protected Floors: 57 TJI joists are produced at the Weyerhaeuser plants TJI® Joists with Flak Jacket"' protection applied to both located in Castleberry, Alabama; Eugene, Oregon;. sides of the web and vertical sides of the bottom flange are and Natchitoches, Louisiana; and a the RedBuiltTM an alternative to the 2-by-10 dimension lumber, prescribed LLC plant located in Stayton, Oregon; and the in the 2012 IRC Section R501.3 Exception 4, and have met Anthony-Domtar plant located in Sault Ste. Marie, the requirements of a floor assembly demonstrating Ontario, Canada; and at the Pacific Woodtech equivalent floor performance. TJI' Joists with Flak Jacket plant located in Burlington, Washington; under a protection are identified in the field by a Flak Jacket" quality control program with inspections by PFS Protection stamp or label placed on the web of the 1-joist Corporation (AA-652), or APA—The Engineered member. Flak Jacket"' protection is applied in accordance Wood Assoáiation (AA-649). with the TJ10 Joist with Flak Jacket"' Protection 6.0 EVIDENCE SUBMITTED Manufacturing Standard and quality control program. 6.1 Data in accordance with the ICC-ES Acceptance The TJI Joist Flak Jacket"' protection is limited to TJ10 Criteria for Prefabricated Wood 1-joists (AC14), dated 210, 230, 360, 560 and 560D 1-joists which have a February 2013. minimum flange depth of 13/9-inches (34.9 mm). The flooring attachment to the 1-joists must include the 6.2 Reports of fire tests conducted in accordance with application of construction adhesive complying with ASTM El 19. ASTM D3498. 6.3 Reports of sound transmission tests conducted in 4.18 Fire-resistance-rated Roof-ceiling or Floor-ceiling accordance with ASTM EgO, ASTM E413 and ASTM Assemblies: E492. Refer to Figures 4A through 4F, and 4H, for details on 7.0 IDENTIFICATION one-hour fire-resistance-rated roof-ceiling or floor-ceiling TJI prefabricated wood 1-joists are identified by a stamp assemblies. Refer to Figure 4G for details on two-hour fire- that includes the product designation, evaluation report resistance-rated • roof-ceiling or floor-ceiling assemblies, number (ICC-ES ESR-1 153), manufacturer's name or logo When assemblies A, B, C, D, E, and F are used as floor- (iLevel, Weyerhaeuser), plant number, production date, ceiling assemblies over unusable crawl spaces, it is and the name or logo of the inspection agency permitted to omit the ceiling membrane. Additionally, (PFS Corporation or APA). flooring is permitted to be omitted where unusable attic space occurs above, provided the lateral support requirements of Section 4.5 are met. Alternate floor or roof ESR-1 153 1 Most Widely Accepted and Trusted - . Page 4 of 24 TABLE 1-TJI JOIST DESCRIPTION TJI JOIST SERIES FLANGE SIZE, DEPTH x WIDTH (inches) WEB THICKNESS (inches) - RANGE OF JOIST DEPTHS - (inches) TJI® 110 Minimum 1.25x 1.75 /8 91/2.14 TJI 210 Minimum 1.25x 2.08 /8 91/2.16 TJI® 230 Minimum 1.25 x 2.3 3/ 9/ - 16 TJI® 360 1.375 X 2.3 .la 91/2 20 TJI 560 1.375 x 3.5 - 91/20 TJI 560D 1.5 x 3.5. 7/ 1/-30 91/2 -30 TJI®s31 1.5x2.5 91/2-16 TJI®s33 1.5x2.5 91/,-16 TJI®s47 1.5x3.5 116 11 /8 20 TJI® L65 (or TJI L460) 1.5 x 2.5 116 9'/2 30(91/2 .30 taper) TJI L90 (or TJl® L560) 1.5 x 3.5 . 7 /16 9'/2 - 30(91/2 .30 taper) TJI H90 (or TJI H560) 1.75 x 3.5 /18 . 11 /8 -30 TJI HD90 (or TJl HD560) 2.125 x 3.5 1 - 11 /8 -32 TJI HS90 (or TJI HS560) .2.5 x 3.5 - .1/2 - 11/8 -32 TJI® 1000 ' 1.5 x 2.5 3, 91/2 -16 TJI®300C 1.5x2.5 /8 11 /8 16 For SI: 1 inch = 25.4 mm. -. . TABLE 2-TJI5 JOIST ENGINEERED DIAPHRAGM FRAMING DESIGN INFORMATION' TJI JOIST EQUIVALENT EQUIVALENT CLOSEST PERMITTED NAIL MAXIMUM PERMITTED SEISMIC DESIGN CAPACITY SERIES NOMINAL SPECIFIC SPACING (inches)2 (ptf)13 FRAMING 'GRAVITY 6d 8d lOd. Unblocked Unblocked Unblocked Cases WIDTH common common common Blocked Case I Case 3 r 2, 4, 5, 6 2in. 0:50 4 4 4 425 285 215 185 TJIO 210 - TJl® 230 3 in. 0.50 4 4 4 480 320 240 205 TJI 360 : * TJI® 560 3 in. 0.50 3 3 4 720 320 240 . 240 TJI®560D TJIs31 TJI® 533 3m: 0.42- 3 3 4 660 295 220. 220 TJI s47 . 3 in. 0.42 3 3 4* 660 295 220 220 TJ I" 300C For SI: 1 inch = 25.4 mm, 1 plf = 14.59 N/m. 'Allowable shear loads for wood structural panel diaphragms with TJI joist framing must be determined in accordance with Tables 4.2A and 4.2C of the SDPWS or Table 2306.2.1 (1) of the 2009 IBC, using the equivalent nominal framing width and specific gravities specified in Table 2, and must not exceed the maximum permitted design capacity given in Table 2. 20ne row of nails is permitted along each sheathing panel end and edge. When nail spacing is less than 6 inches on center, adjacent nails within a row must be offset (staggered). The closest permitted nail spacing in Table 2 must not be exceeded. Solid sawn framing members must be used in lieu of TJI joist framing members where the fastener spacing required in SDPWS Tables 4.2A and 4.20 or 2009 IBC Table 2306.2.1(1) is closer than the closest permitted nail spacing given in Table 2 of this report. - 3The maximum allowable seismic design capacities of Table 2 may be increased by a factor of 1.4 for wind design applications. 4The design capacity of an unblocked diaphragm framed with TJI 110, TJI 210 or TJI 230 joists may be multiplied by a factor of 1.18 if a non- polyurethane sub-floor adhesive is used in combination with mechanical fasteners for sheathing attachment. Continuous special inspection is not * required for this adhesive application. ESR-1 153 I Most Widely Accepted and Trusted .. Page 5 of 24 TABLE 3-REFERENCE DESIGN VALUES FOR TJI JOISTS123 Joist Joist REFERENCE DESIGN VALUES Depth Weight(8) ________ Moment Shear El K * END REACTION RR,. (lbs.)456 INTERMEDIATE REACTION R 1 (lbs.)4'5'° (in.) (P 0 MR VR X 106 1/4 31/.. Nails 31/.. 71 51/0 Nails (ft..I.) (lbs.) bs.-in. 12) 21/ (9) 2 Req'd 1/ (7) 5114" 7" (7) Req'd for for Bearing Length Bearing Length . Web Bearing Length Bearing Length Web Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Stiff. Stiff. NO YES NO I YES NO I YES NO YES TJI 110 ___ 91/ 2.3 2500 1220 157 4.5 910 NA 1220 NA NA 1935 NA 2350 NA NA 11 / 2.5 3160 1560 267 4.5 910 1225 1375 1560 3-8d 1935 2295 2350 2705 3-8d 14 . 2.8 3740 1860 392 4.5 910 1225 1375 1735 3-8d 1935 2295 2350 2705 3-8d - TJI 210 91/2 2.6 3000 1330 186 4.5 1005 NA 1330 NA NA 2145 NA 2565 NA NA 11/8 2.8 3795 1655 315 4.5 1005 1365 1460 1655 3-8d 2145 2505 2565 2925 '3-8d 14 3.1 4490 1945 462 4.5 1005 1365 1460 1815 3-8d 2145 2505 2565 2925 3-8d 16 3.3 5140 2190 629 45 1005 1365 1460 1815 3-8d 2145 2505 2565 2925 ' 3-8d TJI 230 91/ 2.7 3330 1330 . 206 4.5 1060 NA 1330 NA NA 2410 NA 2790 NA NA 11'/8 3.0 4215 1655 347 4.5 1060 1420 1485 1655 3-8d 2410 2765 2790 3150 3-8d 14 3.3 4990 1945 509 4.5 1060 1420 1485 1840 3-8d 2410 2765 2790 3150 3-8d 16 3.5 5710 2190 . 691 45 1060 1420 1485 1840 3-8d 2410 2765 2790 3150 3-8d TJI 360 91/2 2.7 4790 1425 249 4.5 1080 NA 1425 NA, NA 2460 NA 3000 NA NA 11/8 3.0 6180 1705 419 4.5 1080 1440 1505 1705 3-8d 2460 2815 3000 3360 3-8d 14 3.3 7335 1955 612 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d, 16 3.5 8405. 2190 830 4.5 1080, 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d 18 - 3.7 9465 2425 *1085 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d 20 1 4.0 10515 1 2660 1376 1 4.5 1 1080 1 1440.1 1505 1 1865 3-8d 2460 1 2815 3000 - 3360 3-8d ESR-1153 I Most Widely Accepted and Trusted. Page 6 of 24 TABLE 3-REFERENCE DESIGN VALUES FOR TJI JOISTS' .2.3 (Continued) Joist Joist REFERENCE DESIGN VALUES Depth Veight' Moment Shear El K END REACTION RR,. (lbs.)4'56 INTERMEDIATE REACTION R,,1 (lbs.)4'5'8 VR X 108 1I4' 31/2"Nails I/ 3'/2" 1/ 5'14" Nails ' 12) S.) 2 s.-In. 2/ .. (9) 2 Req'd 51/ (Thj (7) Req'd - for . for Bearing Length Bearing Length Web Bearing Length Bearing Length Web Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Stiff. Stiff. NO YES NO YES NO I YES NO I YES TJI 560 91/2 3.6 7355 1670 378 5:3 1265 NA 1670 NA' NA 3000 NA 3455 NA NA 11 /8 4.0 9500 2050 636 5:3 1265 1740 1725 2050 3-16d '3000 3475 3455 3930 3-16d 14 4.2 11275 2390 926 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d 16 4.5 12925 2710 1252 5.3 1265 1740 1725 2200 3-16d 3000 , 3475 3455 3930 3-16d 18 4.8 14550 3030 , 1631 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d 20 5.1 16165 3345 . 2064 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d TJI 560D 91/ 3.8 7415 1740 381 5.3 1400 NA 1740 NA NA 3350 NA 3965 NA NA 11 /8 4.2 9605 2255 643 5.3 1400 1875 1885 2255 3-16d 3350 3825 3965 4440 3-16d 14 4.5 11430 2540 940 5.3 1400 1875 1885 2355 3-16d 3350 3825 3965 4440 3-16d 16 4.7 13115 2810 1273 5.3 1400 2030 1885 2515 4-16d 3350 3980 3965 4600 4-16d 18 5.0 14785 3080 1661 5.3 1400 2030 1885 2515 4-16d 3350 3980 3965 4600 4-16d 20 5.3 16435 3345 2105 5.3 1400 2190 1885 2675 5-16d 3350 4140 3965 4755 5-16d 22 5.6 18075 3615 2606 5.3 NA 2345 NA 2830 6-16d NA 5090 NA 5705 11-16d 24 5.8 19700 3400 , 3165 5.3 NA 2345 NA 2830 6-16d NA 5405 NA 6020 13-16d 26 6.1 21315 3400 3783 5.3 NA 2450 NA 2990 7-16d NA 6180"7' NA 67957' 14-16d 28 6.4 22915 3400 4463 5.3 NA 2450 NA 3145 8-16d NA 633517 NA 6800"' 15-16d 30 6.6 .24510 3400 5205, 5.3 NA 2450 NA 3145 8-16d NA 655" NA 6800 (7) TJls31 91/ 2.6 3000 1205 205 4.5 1080 NA 1205 NA NA 2755 NA 3120 NA NA 117 2.9 3795 1530 348 4.5 1200 1530 1470 1530 3-8d 2755 3110 3185 3540 3-8d 14 3.1 4490 1820 511 4.5 1200 1555 1470 1820 3-8d 2755 3110 3185 3540 3-8d 16 3.4 5140 2065 696 4.5 .1200 1555 1470 1825 3-8d 2755 3110 3185 3540 3-8d TJI s33 9 2.6 3805 1205 242 45 1080 NA 1205 NA NA 2755 NA 3120 NA NA 11/9 2.9 4925 1530 411 4.5 1200 1530 1470 1530 3-8d 2755 3110 3185 3540 3-8d 14 3.1 5930 1820 602 4.5 1200 1555 1470 1820 3-8d 2755 3110 3185 3540 3-8d 16 3.4 6880 2065 818 4.5 1200 1555 1470 1825 3-8d 2755 3110 3185 3540 3-8d TJI s47 11 /8 3.6 6970 1925 574 5.3 1280 1755 1490 1925 3-16d 2760 3235 3195 3670 3-16d 14 3.8 8395 2125 840 5.3 1280 1755 1490 1965 3-16d 3020 3495 3385 3860 3-16d 16 4.0 9735 2330 1140 5.3 1280 1755 1490 1965 3-16d 3200 3675 3550 4025 3-16d 18 4.3 11005 2535 1489 5.3 1280 1755 1490 1965 3-16d 3200 3675 3595 4070 3-16d 20 - 4.5 12180 2740 1889 5.3 1280 1755 1490 1965 3-16d 3200 3675 3595 4070 3-16d TJI L65 91 3.0 5215 1675 263 5.3 1375 NA 1675 NA , NA 2745 NA 3365 NA NA 11/5 3.3 6750 1925 450 5.3 1375 1745 1885 1925 3-8d 2745 3120 3365 3735 3-8d 14 3.6 8030 - 2125 666 5.3 1375 1750 1885 2125 5-8d 2745 3365 3365 3985 5-8d 16 3.9 9210 2330 913 5.3 1375 1750 1885 2330 6-8d 2745 :3490 3365 4105 6-8d 18 4.2 10380 2535 1205 5.3 1375 1750 1885 2535 7-8d 2745 3615 3365 4230 7-8d 20 - 4.4 11540 2740 1545 5.3 NA 1750 NA 2740 8-8d NA 3740 NA 4355 8-8d 22 4.7 12690 2935 1934 5.3 NA 1750 NA 2935 9-8d NA 3860 NA. 4480 9-8d 24 5.0 13830 3060 2374 5.3 NA 1750 NA 3060 10-8d NA .3875 NA 4605 10-8d 26 5.3 14960 2900 2868 5.3 NA 1750 NA 2900 11-8d NA 4725w NA 5345' 11-8d 28 5.5 16085 2900 3417 5.3 NA 1750 NA 2900 12-8d NA 4850" NA 5470w 128d 30 5.8 17205 2900 4025 5.3 NA 1750 NA 2900 13-8d I NA 4975() NA 5590w 13-8d See notes at the end of the table. ESR-1153 I Most Widely Accepted and Trusted Page 7 of 24 TABLE 3. REFERENCE DESIGN VALUES FOR TJI JOISTS' 1.3 (Continued) Joist Joist REFERENCE DESIGN VALUES Depth Weight(') Moment Shear El K END REACTION RR,. (lbs.)456 INTERMEDIATE REACTION R,,1 (lbs.)4'5'6 (in.) (plf) MR VR X 106 114 - 31/. Nails 31/.. 5114" Nails (ft.-lbs.)(10) (lbs.) . 2 bs.-in. . (9) 2 Req'd .. (7) Req'd for for Bearing Length Bearing Length Web Bearing Length Bearing Length Web Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Stiff. Stiff. NO YES NO I YES NO YES NO I YES TJI L90 91/ 3.8, 7415 1675 365 5.3 1400 NA 1675 NA NA 3350 NA 3965 NA NA ill/, 4.2 9605 1925 621 5.3 1400 1715 1885 1925 2-16d 3350 3665 3965 4285 2-16d 14 4.5 11430 2125 913 5.3 1400 1875 1885 '2125 3-16d 3350 3825 3965 4440 3-16d 16 4.7 13115 2330 1246 5.3 1400 2030 1885 2330 4-16d 3350 3980. 3965 4600 4-16d 18 5.0 14785 2535 1635 5.3 1400 2030 1885 2515 ' 4-16d 3350 3980 3965 4600 4-16d 20 5.3 16435 2740 2085 5.3 NA 2190 NA 2675 5-16d NA 4140 NA 4755 5-16d 22 5.6 18075 2935 2597 5.3 NA 2345 NA 2830 6-16d NA 5090 NA 5705 11-16d 24 5.8 19700 3060 3172 5.3 NA 2345 NA 2830 6-16d NA 5405 NA 6020 13-16d 26 6.1 21315 2900 3814 5.3 NA 2450 NA 2900 7-16d NA 5800 NA 580O 14-16d 28 6.4 22915 2900 4525 5.3 NA 2450 NA 2900 8-16d NA 5800 (7) 5800 (7) 30 6.6 24510 2900 5306 53 NA 2450 NA 2900 8-16d NA 5800(7).NA 5800'' 17-16d TJI H90 11/ 4.6 10960 1925 687 5.3 1400 1715 1885 1925 2-16d 3495 3810 4100 4420 2-16d 14 4.9 13090 2125 1015 5.3 1400 1875 1885 2125 3-16d 3495 3970 4100 4575 3-16d 16 5.2 15065 2330 1389 5.3 1400 2030 1885 2330 4-16d 3495 4130 4100 4735 4-16d 18 5.4 17010 2535 1827 5.3 1400 2030 1885 .2515 4-16d 3495 4130 4100 4735 4-16d 20 5.7 18945 2740 2331 5.3 NA 2190 NA 2675 .5-16d NA 4285 NA 4890 5-16d 22 6.0 20855 2935 2904 " 5.3 NA 2345 NA 2830 6-16d NA 5235 NA 5840 11-16d 24 6.3 22755 3060 3549. 5.3 NA 2345 NA 2830 6-16d NA 5425 NA 6155 13-16d 26 6.5 24645 2900 4266 5.3 NA 2450 NA 2900 7-16d NA 5800' NA 5800 14-16d 28 6.8 26520 2900 5059 5.3 NA 2450 NA 2900 8-16d NA 5800 (7) 5800 15-16d 30 7.1 . 28380 2900 5930 5.3 NA 2450 1 NA 2900 1 8-16d I NA 1 5800 (7)1 I 580O 17-16d TJIHD9O ii . 5.4 14075 2320 826 6.0 1835 2320' 2150 2320 . 4-16d 3995 4650 .4690 5345 4-16d 14 5.7 16920 2565 1232 6.0 1835'° 2565(9 2150 2565 6-16d 3995 4980 4690 5670 6-16d 16 '6.0 19550 2790 1695 - 6.0 1835 2790( 2150 2790 6-16d 3995 4980 4690 5670 6-16d 18 6.3 22150 3020 2239 6.0 1835(' 3020 2150 3020 8-16d 3995 5310 4690 6000 8-16d 20 6.7 24725 3250 2866 6.0 NA 3250' NA 3250 10-16d NA 5425, NA 6330 10-16d 22 7.0 27280 3480 3579 6.0 NA 3475(9) NA 3480 10-16d NA 5425 NA 6330 10-16d 24 7.3 29815 3710 4380 6.0 NA 500(1 NA 3710 12-16d NA 5425 NA 6655 12-16d 26 7.6 32330 3940 5272 6.0 NA 350019)(11 NA 3940 14-16d NA 6985(7) NA 7675'' 14-16d 28 7.9 34830 4165 6258 6.0 NA 3500'9 " NA 4165 14-16d NA 6985 NA 7675 14-16d 30 8.2 37310 4375 7339 6.0 NA NA 4375 16-16d NA 7310 S NA 8005 16-16d 32 8.5 39785 4375 1 8519 6.0 -NA 3500'" NA .4375 18-16d NA 7640 NA 8335(' 18-16d TJIHS9O 117/,6.0 16050 2320 900 6.0 1835(' 2320 2150 2320 4-16d 3995 4650 4690 5345 4-16d 14 6.3 19425 2565 1355 6.0 1835(9 2565() 2150 2565 6-16d 3995 4980 4690 5670 6-16d 16 6.6 22550 . 2790 1876 6.0 1835( 2790 2150 2790 6-16d 3995 4980 4690 5670 6-16d 18 7.0 25640 3020 2488 6.0 1835(' 3020' 2150 3020 8-16d 3995 5310' 4690 6000 8-16d 20 7.3 28695 3250 3195 6.0 NA 3250(9 NA 3250 10-16d NA 5425 NA 6330 10-16d 22 7.6 31725 3480 3998 6.0 NA 3475(9) NA 3480 10-16d NA 5425. NA 6330 10-16d 24 7.9 34730 3710 4901 6.0 NA 1500(9)( NA 3710 12-16d NA 5425 NA 6655 12-16d 26 8.2. 37715 - 3940 5905 6.0 NA (500(9)(h1 NA 3940 14-16d NA . 6985" NA 7675 14-16d 28 8.5 40680 4165 7014 . 6.0 NA. (5009 ' NA 4165 14-16d NA 6985!' NA 7675w 14-16d 30 8.8 43630 4375 8230 6.0 NA (500(9x15 NA 4375 16-16d NA 7310'" NA 8005' 16-16d 32 9.1 46560 4375 . 9555 6.0 NA 500911 NA 1 4375 1 18-16d NA 1 764017)1 NA 8335' 18-16d See notes at the end of the table. ESR-1 153 I Most Widely Accepted and Trusted Page 8 of 24 TABLE 3 REFERENCE DESIGN VALUES FOR TJI JOISTS' .2.1 (Continued) Joist Joist ________ _____ REFERENCE DESIGN VALUES Depth (in.) Weight (pIf Moment M8 'ft lb (0) S., Shear V, s. (lbs.) El X 10 s.-in. lb 2 K END REACTION R, (lbs.) 4.5,8 INTERMEDIATE REACTION R,,1 (lbs.)4'5'8 131", 14 2 /2" .. .2 I2 - . . . Nails Req'd for ,• .2 12 51/.(7) ' 5 14 7(7) Nails Req'd for Bearing Length Bearing Length Web Bearing Length Bearing Length Web Web Stiffeners Web Stiffeners Web Stiffeners Web Stiffeners Stiff. Stiff. NO YES I NO YES NO YES NO YES TJI 100C 91/ 2.5 2605 1120 184 4.5 1120 NA 1120 NA NA 2285 NA 2795 NA NA 11 /8 2.7 3350 1420 314 4.5 1125 1420 1405. 1420 3-8d 2285 2640 2795 3155 3-8d 14 3.0 3915 1710 461 4.5 1125 1480 1405 1710 3-8d 2285 2640 2795 3155 3-8d 16 3.2 4430 1970 628 4.5. 1125 1480 1405 1760 3-8d 2285 2640 2795 3155 3-8d TJI 300C 117/,2.7 4470 1420 372 4.5 1125 1420 1405 1420 3-8d 2595 2950 3175 3535 3-8d 14 3.0 5355 1710 545 4.5 1125 1480 1405 17,10 3-8d 2595 2950 3175 3535 3-8d 16 3.2 6085 1970 742 4.5 1125 1480 1405 1760 3-8d 2595 2950 3175 3535 3-8d For Si: 1 inch = 25.4 mm, 1 plf= 1459 N/rn, 1 ft-lb. = 1.356 N-m, 1 lb-in.2 = 2.87 kN-mm.2 FOOTNOTES FOR TABLE 3: 'Refer to Figure 1 for web stiffener details 2Deflection is calculated as follows: 22.5WL4 12WL2 El Kdx105 Where: P = Concentrated load, pounds. W = Uniform load in pounds per lineal foot. Concentrated load at midspan :A = 36 d = Out-to-out depth of joist, inches. El = From-table. 24PL. Kdx1O5 = Clear span in feet = From table. Uniform load: A = 3The stated reference design values are for loads of normal duration. Adjustments to the reference design values must be in accordance with the applicable code, with the exception noted in footnote 10 below. . 4lnterpolation between bearing lengths and joist depths is permitted for reference design reactions. 5The minimum bearing length is permitted to be reduced for joists supported by hangers if supplemental nail attachment is provided to the web stiffener. 6Required bearing lengths have been determined based on Weyerhaeuser TJI Joist products. Allowable bearing stresses on supporting members must be checked. 7Referenced design reactions require 51/4-inch and 7-inch bearing lengths at intermediate supports. 8Joist weights shown are calculated on a rational basis, are based on the heavier of eastern or western species products and are suitable for dead load calculation. Contact the producing plant for shipping weight information if needed. - 9Applicable to TJI l-lD90 and TJI HS90 joists only. Tabulated values indicate reference design bearing reactions for a 21/2-inch bearing length at end supports. 13/4-inch end bearing lengths are also permitted; with reference design reactions of 1600 lbs. without web stiffeners for depths up to and including 18 inches; with web stiffeners the reference design reaction is 2255 lbs. for the 11/5 inch depth and 2450 lbs. for all other depths. "The reference design moment values listed in Table 3 may not be increased by any code allowed repetitive-member use factor. Applicable to TJI HD90 and TJI HS90 joists only. Reference design reaction values are based on applicable hanger saat length (interpolated as per note 4 above) may be increased 510 lbs. when supported by Simpson Strong-Tie Co. HWI or WPU joist hangers with a minimum of 4, lOd common nails installed through the joist hanger stirrups and into the joist web stiffener and web. 12 Use 90% of the published TJI® 210, 230, 360, and 560 joist bending capacity for TJI® joists' with Flak Jacket protection when used in one-hour lire- resistance-rated Assembly H described in Figure 4H of this report. TABLE 4-PROPERTIES FOR USE IN SECTION 4.2 TJI JOIST SERIES TJI JOIST DEPTH (inches) V12 (lbs.) K,0, TJl110 514 ' 1560 15.60 TJ10210,TJI®230 :516 1655 16.55 TJ1®360 16 1705 17.05 TJ1®560 :516 2050 . 20.50 TJI 560D :5 24 2255 . 20.50 TJI® s31,TJ1 s33 :5 16 1530 15.30 TJI® s47 :520 1925 19.25 TJI" 110C, TJI" 300C 16 1420 14.20 TJI® L65, TJl L90, TJI 1-190 - . :5 24 . 1925 19.25 TJl® HD90, TJl® HS90 :5 24 2320 - 23.20 For SI: 1 inch = 25.4 mm, 1 lb. = 4.448 N, 1 plf= 14.59 N/rn. - Mm. Gearing' . .- Mm. Bearing Distance - • Distance -4 ESR-1 153 I Most Widely Accepted and Trusted ,. '. .. Page 9 of 24 Web Stiffener Requirements 'Web stiffeners must be installed at bearing points as required in Table 3 2Web stiffeners must be installed at points of concentrated loads greater than 1500 pounds and are to be nailed in accordance with the - intermediate reaction schedule in Table-3. 3Web stiffeners are to be installed on each side of the web as shown, with nails equally spaced vertically. gap must be left at the top of web stiffeners as shown at all bearing conditions. In the case of concentrated loads, web stiffeners are required as shown and the gap must be at the bottom. - . .. - •,-' . - * 5Web stiffener material must be sheathing meeting the requirements of PS-1 or PS-2 with the face grain parallel to the long axis of the stiffener. . . • . - . - 6Some hangers require web stiffeners to comply with nailing requirements through side plates. 71f web stiffeners are not used in hanger support, the side of the hanger must extend up to laterally support the top flange.. 8See manufacturer's published installation instructions for additional details and requirements for web stiffeners. Web stiffener specifications are as follows: TJI JOIST SERIES MINIMUM DIMENSIONS 'GRADE . T (inches) W (inches) TJI 110 2/ /8 . See Note 5 TJl2i0 ..'• '- -.' 23/32 See Note 5 TJI 230, TJl 360, TJI® L65 , 2 /18 /8 - See Note 5 TJI® s31, TJI® s33, TJI 100C, TJl 300C 2 /16 . -' 1.0- See Note 5 TJI® s47, TJl 560, TJl® 560D, TJI® L90 TJI® H90 . 31/2 1 /2 ' - Construction Grade 2x4 TJI HD9O, TJI® HS9O . 31/2 1 1/2 1.3E minimum grade limberStrand LSL WEB STIFFENER ATTACHMENT'., . . — . Concentrated Load - _..4 W_ T_ i- ',€ min. it ical(1) • . Gap ) - Nails spaoedT 1-, equally(2)j - . • --------_• ,*,,g :'-, Snug 4; J . .• I - ityp typical(i) —' - • (1) 1W typical with 2x4 sawn lumber web sffeners • .• (2) The nails may be driven from one side only, : MINIMUM BEARING DISTANCE End Support -' Hanger Support . Intermediate Support - Mm. Bearing Distance - , FIGURE 1—WEB STIFFENER NOTES AND DETAILS - - •,, -• 4- • -. , -- 4, 4 -:'----, • '_ - 4 4 - • -S - - 4 -:•• • ,. , 1 ' • • 4 -4 4 . ..' - - i. _•*• * ' -- - -•. • -4 I •_• • •'• - - '4 - I- - n * - -, - -• 4 4 • - - - - 4. Hole Locations Chart 'Joist Span (center to center of support, feet) Hole Factor A B - C D E 14 1'-3" 2'-O" 2'-6" 3-9" 5-0" 15 1'-3" 2'-0" 3'-0" 4-0" 5-3" 16 1'-3° 2-3" 3'-3" 4-6" 5-9" 17 1'-6" 2'-9" 3'-9" 5-0" 6-3" 18 1'-6°- 3'-O" 4'-3"5'-6" 6-9" 19 1-9" 3-0" 4'-3" 5'-6" 7-0" - 20 - 1-9" 3-0" 4-3" 5'-6" 7-0". 21 2-0" - 3-0" 4-3" 5'-9" 7'-3" 22 2-0" 3-0" 4-3" 5'-9" 7-3" 23 -2-0" 3-3" 4'-3" 24 2-3" 5'-9"7'-6" 24 3-3" 4'-6" 5'-9" 7'-6" 25 2-3° 3-6" 4'-9"5'-9" 7'-9" 26 2'-3". 3'-9" 4'-9" 6'-0" 7-9" 27 2-6" 3-9" 5-0" 6-3" 7-9" 28 2-6" 4-0" 5'-3" 6-6" 8-0" - 29 2'-6° 4-0"5'-6- 6-9" - 8-3" 30 - 2'-9" 4'-3" 5'-9" 7-0° 8-6" 31 ' 3-0" 4-3" 5'-9" 7-3" 8-9" 32 3'-O° 4'-6" 6'-0" 7-6" 9-3" 33 3'-0" 4-9" 6'-3" 7-9" 9-6" 34 3'-O" 5'-0" 6'-6" 8-0" 91-9" 35 3'-3" 5'-0" 6'-6" 8-3" 10-0" 36 3'-3" - 5-0" 6'-9" 8-6° 10'-3" ESR-1153 I Most Widely Accepted and Trusted . ' Page 10 of 24 1/," knockouts at 12 o.c. available inmost TJl joists upon request Flange -... -----_-----_-_--..,---j- -.- Wek - - Flange— IJI@ joist top -. Face ofjoistsupport; - nges should - - - TJla joist epan • never l,ecut - - - - Hole Factors and Locations Chart -. - - - Round Hole, 2 - 3 4. 5 6 7 8', 9 10, 11 12 13 .14 15 16 17 18 19 20 Size (inches) - ectangular 1/4 1/4 2/4 3 31/2 4 43I4 51/4 6 61/2 7 73/4 81/4 9 91/_ 10 10/4 111/4 12 ole Size - - inches) - - - 117i8 A A' B- C E 14 A A7 B C D - - - cj -16 5, A A A B C C D E E - - - 18 -4" 1-3' A A B C' C D E E - 2O413AABBCCDDEE -------------------- - 22 4" 1-3" 1'-3" - .A A B B C C D 0 E E 24 4" 4" 1-3" A A A B B C C D ,D F E E . 26 4" 4" 1-3" A- A A B B B C C D D D E E 28-4" 4" 1-3" 1'-3" A AA B B B C C 0 D D E E E 30 4° 4° 4" 1-3° 1'-3° A A A B B BC C C DO E E E Notes to Figure 2: 1. Charts are based on simple spans and uniform load applications or - ' applicable building code provisions for concentrated loads (2000 lbs. over 2.5 square feet) with 25 psf dead load and 20 psf partition load. - 2. For uniformly loaded multiple span applications holes must be located 1.0 inch farther from the support for each foot of joist span, than the values indicated in the Charts. _ 3. Holes are not allowed in cantilever areas unless specifically designed by a qualified design professional. Where more than one hole is to be cut in the web, the clear distance between holes must be twice the length of the longest dimension of the largest adjacent hole. - Hole sizes shown are hole sizes, not duct sizes. Rectangulr hole sizes are based on measurement of the longest side. - Hole locations are measured from inside face of joist support to - nearest edge of hole. See Figure 3. - For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. FIGURE 2—ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI L65, TJI L90, TJI H90, TJI HD90 AND TJI HS90 JOISTS ONLY ESR-1 153 I Most Widely Accepted and Trusted '. - - - Page 11 of 24 Minimum distance from Table A - . Minimum distance from Table B , No field cut holes in hatched zones I 'h' hole may be cut b outside 1 jmmI Di VP ed round H 2 x Di hClosely D?L Do holes (applies to all holes group perimeter meets not cut larger minimum * - than !' in cantilever except knockouts) requirements for round or . square holes - I I TABLE A—MINIMUM DISTANCE FROM INSIDE FACE OF END SUPPORT TO NEAREST EDGE OF HOLE .ee uuuie uIuw I dui r. TABLE B—MINIMUM DISTANCE FROM INSIDE FACE OF INTERMEDIATE OR CANTILEVER SUPPORT TO NEAREST EDGE OF HOLE JOIST DEPTH (inches) TJI JOIST SERIES ' ROUND HOLE SIZE (INCHES) . ' SQUARE OR RECTANGULAR HOLE SIZE (inches) 2 3 4 61/,8 /8 ,11 13 2 3 4 6 /2 8/ 11 13 - .91/ TJI 110 1-6" 2-6" 34" '7'-6" . -. -1-6" 2-6" 3-6" 6'-6" TJI 21U 2'-U"2'-6"3'-6"7'-6" .. 2'-0"3'-U" 4-0"'7'-U" TJI 230 2'-6",3'-U" 4'-U" 8'-0"- '-' 2'-6".3'-U' 4'-6" 7-6" 11/8; -' TJI 110 1'-O" 1'-U" 1'-6" 44" '8-0". - \. 1'-U" 1'-6" 2'-6" 6'-6" 9,-0" TJI 210 1'-U" 1-0" 2'-0" 4'-6" '9,-0" - ' 1-0" 2-0" 3'-U" 7'-6" lU-a" TJI 230 1'-13" 2-0" 2-6" 5'-0" 9'-6" - ' 1-0". 2'-6".*- Y-6" 8'4' 10,-0', TJI 360 2-0" 3-U" 4'4" 7'-0" 11,-U" . ' . 2'-0", 3'-6" 5-0" 9-6" 11'-U" TJI 560 1-6" 3'-0" 4'-6" 8-0" 12-0" -' , 3'-0" 4'-6" 6'-0" 10-6" 12-0" TJI 110 1,-U" 1'-U" 1'-U" 2'-U" 4'-6". 8'U" , - 1'U" 1'U" 1,-U" 5'0" 9,-0" 12'0" ' 14 TJI 210 V-0- 1-U" V-0". 2'-6" 5'-0" 9'-0" • 1-0" 1-0" 2'-0" 6'-0" lU-a" 12'-6" TJI 230 1-0" 11-01' 1'-U" 3'-U' 5'-6" 10-0" - - 1-1)" 1'-U" • 2'-6" 6-0" 10-6" 13-U" - TJI 360 1'-1)" '1-0" 2'4" 5'-6" '8-6" 12-6" . 1'-U" 2'-0" 4'-0" 9-0" 12'-0' 14-0" TJI 560 1,-0" 1'-U" 1'-6" 5'-6" .9-6" 13'-6" . ' 1'-U" 3-U" 5'-0" 10,-0"' 13-6" 15'-U" 16 - -' 'TJI 210 1'-0" 1-0" 1-0" 1'-0" 3'-U"' 5'-6" 9'-6', 1-0" 1,-0," 1,-U" 4'-6" 9-6" 12'-6" 15-6" TJI 230 1-0" 1,-U" 1-0" 1'-6" 4'-0" ' 6'-6" 1U'-6" 1,-U" 1'-U" 1,-a" 5'-U" 10-6" 13'-0" 16-0" TJI 360 1,-a,, 1'-U" 1,-U,,. 3-0" 6-6" 10-0" 13-6" 1-U" 1'-U" 2-U" 7'-6" 13'-0" 14-6" 17-0" - TJI 560 1'-U" 1'-U" 1,-U,' 2-6" 7-0" 11'-O" 15'-0" 1'-U" .1'-U"'3'-6" 9-U". 14-6" 16'-0" 18'-0" - - FIGURE 3—ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI 110, TJI 210, TJI 230 TJI 360 AND TJI 560 JOISTS , . - - ' - (TABLES A AND B) - t '•'• ' •. JOIST DEPTH (inches) TJI JOIST SERIES ROUND HOLE SIZE (inches) SQUARE OR RECTANGULAR HOLE SIZE (inches) 3 4 6 /2 8 /8 11 13 2 3 4 8/ 11 13 TJI 110 1-0" 1-6 2'-O" 5-0". r - 1-0" 1-6" 2'-6" 4'-6" 91/2 • TJI 210 1'-U" l'-6" 2-0" 5'-0" • 1'-0" 24" 2-6" 5'-0" TJI 230 1-0" 2-0" 2-6" 5-6" 1'-O" '2'4" 3-0" 5-0" - TJI 110 1,-0,' 1'-O" 1'-0" 2-6" 5'4" ' 1-0" 1-0" 1'-6" 4'-6" .6'-0" TJI 210 1'-0" 1-0" 1-U" 2'-6" 5-6" - 1,-0,' 1-U" 2-0" '5-0" 6-6" 11 /8 - ' TJI 230 1-U" 1,-a,, 1'-U" 3-0" '6'-0"' 1-U" 11-0" 2'-O" 5'-6" 7'-O" TJI 360 1,-U,' 1'-0" 1-6" 4'-6" 7'-0" , 1-0" 1-0" 2'-6" 6'-6" 7'-6" ' TJI 560 1-0" 1-0" 1-6" 5'-0" '8-0" .1-U" 2-0" 3'-6" 7'-0" 8'4 TJI 110 1-0" 1'-U" 1'-U" 1-0" 2'-6" '5-0" 1'-U" 11 01,: 11-0" 3'-6" 6'4' 8-0" - TJI 210 1,-U,' 1,-1)" 1-0" 1'-1)" 3'-U' 6-0" ' 1,-U,' 11-0" 1,-0,' 4'-0" 6'-6" '8'-6" 14 ' TJI 230 1,-0" 1-0" 1,-U,' 1'-6" 3-6" 6'-6" 11-01, 1-0" 1'-0" 4'-0" 7-0" 9-0" TJI 360 14" 1'-U" 1'-0" 2'-6" 5'-6" 8-0" 1,-a,, 1'-U" .1-0" 5'-6" 8'-0" 9'-6" TJI 560 1'-0" 1,-0" 1-1)" 2-6" 6-0" '9'-0" ,1'-0" 1'-0" 1'-6" '6-6" 91-0" 10'-0" TJI 210 1,-0" 1-0" 1,-0,' 1'-0" .1-6" 3-6" 6-0" 1-0" . 1,-0,' ,1'-U"- 2'-6" 6'-6" 8-0" 10'-6" - 1 6 TJI 230 11-0" 1'-U" 1,-U', 1,-U,' 2'-0" 4'-U" 6'-6" 1'-U" 1-0" i'-a" 3'-U" 7-0" 9-U" 11'-U" TJI 360 1-a" 1,-U,' 1-U" .1-0" 3'-U" 6'-O" 9'-U" 1-0" 1'-U" 1,-a" 4-0" 9'-U" 10-0" 11-6" TJI 560 .1'-0" 1'-U" 1 1-0" 1'-0" 1 370" 6-6" 10,-0,' 1'-0" 1'-0" - 1'-0" 5'-0" 10-0" 11'-U" 12-0" ESR-1153 I Most Widely Accepted and Trusted Page 12 of 24 TABLE C—MINIMUM DISTANCE FROM INSIDE FACE OF END SUPPORT TO NEAREST EDGE OF HOLE JOIST TJI JOIST SERIES _____ ROUND HOLE SIZE (inches) SQUARE OR RECTANGULAR HOLE SIZE (inches) DEPTH 2 3 4 61/4 8I8 10/4 12I4 14/4 16I4 2 3 4 1 6/ 8/ 10/4 12I4 14/4 16 /4 s31 1-0" 2-0' 2-6' 5-6' . 1-0" 1'-6' 2-6' 4-6" 91/ s33 1-6" 2-6" '3-0" 6-0' 1-0" - 2-0" 3-0' 5-0" - IOOC - 1-0' 1-6" 2-0" 5-0° 1-0" 1-6" 2-6 4-0' - - s31 1-0' 11701.1-6" 3-0" 6'-0" . 1-0" 1-0" 2-0" 4-6" 6-0" - s33 1-0' 1-0" 2-0" 3-6' 7-0" ' 1'-O" 11-0" 2-6" 5-6" 7-0" 11I8 s47 1-0" 1-0" 1-0" 3-6" 7-0" ' ' 1-0" 1'-6" 2-6" ,,6'-6" 7-6" ' * 100C 1-a" - 1-0" 1-0"' 2-6" 5-0" ,. 1-0" 1'-0" 1-6" 4-0" 5-6" 300C 1'-0" 1-0" 1-6" 3-0" 6'-6" 1-0" 1,-a" 2-0" 5-0" 6-6" - s31 .1-0" 1-0" 1,-0" 1'-6" 3-0" 6-0". 14" l'-O" 1,-a,' 3'-6" 6-0" 7-6" - s33 11-01,1,-a" 1-0" 2-0". 4-6" 8-0" 1-0" 1,-a" 1,-0" 470" 7-0" 8-6" 14 s47 11-0" '1-0" 11-01' 1-0',' 4'-6" 8'-6" ' 11-01' 1-0" 1-0" 5-0" 8'-0" 9'-6" . 100C 1,-a" 1-0" 1-0" 1-0" 2'-6" 5-0" 11-01' 1,-a" 11-0" 3-0" 54" 6'-6" 300C 1,-a" 1-0" 1-0" 1'-6" 3'-6" 7-0" 11-01' 11-01' 1-0" 4-0" 6'-6" ..8'-0" s31 1,-0" 1-0" I 1-0" 1,-a,' 2-0" 3'-6" 6'-0' . 1-0" 1-0" 1,-a" 2'-6" 6-0" 7-0" 9'-6" s33 1-0" 1-0" 1-0" 1'-0" 2'-6" 5-0" 8-0" 1-0" 11-01' 1,-a,' 3'-O" 7,-0" 9-0" 10'4" 16 : s47 1-0" 1,-a" 1,-a,, 1-0" 1-6" 5'-6" 9-0" 1,-a,' 1,-a" 1-0" 3'-6" 8-6" 10,-0" 11-a"' 100C 11-01' 1-0" i-a" i-a" 1,-a,' 3-0" 5-0" 11-0" l'a 11-0" 2-0" 5-0" 6'-6" 8-0" .- ________ - 300C 11-0" 11-0" 1,-a,' 1-0" 1,-a" 4-0" 7'-O" 1'-0' 11-0" f-a" 2'-6" 6'-6" 8,-0,, 101-0,' - - 18 s47- - 1-0" 1-0" 1'-O" 1-0" 1-0" 2-0" 5'-6" 9'-6". , 14" i'-a" 1,-a" 1-6" 6'-6" 10-6" 12,-0,' 13-6" 20 s47 1-0". 1-0" 1'0" 1,-a,' 1-0" V-0" 2'-0' 6'-0' 10,-0" 1-0" 1,-a,, 1,-a,' 1-0" 4-6" ia-a" 11-6" 13'-0" 14-6" ESR-1153 I Most Widely Accepted and Trusted V - Page 13 of 24 TABLE D—MINIMUM DISTANCE FROM INSIDE FACE OF INTERMEDIATE OR CANTILEVER SUPPORT TO NEAREST EDGE OF HOLE JOIST TJI JOIST ______ ROUND HOLE SIZE (inches)DEPTH - SQUARE OR RECTANGULAR HOLE SIZE (inches) SERIES 2 F 3 4 61/4 8 /8 10/4 12/4 14/4 16/4 2 3 4 61/ 85/8 103/4 12/4 14/4 16I4 s31 2'-0 3-0" 4-0" 8-6" - 2-0" 3-0" 4-0" 6-6" 91/ s33 2-6' 3-6' 5-0" 9'-0 2-0' 3-6' 4-6" 7-6" - aoc V 1-6" 2-6" 3-0" 7-6" 1-6" 2-6" 3-6" 6-0" - V s31 1-6" 2-0" 2-6" 4-6" 9-0" 1-6" 2-6" 3-6' 7-0" 9-0" s33 2'-0" 3-0" 3-6" 5-6' 10-6" . 2-0" 3-0" 4-0" 8-6" 10-0" 117/8 s47 1-0" 1-0" 2-0" 5'-6" 11-0" 2-0" 3-6" 5-0" 9-6" V 11-0" bOG 1-0" -1-6" 2-0" 4-0" 8-0" 1-0" 2-0" 3-0" 6-0' 8-0" V 300C 1'-6" 2-6" 3-0" 5-0" 10-0" - 1-6" 3-0" 4-0" 7-6" 9'-6" • s31 1-0" 1-0" 1-6" 3-0" 5-0" 9-0" V V - 1-0" 1-6" 2'-6" 5-6" 9-0" 11'-6" V s33 - 1-0" 1-0" 2-0" 4'-0 6-6" 12-0", 1,-a" 2-0" 3-6" 6-6" 11-0" 13-0" V 14 V s47 1-a" i'-O" 1-0" 4-0" 7'-6" 12-6" 1'-O" 2'-6" 4-0" 8-0" 12'-0" 13-6" ooc 1,-a" 1,-a,,. 1-0" 2-0" 4'-6" 8-0" 1-0" 1,-a" 2-0" 4'-6" 8-0" 10-6" V 300C 1,-a,' 1-0" 1'-6". 3'-6" 6-0" - 10-6" 1-0" 2-0" 3-0" 6-0" 10,-0" s31 1-0" 11-0" 1-0" 2-0" 3'-6"5'-6" 9-6" - 1"O" 1-0" 1'-6" 4'-6" 9'-0" 11-0", - 14-0" s33 ia 10 10 26 50 76 126 10 102056 110 136 156 16 s47 11-01,101020 56 90 140 10 163070 130 150 166 100C 1,-0,, 1,-a,' 1'-O" 1,-a,' 2-6" 4'-6" 7'-6" 1-0" 1010 3-6" 7-6" 9'-6" 12'-6" V V 300C 1'-O" 1-0" 1-0" 2-0" 4-0" ,6'-6" 111-0" 1-0" 1,-a,' 2-0". 5-0" ia-a" 12'70" 15'-0" -18- s47 11-0" 1-a" i-a" 1-0" 3-0" 6'-6" 9'-6" 14-6" - 1-0" 1-0" 1-6" 6-0" 11,-a,' 15-6" 17-0" 18-6" 20 s47 1-0" 1 1-0" 1-0" 1-0" 1,-a" 3'-6" 1 7-0" 1 10'-6" 15,-0" V 'a" 1-a" 10 4-0" 9,-0', 1 15-0" 1 16-6" 1 18'-0" 19'-6" ESR-1153 I Most Widely Accepted and Trusted V Page 14 of 24 - TABLE E—MINIMUM DISTANCE FROM INSIDE FACE OF END SUPPORT TO NEAREST EDGE OF HOLE' 1,3.4.1 JOIST TJI JOIST ROUND HOLE SIZE (inches) _(inches) DEPTH SQUARE OR RECTANGULAR HOLE _SIZE SERIES ______ 2 ______ 4 6 8 10 12 16 18 20 2 4 6 8 10 12 16 18 20 91/2 2'-0" 4-0" 6-0" ' 2-0" 4-0" 5-6" 11/8 1-6" 3-0" 54" 6-6" V 3-0" 4-6" 6-6" 7-6" 14 1-0" 2-0' 4-0" 5-6" 8'-0" 2-0" 4-0" 6-6" 8-6" 9-0" 16 1-0" 1-6' 3-0" 5-0" 6-6" 9-0' 2-0" 4-0" 6-0' 8-6' 10-0" 11'-O" 18 1-0" 1-0" 1-6" 3-6" 5-6" 7-6" 1-0" 3-0" 5-6' 84 10-6' 11'-6" 20 560D 1-0" 1-0" 1-0" 2-6" 4-6" 6-0" 10'-6" 1-0" 2'-6" 5-0" 7-0" 10-0" 12-6" 14-6" 22 1-0" 1-0" 1-0" 1-6" 3-6" 5-0" 8-6" 11-6" -0" 1.4.3-6" 6-6" 14-6" 15-0" 16-0" 16-6" 24 1-0" 1-0" 1-0" 2-0" 3-6" 5-0" 84" 10-0" 12-6" 14" 1-6" 4-0" 6'-6" 9-6" 15-0" 164" 16-6" 17-0" 26 1'-O"1-0" 2'-6" 3'-6" 5-0' 7'-6"9-0"11-0"1,-c"2-0" 4-0" 6-6" 8-6" 15-6" 16-6" 17-0" 17-0" 28 FiV000 1-0"1-6" 2'-6" 4-0" 5-0" 7-0" 8'-6" 10-0" 1-0" 2-6" 4-0" 60" 8'-6" 11-0" 16-6" 17-0" 17-0' 30 1-0" 1 1-6' 2-6" 3'-6" 5-0" 7-0" 8-0" 9'-6" 1-0" 24" 44 64" 1 84" 10-0' 16-6" 174" 17-6" See notes below Table F. TABLE F—MINIMUM DISTANCE FROM INSIDE FACE OF INTERMEDIATE OR CANTILEVER SUPPORT TO NEAREST EDGE OF HOLE' 2'3'4'5 JOIST TJI JOIST ROUND HOLE SIZE (inches) SQUARE OR RECTANGULAR HOLE SIZE (inches) DEPTH h SERIES _____ 2 _____ V _____ 6 ,8 10 12 16 18 20 2 4 6 8 10 12 16 18 20 (inc 91/ 4-0' 6-0" 9'-6" 4-0" 6'-6" 8-0" 11 /8 2-0" 4-6" 7-0" 104" V 4-0" 6-6" 10,4" 10-6" 14 11-0" 3-0" 5-6" 8'-6" 11-6" 2'-6" 6'-0" 9-0" 12-0" 13-6" 16 1-0' 1,-0" 3'-6" 6'76" 10,-0" 13-0" 14" 5-0' V, 8'-6" 12-6" 14'6" 16-0" 18 560D 1-0" 1-0" 1-0' 4'-6" 7'-6" 11-0" , 11-0" 3'-O" ' 7'-6" 11-6" 16-0" 17-0" 20 1-0" 11-0" 1-0" 11-0" 4'-6" 8-6" 16-0" 11-0" 1-0" 6-6" 10,-0" 154" 18-0" 20-0" 22 1-0" 1-0" '2-6" 44' 6-6" 8-0" 13-0" 16-6" 11-0" 3'-6" 6'-6" 10-0" 19,-0" 20-0" 21-0" 21-6" 1-0" 2'-6" 44" 6-6" 7-0" 8'-6" 12-6" 16-0" 17-6" 2'-0" 54' 7'-6" 10-6" 14-0" 20-0" 21-0" 21'-6" 22-0" 26 3'-0' 4-0" 5'-6" 6'-6" ' 7'-6" 94" 124" 14-0" 164" 4'-0" 6-0" 8-0" 10-6" 13-0' 20-6" 21'-6" 22-0" 22-0" 28 3-0" 4-0" 5'-6" 6'-6" 7'-6" 9-0" 11-6" 13-0" 15-0" 4-0' 64" 8-0" 10-6" 13-0" 16-0" 21'-6" 22-0" 22'-0" 30 3-0" 4-0" 5'-6" 6'-6' 8-0" 9-0" 11-6" 13-0" - 14-6" 4-0' 6-0" 8'-O" 10-6" 12-6" 16-0" 214' 1 22-0' 22'-6" For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 'The clear distance between multiple holes must be twice the length of the longest dimension of the largest hole. V 2Holes may be located vertically anywhere within the web, Leave '/8 inchof web minimum at top and bottom of hole. V V 3Tables A, C and E (simple and continuous spans) and Tables B, D and F (continuous spans) are based on uniform load applications, within the limitations of the applicable Weyerhaeuser literature, 4TJI joists are manufactured with 11/2-inch diameter perforated knockouts in the web at approximately 12 inches on center along the length of the joist. 517or simple span (5 foot minimum) uniformly loaded joists, one maximum size hole may be located in the web at the center of the joist span provided no other holes occur in the joist, FIGURE 3—ALLOWABLE HOLE SIZE AND LOCATION FOR THE TJI 560D JOISTS (TABLES E AND F) (Continued) -, 'ESR-1153 Most Widely Accepted and Trusted, Page 15 of 24 FIGURE 4A—ASSEMBLY A (One-hour, Fire-resistance-rated Roof-ceiling or Floor-ceiling Assembly): ______________________ I - '•. ,7 LIII - •,. -, 1 - 10 minimum AssembIy W If mponen rca AX Subfloor of nominal 1-inch-thick, tongue-and-groove ' sheathing or 32/16 span-rated sheathing . (Exposure 1) and a second layer of nominal . . . . . . 1-inch-thick, tongue-and-groove finish flooring' ,FloOr . Alternatively, finish flooring is permitted to be 40/20 span-rated sheathing (Exposure 1), or Type-1 All butt joints of the sheathing must be located over members. Grade-1 particleboard not less than /3-inch thick. 'framing . . When used as a roof-ceiling assembly, a single - - layer of square-edged span-rated sheathing (Exposure 1), complying with the code, is permitted to be used for roof sheathing..,. . . Minimum flange depth of .11/2 inches. : . . Installed in accord :e with this report, at maximum spacing of 48 inches on center. - S . 1 30, See Recessed Light Fixture Installation See Recessed Light Fixture Installation Installed in the ceiling. . , . Must be protected by insulation as described below. A i , 91~i h.1 7-P. 24-inch-by-48-inch fixture is used as an example: A21/4-inch-by-48-inch, minimum 11/4-inch-thick piece of minimum 4 pcfThermafiber rigid mineral fiber board or ,t . %eçssed ' . . . . . . . - i . - , 24 inch x 48 inch,- maximum: Fibrex-FBX 1240 Industrial Board or Fibrex-IF 1240 . - Flex Batt light fixture protection, is laid along the long sides of the fixture, and against adjacent suspension - . The aggregate area of the lighting fixture may not members exceed 12 square feet per 100 square feet of ceiling arèa. - :' • ' Two pieces of the same insulation, measuring 191/2 inches by 48 inches, are laid over the top of the fixture, and A 41/2-inch-by-24-in6h piece of the same insulation is laid at each end and tied, at the corners of the fixture, to the top pieces using No. 18 SWG steel wire. S -. '. - . '-.' . ' .-. . - See Figure 5 for details. Cold rolled - - Spaced not more than 48 inches on center. Air diffusers, up to a maximum of 12 inches in IN6) LrDuffuser - diameter, are permitted. . - - . Openings must be protected with approved fire dampers. The aggregate area must not exceed 113 square ' inches per 100 square feet of ceiling area.. - Minimum 1-inch-thick, 4 pcf minimum, Thermafiber . . . .*Sound Attenuation Fire Blankets, or Fibrex®-FBX - WolJ 1240 industrial boards, or Fibrex®-IF 1240 Flex - - installed over the acoustical board. - Batts, or hG MinWool®-1240 Industrial Board, or hG - 'MinWool®-1240 Flexible Batt. j - . . -. . .. . .4 Supported by an approved exposed fire-resistance-rated suspension system attached to joist bottom flange or to cold- 'rolled channels. - Suspende IFItj I'' - 5 /8 i-nch acoustical panels. . . ' ' ' 24'x 24' or 24" x 48" USG FIRECODE AURATONE ®. . - -' . When TJI joists are spaced more than 24 inches on center, - framing to the joists must be installed at 24 perpendicular lay in acoustical board. - - inches on center to support the ceiling. - - -, . - . . The distance from the bottom of the TJI® joists to the soffit of the ceiling must be a minimum of 10 inches. - - - 3 I - .- a •. _._ .- .1- ESR-1153 1, Most WideIyAccepted and Trusted Page i6of24-- 'FIGURE 4B—ASSEMBLY B (One-hour Fire-resistance-'rated Ro'o'f-ceiling or Floor-ceiling Assembly): -. •• - '-:-. : ç;'' 1 Optional resilient channels directly applied to joistsor trusses at 16 inches on-center, / I supporting both layers of gypsum board are 1 1 necessary to achieve sound ratings sembly Component 4 component Scifications ' lnstaUation fa, oll- As NMI Vio_,K i 5,~ 0" - mr-Ow.il tongue-and-groove, Single layer of 48/24 span rated sheathing - . Nailed and glued to the top of the TJ ® joists. -; : 4Z -: (Exposure 1). When used as a roof-ceiling "Construction adhesive conforming to ASTM D3498 must be applied to -the top of the joists prior to placing sheathing: - - - . J-4' the decking to assembly, is permitted be any wood deck recognized in the All butt joints of the sheathing must te located over framing members code -.. - - - For TJI® joists spaced 24 inches on center or less attach ceiling to Two layers of 1/2-inch-thick NGC Gold joist bottom flange 4 - The first layer of gypsum board musi be installed perpendicularto the t- .-'-' Bond® Fire-Shield C gypsum board, or 'TJl joists and attached using 1i inch-long, Type S screws spaced su Two layers of 1/2-ihch-thick USG ®® 12 inches on center The second layer must be installed with the join ts staggered from the first layer. '- B'fJ sumpanels -, The second layer must be fastened Ic the TJI joists with 2-inch-long, Type S screws spaced 12 inches on-center in the field and 8 inches - - - • - or Two layers of 5/8-inch-thick, Type X . on-center at the butt joints. - - ches nches long, must be spaced 8 inches on-center Type G screws, in .1 gypsum board complying with ASTM C36. • and 6 inches from each side of the transverse joints of the second - '- layer. The second layer must be finished with joint tape and - compound - .. Installed in accordance with this report, with a maximum spacing of 24 inches on-center for floor-ceiling assemblies. TJl®oist j . 4 When used in roof-ceiling assemblies, the joists are pe-rmitted to be - spaced a maximum of 48 inches on-center. AN 14Optional- Minimum 3'/2-inch-thick glass fiber May be installed in the joist plenum when resilient channels are used GJasibei4 insulation or glass fiber insulation - The insulation must be placed ab6ve the resilient channels betveen Ins I tiqnI4 rated R-30 or less the joist bottom flanges -r - - . - j -- • - Fasten perpendicular to the TJI oisis using 1-inch-long -Type S screws When resilient channels are used the first layer of the ceiling .. . - .. - •, - membrane must be installed perpendicular to the channels and . 'attached to the resilient channels using 1-inch-long, Type S screws - -. • a • - 12 inches on-center. • - • - - P tonal RC-1 resilient channels spaced 16 -. • The second layer must be installed with the joints staggered from the (qot inches on-center (may be increased first layer and attached using 15i4nch-long, Type S screws. The sho.wn) . r% • to 24 inches on-center if the joists are. spaced 16 inches on-center). . I - - - screw spacing for the second layer of gypsum board must be a maximum of 12 inches on-center in the field and 8 inches on-center at . -the butt joints. • - - • • - - • , Type G screws, 11/2 inches long, must be spaced 8 inches on-center I IN . - and 6 inches from each side of the ransverse joints of the second layer. The second layer must be finished with joint tape and - • ,. compound.. - - -- ----., - - i .i In roof ceiling assemblies in which he TJl® joists are spaced more • - a • -than 24 inches on-center, the ceiling, including the resilient channels, - - must be applied to stripping spaced 24 inches on center The -$-•;cE a -. - -, - attachment of the ceiling membrane to the stripping members must (not p41 Stripping ,isY Minimun of nominal 2:by-4 construction grade Douglas fir lumber. be similar to the attachment of the ceiling membrane to the TJI® hoin -for spans upto5feet.j - 1 - . joists - Attached to the joist bottom flange using a minimum of two 1 O box - - a - • .- - -. , •. nails into each bottom flange. Strip-Ding materials of equivalent strength and attachment are permitted when approved by the code , - - _;•; - - official. - . - - - - , I . - . - - •. . . ---------- - a. -s.. - t••-. -- - - _ - -; - - - a • - -- - -- - • - - . ESR-1153 I Most Widely Accepted and Trusted . '. Page 17 of 24 - FIGURE 4C—ASSEMBLY C (One-hour Fire-resistance-rated Roof-ceiling or Floor-ceiling Assembly): - /—®• _ - LIU _______ - '.• - - .• •. .•._•;, 12"minimum •• - ', :- . ecifie 75 I WOR-5sa rafl;~'k Sheathing . Single layer of 48/24 span-rated, tongue-and- groove, sheathing (Exposure 1) , When used as a roof-ceiling assembly, a single layer of square-edged span-rated sheathing (Exposure 1), complying with the code, is permitted to be used for roof • sheathing. _ .•. . • - Nailed and glued to the top of the TJle joists: Construction adhesive conforming to ASTM D3498 must be applied to the top of the joists prior to placing sheathing. • All butt joints of the sheathing must be located over framing 'members. . - ,- . - . - - - TJ1®joist r • - • .. . . ' Installed in accordance with this report, at a maximum spacing of 24 inches on center for floor-ceiling assemblies. When used in roof-ceiling assemblies the joists are permitted to be spaced a maximum of 48 inches on center. When the joist spacing exceeds 24 inches on center, framing - . .• . •. perpendicular to the joists must be installed at 24 inches on center to support the ceiling. Glass fiber baft insulation rated R 30 or less :tjoi: above the gypsum board in the cavity between 0 _n el'n - 24 inch x 24 inch,-518-inch-thick, USG • FIRECODE AURATONE ceiling panel. - - Installed on steel suspension grid. iF,ture'RrTect Ceiling grid panels. - - • - - - - -, - - - Light fixture protection must consist of 6-inch-wide pieces of ceiling grid panels that are 48 inches long for the sides, and 24 inches long for the ends, with a full grid panel placed on - top. VII - pBoard - - Single layer of, lrinch-thick NGC Gold Bond Fire-Shield C gypsum board, or - -- - • •• . - - - I8-inch-thick, Type X gypsum board • complying with ASTM C36. • • • - - - 'Attached to the joists, or to stripping spaced 24 inches on-center or less. - - - Installed perpendicular to the TJl joists or stripping. . 5 The gypsum board must be fastened using 1 I8-inch-long, Type S screws located 6 inches on-center at end joints and -- 8 inches on-center in the field. - - ti Ir t FIG 24 inch x 48 inch recessed light Protected with ceiling panels per Fixture Protection above wfl ion:lDu Galvanized steel duct - - -. A duct is permitted for each 200 square feet of ceiling Air return opening and steel diffuser are required - - Maximum 6 inch x 12 inch opening per 200 ling square feet of cei. - ' • - - . • - -, -. •,. -. Required if steel duct is used -. - - - - •- .. + Th-sf - - Steel diffuser without damper. Maximum of 12 inches in diameter per 200 - - Required if steel duct is used. - • - - - -- - square feet of ceiling. . -- • , . - - - - t'3 rw - • - - -- - . . - Approved, exposed, fire-resistance-rated - suspension ceiling grid. - 6.stee! -. Install beneath the gypsum board ceiling membrane Minimum distance between the suspended ceiling and the gypsum board ceiling membrane must be 12 inches. The grid system must be suspended with No. 12 SWG - galvaniied steel wire fastened to the stripping or joists using 3 inch long flathead hanger screws rid U ,••••.; .' .- -'•.-•--•- • :' • •• • Single layer of 1/2-inch-thick, CertainTeed ProRoc® Type C board. gypsum -I 4 - , ,_ 4 4_._ .. - I •. - -. - ., I •• _ -I - Assembi Component CornponentSpec,fiationsc in -'? 1 - Sheathl Single layer 48/24 of span-rated, tongue- and-groove, sheathing (Exposure1). . When used as a roof-ceiling assembly, a single layer of square-edged span-rated sheathing (Exposure 1) complying with the - - - . I . - 4 - All butt joints of the sheathing must be located over framing members.: code, is permitted to be used for roof sheathing.- L.t -Jl®-Joi 3 Minimum flange depth of 13/8 inches. Installed in accordance with this report, ata maximum spacing of 24 inches on center - 04, ¶ Installed perpendicular to joists Furring channels spaced 24 inches on-center. - Furring channels spaced 1Y2 inches from, and on each side 24 inches fromend joints. of, wallboard end joints, and 3- chheis - ' No. 26 gauge galvanized steel - Attached and suspendecfrom the joists using No. 24 gage proprietary attachment clips designated "Simpson Strong- furring channel Tie CSC Support Clips - . • - - . . A CSC support clip mu be located at each joist, to - • '. . , - . support the furring channel. - 4. At channel splices adjacent pieces are overlapped a 4 , minimum of 6 inches, and are tied with -double-strand No. ... . . 18 SWG galvanized steel wire at each end of the overlap. q ft,p4~ - . . .. . Simpson Strong-Tie Co. Type CSC . . . . intersection Support furring channels at the intersection with each joist with clips. support clips. . • -. - - Support clips nailed to side of joist bottom flange with . - - , , - l'/z -inch-long No. 11 gàjge nail.'- I , . "r, ' %-inh x 6:inch No. 24 gauge galvanized - Used to prevent rotation of the support clips at wallboard steel strap. - .' - - end joints and along wals. Single layer of 1-inch-thick, minimum 6 pcf - * • - -- , - . - - .• Thermafiber Type CW 90 mineral-wool blanket, Fibrex-FBX 1280 Industrial Board, * '-1 Fibrex-IF 1280 Flex Ball, IIG MinWool 1260. Industrial Board or IIG MinWool 1260 - . Installed below the bottom flanges of the joists and on top Flexible Ball 'r - of the furring channels - - Alternatively, a layer of 2-inc-thick, * ., I - - Thermafiber mineral-wool blanket, havinga density of 8 pcf, is permitted to be used - Single layer of 1/2-inch-thick, USGgz SHEETROCK® Brand FIRECODE®C I. - - - • )I Gypsum; gypsum board, , - - - - or. Attached with screws t steel furring channels placed perpendicular to the joists. ESR-1153 1 Most Widely Accepted and Trusted "Page18 of 24 FIGURE 4D—ASSEMBLY D (One-hour Fire:resistancerated Roof-ceiling or Flo&-ceiling Assembly): " -- . .- . - .. w. .. - 1• •- - '•- I .. • * .1 , , .. ., t • ., • *' - -* ESR-1153 I Most Widely Accepted and Trusted - Page 19 of 24 FIGURE 4E—ASSEMBLY E (One-hour. Fire-resistance-rated Roof-ceiling or Floor-ceiling Assembly): Tc~ 4 - 3AssernblyComponent t1- 411frQ :11 . Subfloor of nominal i-inch-thick, tongue-and- groove sheathing or 32/16 span-rated sheathing (Exposure 1) and a second layer of finish flooring or 40/20 span-rated sheathing (Exposure 1), or Type-1 Grade-1 particleboard not less than 5/8-inch thick. Alternatively, a single layer of 48/24 span- - rated, tongue-and-groove sheathing - (Exposure 1) may be used. - - ; When used 'as a roof-eiling asembly, a single layer of square-edged span-rated sheathing (Exposure 1), complying with the nominal 1-inch-thick, tongue-and-groove . • * When a single-layer floor is used, a construction adhesive conforming to ASTM 03498 must be applied to the top of the joists prior to placing sheathing. .. All butt joints of the sheathing must be located over framing members. code is permitted to be used for roof - sheathing., ', .-' -*. - . . - —151 - . * •. .' - - . . •• - - TJI® joist. .. * - - - . '• - , .. Installed in accordance with this report. - Maximum spacing of 24 inches on dnter for floor ceiling assemblies, and a maximum spacing of 48 inches on-center for roof-ceiling assemblies. - When the flooring consists of a double wood floor, the joists may be spaced a maximum of 48 inches on-center. ,sown). ann Resilient channels - - . . - Installed at 24 inches on center when joist spacing is more than 24 inches on-center. - ot Wt ,slhow) .e ' Minimum of nominal 2-by-4, onstruction- - grade Douglas fir lumber for spans up to 5 * - . . - - feet. Stripping materials of equivalent strength and attachment are permitted when - specifically approved by the code official, minimum of two lOd box nails. Stripping attached to the joist bottom flange using a - - Attachment of the ceiling membrane to the stripping must be similar to the attachment of the ceiling membrane to the TJl - joists. - cp - - a minimum 40-minute finish rating must be used - * . - * . , ', . -- - An example of an approved ceiling having a 40-minute finish rating is one that consists of -- two layers of ',4 inch-thick, Type X gypsum board complying with ASTM C36, a minimum of 4 feet wide installed perpendicular to the TJI joists, as described in Figure 48 of this report (Assembly B). Any approved ceiling membrane that provides Substantiating data, including a report of the fire-endurance testing conducted in accordance with ASTM El 19, must be furnished to the local code official, and must verify that a particular ceiling system meets the 40-minute finish rating . requirements. - ' i - - ' • When the finish rating s to be determined, temperature - performance of protective membranes must be in accordance with Section 47 of ASTM El 19. The finish rating is defined in Section 48 of ASTM El 19. - -------------------- - * * * . .- ', -, ,, , • * * I - . * . * •. * - , 1 - *, * .4'-_ - I - • * - * a *, * * - * - .'* -. -, •-,,,.*•-.-,. -*, - - - ,,,* * 1* - - •1 - - . * * , . 4 • - *- * - a • - . - *- • . ,:.' '• • * • I-. -- -- . , . - . '.- . ,- - .1 , • , - 5'__ 5' ESR-1 153 .I Most Widely Accepted and Trusted -- . Page 20 of 24 FIGURE 4F—ASSEMBLY F (One-hour Fire-resistance-rated Roof-ceiling or Floor-ceiling Assembly): TO _ iLHLr [. JL 1' - *•--•-- • S - Assembly Cornponent' Component MW 's Sp,cfflcatio tion t.I' ira i.A.z ( '¼ {f t' All * S - Single layer of 48/24 span-rated, tongue-' and groove sheathing (Exposure 1) When used as a roof ceiling assembly, a single layer of square-edged span-rated sheathing (Exposure 1) complying with the code, is permitted to be used for roof sheathing - .• -. Attached to the TJI® joist top flange with construction adhesive that meets ASTM D3498 and nailed using 8d common nails spaced a maximum of 6 inches on center along the boundary and edges, and 12 inches on-center in the field All butt joints of the sheathing must be located over framing members $'f \ Gypi'i'- Single layer of 5/8-inch-thick,USG SHEETROCK® Brand FIRECODE®C gypsum board or - - Single layer of 5, inch thick CertainTeed ProRoc® Type C gypsum board. - Fastened to the resilient :hannels with 1-inch-long, Type S screws spaced 12 inches on-center in the field and 8 inches . on-center at the butt joints. 1 * Installed in accordance with this report i® 5j' Nominal 2 x 4 or larger flanges. - - -. . S When used in a floor ceiling assembly, joist spacing must not exceed 24 inches ors-center. When used in a roof-ceiling assembly, joist spacing is permitted to exceed 24 riches on center - S . . . - :1 resilient channels.. . , . , ' . --• - 5 . .5 ,. - . , - , Installed perpendicular to joists . Spaced at 16 inches on-renter. - . Attached to the joists with 1/ inch long Type S screws at each joist. TWO channels must be provided at each gypsum-board butt -joint, and extend to the rext joist beyond the longitudinal 5joints. vsf-, 1I1ji p) h6 n2i ,--- i'-j. - - S . Minimum of nominal 2-by-4, onstruction- grade Douglas fir lumber for spans upto 5 feet. Stripping materials of equivalent strength and attachment are permitted when specifically approved by the code .. official. - • - . - - In roof-ceiling assemblies in which TJI joists are spaced more than 24 inches on-center, the ceiling, including the resilient channels, must be attached to stripping spaced 24 inches on-center. The attachment of the ceiling membrane to the stripping members is similar to the . .- attachment of the ceiling membrane to the joists. Stripping must be attached to the bottom flanges of the . .. joists using a minimum of two lOd box nails. irieral Wool I an et ' Single layer of 1Y2-inch-thick, minimum 2'/z pcf, Thermafiber Sound Attenuation Fire Blankets, Fibrex-SAFB (Sound Attenuation Fire Balls) or hG MinWool 1200 Sound Attenuation Fire Balls. - installed between the bottom flanges of the joists and on top of the resilient channels. . - Friction fitted into place and supported by the resilient - - S * • - channels. -. . ,- 5 . - - * - ,* • 3 . - .5 - S - ', 5 .5- 5 4. S - I . - S • 5 3-__ - 5_• 5 - S - . - . S r. - • 5-.. - 5 • S , , 5 .5 5 5* -- * -- 45 I $ I * ESR-1153 I Most Widely Accepted and Trusted - . . Page 21 of 24 FIGURE 4G—ASSEMBLY G (Two-hour Fire-resistnce-rated Root-ceiling or floor-ceiling Assembly): ____ ••• :' : ;c:'i LXXXLXOflGLXXX I - _®— Sm _=CEPoWITP Single layer of 48/24 spai1 rated tongue and-groove, sheathing (Exposure 1). A11 butt joints of the sheathing must be located over framing sj When used as a roof-ceiling assembly, a - members. - - EçT single layer of square-edged span-rated sheathing (Exposure 1), complying with the Flooring is permitted to be omitted where unusable attic' space occurs above the system, provided the requirements code, is permitted to be used for roof.- of Section 4.5 are met. sheathing.,. * •' :. I4 id Fis - Minimum joist depth of 91/4 inches Installed in accordance with this report at a maximum . . , •- spacing of 24 inches on-center. Nt -3 pti nal' Glass-fiber insulation with unfaced batts that are 24 inches wide by 48 inches g y Installed in the plenum and supported by stay wires spaced 31/2 inches thick at 12 inches along the joist bottom flange. - - Base layer installed perpendicular to joists with end joints staggered, and attached directly to the bottom flange using 1518-inch-long Type S screws spaced 12 inches on;-renter ••j_• . . . along each joist. Resilient channels attached per (D below. - . , - - - I Middle layer of gypsum board installed perpendicular to the - - - -, . •, - . • resilient channels, with end joints staggered, and attached - - - - . to the resilient channels with 1-inch-long, Type S screws - - - Three layers of 518-inch-thick NGC Gold - spaced 12 inches on-center. * Bond® Fire-Shield C gypsum board. - Finish layer of gypsum board installed with edges and end , ••.. - joints staggered from the middle - layer, and must be - fastened to the resilient channels using 1515-inch-long, Type . -.- -- - S screws spaced 8 inches on-center. -Joints of the finish , - , • - • . - • - -layer of gypsum board-'must be covered with joint compound and paper tape, and exposed screw heads must be covered with joint compound. S .&1L' j - ' . . . - Ceiling membrane may be omitted when used as a floor- - - - - - - - a '-. - - ' - - ceiling assembly over unusable crawl spaces. - - , - :. - • • ,., ' - *Minimum No. 28 gauge (0.016 inch) resilient Installed perpendicular to joists, under the first layer of gypsum board. Spaced a maximum of 16 inches on-center. - - - . -- ' Attached to the bottom flange of each joist with 15/8 -inch- long, Type S screws. I .. S S - - r - -• ,*,- ..,. • I. - - I,-.- '/-- . S ,.•• - . _._4_ S •. S -- ESR 1153 I Most Widely Accepted and Trusted . " Page 22 of 24 FIGURE 4H—ASSEMBLY H (One-hour Fire-resistance-rated Roof-ceiling or FloorceiIin Assernbly)**:44 .: Typical resilient channel and gypsum board attachment AssembIy (.omponent-- tromponentSpecitucationsp -'- - Instaltation .,-: 41 cr tongue-and-groove sheathing - Single layer 48/24 span-rated, . Construction adhesive conforthing to ASTM D3498 must be (Exposure 1). .' . . applied to the top of the joists prior to placing sheathing. '. foorS.athing When used as a roof-ceiling - All butt joints of the sheathing must be located over framing 1J assembly, the decking is permitted to be any wood deck members The floor sheathing shall be installed in accordance with the applicable code. recognized in the code - TJI0 210 230 360 and 560 joists . - i tFIak Jacket with Flak JacketTM protection. Installed in accordance with Weyerhaeuser recommendations, t .- .,. . . . Minimum flange depth is 1 /8.. with a maximum spacing of .16 inches on-center. For TJI 230, -01 J01515 inches 360 and 560 joists with a depth of 14 inches or deeper the, maximum spacing is 24 inches on cen er Minimum joist depth is 9Y2 inches. XT - . . ... . .. Attach to resilient channels with I 1h-inch Type S drywall GypsuTh One layer of %-inch-thick, Pabco screws spaced at 6 inches on center. . ji.?4 Flame Curb Super C" gypsum - board. . . --. . - . Tape and joint compound must be applied to all fastener heads and gypsum wallboard joints on exposed surfaces. AM . . . - . - Spaced at 16 inches on-center, installed perpendicular to the -- TJl® joists and attached with 1%-inch-bng, Type W screws at £ RC-1 type resilient channels. each joist. Two channels must be provided at each gypsum-board butt Joint, and extend to the next joist beyoid the longitudinal joints Where splices are necessary, the resilient channels must overlap 6-inches and be fastened together with two screws. . . ' Flak JackéP protection is applied to both sides of the web and -- tiFlak Jácet.&i- . . . - - Flak Jacket' coating. - "the vertical sides of the bottom flange, in accordance with the -Til® Joist With FlakJacketTm Protection Manufacturing . ., -. 'Standèrd and quality control progrrn. not ionra I Glass fiber insulation 3½ inch Placed in I joist cavity, between the 1-joists and above the thick:" ' - - bottom flange. - - zr For design with this assembly use 90% of published TJI® 210 230 3 and 560 bending -- - 'moment capacity found in Table 3 of this report. - * - ESR-1 153 I Most Widely Accepted and Trusted - ' Page 23 of 24 TABLE 5—ALTERNATE FLOOR OR ROOF SYSTEMS -r ,Description L6ati ximum" T-JIJorst Spaci kSheathing Required" 41 *19§ - 24 inches . .' Minimum 48/24 span-rated 1Y-inch-thick lightweight concrete or ' Y4-inch-thick gypsum concrete over the on sheathing (Exposure 1).sheathing. -. a rfft 2- es Figures 4A Gypsum concrete must be recognized in a 20 inches through 4H - - - Minimum wo;ldur current ICC-ES evaluation report, and the - report must include an evaluation for fire on-center 40/20 span-rated sheathing (Exposure 1). resistance that permits the replacement of the floor systems with the sheathing and - - gypsum concrete system. TABLE 6—SOUND RATINGS i rAssembly Figure g Assembly iSTC ; Rating Asse m pon blyComents IIC tng rv- - J#4 U 1. fJFloor Covering Required 'covering The floor must include a 40-ounce- . 60 per-square-yard pad and a 56-ounce-per- - square-yard carpet. Floor covering must consist of Tarkett Assembly B constructed - with resilient channels - Acoustiflor sheet vinyl, Figure 4B . °' minimum spaced at 16 inches on center to separate the ceiling menbrané from 51 Ceiling must consist of two layers of %-inch- thick, Type X gypsum board, and the the structural framing. ' Bottom of the floor cavity must contain 3Y2-inch-thick glass-fiber insulation. The floor covering must include a43.2- - - - - 45 ounce-per-square-yard, minimum 0.123- -- - - ' 'inch-thick cushioned vinyl. The floor covering must include a 40-ounce- 54 per-square-yard pad and a 56-ounce-per- - square-yard carpet. - 'Assembly B constructed - Floor covering must consist of Tarkett • with resilient channels Acoustiflor sheet vinyl, -' spaced at 16 inches on, 54 Ceiling must consist of two layers of %-inch- center to separate the thick, Type X gypsum board, and the 4ssbIy3 Optior2J Figure 4B 58, minimum ceiling membrane from the structural framing. . Bottom of the floor cavity must contain 3Y-inch-thick glass-fiber insulation. i/4-inch-thick floor topping of gypsum concrete Floor recognized in a current covering must be either Armstrong • ICC-ES evaluation report. VIOS or Armstrong Cambray sheet vinyl, 50 Ceiling must consist of two layers of %-inch- - thick Type X gypsum board, and - - Bottom of the floor cavity must contain• -- , 3Y-inch-thick glass fiber insulation. - - - - Floor covering must include á40-ounce-per- Figure 4D 47 Assembly D' 54 square-yard pad and a 56-ounce-per- square-yard carpet. • • - Assembly D constructed Y4 with a -inch-thick - - ' . . . • -. ' - - topping of gypsum . Floor covering must include a 40-ounce-per- Figure 4D .59 concrete recognized ira . 54 square-yard pad and a 56-ounce-per- - - current ICC-ES evaluation square-yard carpet. - report. - . ._: - . • ', - Assembly G, constructed .. WAAssegbly with 3'/2-inch-thick . The floor covering must include a 69-ounce- Figure 4G 50 • - unfaced glass fiber -. . insulation. •. 64 per-square-yard, /8-inch-thick pad and 80- ounce-per-square-yard carpet. . . • - -. . •. - '.- - • .- •- - •- . -. .• 4 - •.. • ESR-1 153 I Most Widely Accepted and Trusted Page 24 of 24 MINERAL WOOL BATT EACH 51DE OF RE i_----. I'X42 X24 ' MINERAL I-400L SATT - FASTENED WITH WIRE AT EACH END FIGURE 5—LIGHT FIXTURE PROTECTION (See Figure 4A, Items 4 and 7 for detailed description of mineral wool balls.) For SI: 1 inch = 25.4 mm. Detail A r 3 nun. j 0 max. 3/811 3 rows of 10d x 1.5" nails at 3" o c Detail A is applicable to all TJI Joists with structural composite lumber flange widths of 2.5 inches or greater. Simpson Strong-Tie Co. MSTI or PAl straps, or other straps of the same minimum gauge, dimensions, grade of steel and nail patterns and recognized in a current ICC-ES Report or ICC-ES Legacy Report may be used. Detail B F-61`1 o c mm Q/811 min. I I . _______ __________________ 1-5/8" mm. 2-3/8" max. 0 0 0 4 rows of lOd x 1.5" nails at 6" o.c. Detail B is applicable to all TJI Joists with structural composite lumber flange widths of 3.5 inches or greater. Simpson Strong-Tie Co. LSTI or LTTI straps, or other straps of the same minimum gauge, dimensions, grade of steel and nail patterns and recognized in a current [CC-ES Report or ICC-ES Legacy Report may be used. General Notes: Connection capacity limited to a lateral nail design value of 112 lbs/nail with the following conditions. All nails must be lOd short nails, 0.148 inches x 1.5 inches. -- Minimum steel thickness must be 18 gauge (0.049 inches). Total connection capacity must not exceed the code approved strap or tension-tie design value. The connection capacity is permitted to be increased for duration of load in accordance with the code. No additional reductions are necessary due to penetration. The minimum required end distance must be 3 inches. FIGURE 6—METAL STRAP AND TENSION-TIE CONNECTION CAPACITIES AND DETAILS FOR TJI JOISTS -. For SI: 1 inch = 25.4 mm, 1 lbf. 4.448 N. ICCES VAR Environmental Report 4* 4 4 www.icc-es.órqlep 1 -1-800-423-6587 I (562) 699-0543 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 13—Laminated Veneer Lumber Section: 06 17 23—Parallel Strand Lumber ' Section: 0617 25—Laminated Strand Lumber - REPORT HOLDER WEYERHAEUSER POST OFFICE BOX 8449 - - I • BOISE, IDAHO 83707, 4, VAR-1 008 Reissued October 1,2013 This report is subject to renewal August 1, 2015. A Subsidiary of the International Code Council® Weyerhaeuser Framer Series® Lumber . Weyerhaeuser Pro Series" Lumber .Weyerhaeuser Lumber . . 4 Weyerhaeuser Green Stud Weyerhaeuser Edge TM Engineered Wood Panels Weyerhaeuser Edge Gold TM Engineered Wood Panels Weyerhaeuser Radiant Barrier Sheathing Weyerhaeuser Sheathing Weyerhaeuser Plywood -ILeveI8(1-888-453-8358) ' ., www woodbywv corn Building Optimization Software www.woodbVwv:com/greenbuilding. - Javelin® Design Softwarewoodweyerhaeuser.com .4 NextPhase Site Solutions ADDITIONAL LISTEES . 1.0: EVALUATION SCOPE REDBUII.TTM . . . . . Compliance with the following evaluation guidelines: 200 EAST MALLARD DRIVE BOISE, IDAHO 83706 ICC ES Environmental Criteria for Determination of - 4 Bio-based Material Content (EC102), dated March PACIFIC WOODTECH CORPORATION 2012 1850 PARK LANE ' POST OFFICE BOX 465 4 . • ICC-ES Evaluation .Guideline • for Determination of . BURLINGTON, WASHINGTON 98233 Regionally Etracted, Harvested or Manufactured " Materials or Products (EG104) dated October 2008 4 MURPHY ENGINEERED WOOD PRODUCTS DIVISION ICC-ES Environmental Criteria for Determination of 412 WEST CENTRAL . . Formaldehyde Emissions of Composite Wood SUTHERLIN OREGON 97479 7 Products (EC108) dated March 2012 . ICC-ES Environmental Criteria for Determination of ANTHONY DOMTAR INC 1195 PEOPLES ROAD Certified Wood and Certified Wood Content in - SAULT Products (EC109) dated March 2012 ONTARIO P6C 3W7 " . . 4 Compliance eligibility with the applicable sections of CANADA - .• 4. . the following codes, standards and green building rating systems: .EVALUATION SUBJECT: $ . • 2012 lnterrational Green Construction Code (lgCC) Structural Wood Products (see Table 2 for details) Trus Joist®.TJl®Joist . . .. • 2010 California Green Building Standards Code Trus Joist® TimberStrand® LSL . (CALGreen), Title 24, Part 11 (see Table 3 for details) Trus Joist® Parallam® PSL . 4 National Green Building Standard (ICC 700-2008) (see Trus Joist® Parallam® Plus PSL . . Table 4 for details) Trus Joist® Microllam® LVL LEED for Homes 2008 (see Table 5 for details) Trus Joist® TJ® Shear Brace Trus Joist® StrandGuard® TimberStrand® LSL r • LEED 2009 for New Construction - and Major Renovations (see Table 6 for details) -.4 - Microllam, Parallam, TimberStrand, StrandGuard®, Trus Joist®, TJI®, Framer Series®, Javelin® and NextPhas'e® are registered trademarks, and Edae. Edae Goldmt and Pro Series'" are trademarks of Weyerhaeuser NR Comoanv. ICC-ES Verification ofAliri butes Reports are issued under the ICC-ES VAR Environmental Program. These reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as on endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC - Evaluation Service. LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.. . Copyright© 2013 . 4 . . ,. . - Page 1 of 12 - VAR-1 008 I Most Widely Accepted and Trusted LEED 2009 for Schools New Construction and Major Renovations (see Table 7 for details) LEED 2009 for Core and Shell Development (see' Table 8 for details) LEED 2009 for Commercial Interiors (see Table 9 for details) LEED for Existing Buildings 2008 (see Table 10 for details) ANSI/GBI 01-2010 - Green Building Assessment Protocol for Commercial Buildings Construction (see Table 11 for details) ANSI/ASHRAE/USGBC/IES Standard: 189.1-2009 - Standard for the Design of High-Performance Green Buildings, Except Low-Rise Residential Buildings (see Table 12 for details) I CSI GreenFormatTM (see Table 13 for details) 2.0 USES Weyerhaeuser and Trus Joist® structural wood products are used for a variety of interior and exterior framing and sheathing applications. Javelin® software and NextPhase® Site Solutions are building optimization solutions consisting of a coordinated package of services, software, and fabrication equipment used for customized design and detailing of structural building products for individual projects, including complete framing plans and precut framing package options. 3.0 DESCRIPTION Weyerhaeuser and Trus Joist® structural wood products are manufactured from various wood species bonded with structural adhesives (where applicable) complying with applicable ICC-ES reports as indicated in Table 1. Javelin® software ) specifies optimized combinations of residential engineered wood products and dimension lumber in layouts for floor, wall, and roof systems with detailed framing plan and material list outputs. NextPhase® Site Solutions combine products, integrated design and fabrication software, fabrication equipment, support and training to enable precut or panelized framing packages to be delivered directly to a jobsite. 4.0 CONDITIONS 4.1 Code Compliance: The Weyerhaeuser and Trus Joist® structural products that have been evaluated for compliance with or otherwise deemed to comply with, the requirements of the International Building Code (IBC) and/or International Residential Code (IRC) are listed in Table 1 of this report. The evaluation of the Javelin® software and NextPhase® Site Solutions building optimization solutions for compliance with the requirements of the IBC and/or IRCis outside the scope of this evaluation report. Compliance with all applicable code requirements must be demonstrated to the Authority Having Jurisdiction (AHJ). 4.2 Green Codes, Standards and Rating Systems Eligibility: The information presented in Tables 2 through 13 of this report provides a matrix of areas of evaluation and corresponding limitations and/or additional project-specific requirements, and offer benefit to individuals who are assessing eligibility for credits or points. The information on Life Cycle Assessment (LCA) is limited to the boundary conditions, the Life Cycle Inventory Page 2 of 12 (LCI) inputs that consist of aggregated data and the methodology contained in the documentation noted in Section 5.10 of this report. The acceptance of this LCA information rests with the end-user. See Appendix A of this report for additional discussion or LCA. The final interpretation of the specific requirements of the respective green building rating system and/or standard rests with the developer of that specific rating system or standard or the AHJ, as applicable. Decisions on compliance for those items noted as "Eligible for Points" in Tables 2 through 13 rests with the user of this report, and those items are subject to the conditions noted. The user is advised of the project- specific provisions that may beli contingent upon meeting specific conditions, and the verification of those conditions is outside the scope of this report. Rating systems or standards often • provide süpplementàl information as guidance. Compliance for items noted as 'Verified Attribute" are also subject to any conditions noted in the tables. 5.0 BASIS OF EVALUATION The information in this report, including the "Verified Attribute," is based upon the following supporting documentation: 5.1 ICC-ES EC102. [Evaluation applies to lgCC Section 505.2.4; CALGreen Section A4.405.4 and A5.405.2; ICC 700 Section 606.1(2); ANSI/GBI 01-2010 Section 10.2.1.1; ASHRAE 189.1 SEction 9.4.1.3.] 5.2 ICC-ES EG104. [Evaluation applies to IgCC Section 505.2.5; CALGreen Section A5.405.1; ICC 700 Section 608.1; LEED Homes MR2.2(c); LEED NC MR 5; LEED Schools MR 5; LEED C&S MR 5; LEED Cl MR5; LEED EB MR 3; ANSI/GBI 01-2010 Section 10.1.4.1; ASHRAE 189.11 Section 9.4.1.2; CSI GreenFormat 3.2.1.] 5.3 ICC-ES EC108. [Evaluation applies to lgCC Section 806.1; ICC 700 Section 901.4(6); LEED NC Credit EQ 4.4; LEED Schools EQ 4.4 LEED C&S EQ 4.4; LEED Cl EQ 4.4; LEED EB Credit MR3; ASHRAE 189.1 Section 8.4.2.4; CSI Green Format 2.3.6.] 5.4 ICC-ES EC109. [Evaluation applies to ICC 700 Section 606.2(2); ANSI/GBI 01-2010 Section 10.3.2.1; ASHRAE 189.1 Section 9.4.1.3.1.] 5.5 Documentation demonstrating conformance with HUD PATH and DOE recommendations for advanced framing techniques, as summarized in Table, 12 of this report. Note that the TJ® Shear Brace may be eligible when used to achieve a target reduction of 50 percent or more in square footage of wall bracing constructed on site. [Evaluation applies to ICC 700 Section 601.2; LEED Homes MR 1.4; CALGreen Section A5.404.1.] 5.6 Software output of the Ja\elin® software with detailed framing or structural plans, material quantity lists and on-site cut lists for framing, structural materials, and sheathing materials, to assist with waste minimization. [Evaluation applies to ICC 700 Section 601.4; LEED Homes MR 1.2, 1.3 & 1.5, CALGreen Section A4.404.1] 5.7 Software output of the NextPhase® Site Solutions software with detailed framing or structural plans, material quantity lists and precut framing packages to assist in waste minimization. [Evaluation applies to ICC 700 Section 601.5(1) LEED Homes MR 1.2, 1.3 & 1.5, CALGreen A4.404.1.] VAR-1 008 I Most Widely Accepted and Trusted. . - Page 3 of 12 5.8 Evidence of compliance with AWPA Standard 11-09, 5.11 Doctmentation establishing that the environmental Table' 3. [Evaluation applies to ICC 700 Section management system conforms to the requirements of 602.8.] . ISO 14001 or equivalent. [Evaluation applies to ICC - .. 700 Section 610. 1.] 5.9 Documentation establishing and documenting 1l 6.0 IDENTIFICATION major sources of primary , manufacturing energy. [Evaluation applies to ICC 700 Section 606.3.] . Weyerhaeuser and Trus Joist® structural wood products are identified with a stamp noting the name or logo of the 5.10 Consortium for Research on Renewable Industrial (manufacturer (Weyerhaeuser)l the plant number, the Materials (CORRIM) Phase. 1 report (available at product trade name and the-ICC-ES evaluation report htto://www.corrim.org/reorts/2006/final chase 1/id number (if applicable), and the name or logo of the ex.htm), containing an LCA analysis. performed in inspection or grading agency. The report subjects are also accordance with 'ISO 14044. [Evaluation applies to't identified on the product and/or packaging with the VAR ICC 700 Section 609.1; CALGreen Section A5.409.1; Environmental Report number(VAR-1008) and the ICC-ES ASHRAE 189.1 Section 9.5.1.] SAVE Mark, as applicable: TABLE I—REFERENCE STANDARD OR EVALUATION REPORT NUMBER FOR . WEYERHAEUSER AND TRUS JOIST® STRUCTURAL WOOD PRODUCTS 4 - PRODUCT . ,. REPORT NUMBER! REFERENCE STANDARD TJI®Joist - , ESR-1153 . TimberStrand® LSL'. . ESR-1387 Parallam®PSL . ESR-1387 Microllam® LVL , ESR-1387 -.TJ® Shear Brace. - ESR-2652 StrandGuard®TimberStrad® LSL . ESR-1387, Framer Series® Lumber . USDOC PS20 Pro SeriesTm Lumber - USDOC PS20 Weyerhaeuser Lumber - USDOC PS20 Weyerhaeuser Green Stud - . USDOC PS20 Weyerhaeuser Edgeim panels USDOC PS2 ' Weyerhaeuser Edge Gold7m USDOC PS2 Weyerhaeuser RBS , . USDOC PS2 Weyerhaeuser Sheathing' - USDOC PS2 Weyerhaeuser Plywood - . USDOC PSi • : . . ,• 4 ' 4 -, - --4. 4 . '- .• * - .. -- , . , I 4 . - - - - - . 4' $ • I ' ,- • . . - , - • • - •- I - - . I . • -1 4 4 VAR-1008 I Most Widely Accepted and Trusted Page 4 of 12 TABLES 2 THROUGH 13' —J CO * I . Section # - - Section Intent Possible ints - Conditions of Use to Qualify for Points . CO 3 , E to Si - - °• . 3 .J°&5 i!O- &5E ,E 0 W U) CO cu C.O o)wW '.5 0. in WWU)O JtiD I— l-_ 0. (00 I— TABLE 2—SUMMARY OF AREAS OF ELIGIBILITY WITH THE 2012 INTERNATIONAL GREEN CONSTRUCTION CODE (IgCC) - - . - - salvaged or reused wood products , shall be labeled in accordance with the Wood and wood products used to comply with this section, other than ' 505.2.4 Bi 0- ase materials - N/A SF1 Standard, FSC STD40-004 V2-1 EN, PEFC Council Technical .10 10 10 10 10 I - Document or equivalent fiber procurement system. O Products shall be recovered, harvested, extracted and manufactured within - a 500 mile (800 km) radius of the building site. Where only a portion of a material or product is recovered, harvested, extracted and manufactured . within 500 miles (800 km), only that portion shall be included. Where 505.2.5 Indigenous materials , . N/A resources are transported by water or rail, the distance to the building site' 00 o ' o o shall be determined by multiplying the distance that the resources are - . transported by water or rail by 0.25, and adding that number to the distance transported by means other than water or rail. Use regional distance - calculator at ww.woodbywy.com2 .. . - . -, N/A Weyerhaeuser structural plywood and structural panel products comply with US DOG PS-1 and US DOC PS-2, respectively (see Table 1 of this report) and are exempt from formaldehyde emissions testing. n4g.1- • ,, I 806.1 Formaldehyde emissions N/A Weyerhaeuser I-joists comply with ASTM D5055 (see Table 1 of this report) from formaldehyde emissions testing and are exempt Vp TS . '1 - N/A Weyerhaeuser LSL PSL and LVL products comply with ASTM D5456 (see 0 1I0 -~j Table 1 of this report) and are exempt from formaldehyde emissions testing.f'' 4 TABLE 3—SUMMARY OF AREAS OF ELIGIBILITY WITH 2010 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN) — — - 45045 . Composite wood product emissions Mandatory EWP and lumber products do not apply to the composite wood product definition' - ,. "r , 111 R "' , 0 ' 550445 , -_ 4.505 Moisture content of building materials Mandatory Moisture content of lumber may be measured with an appropriate handheld 0 moisture meter' A4.205.l Radiant ruoll)eiileib , Eloctivo Radiant barrier sheathing has he.an tp.sterl in accordance with ASTM C1371 C) ;v i (41, Fwli A4.404.1 Proper beam, header and trimmer design Elective Beams and headers and trimmers are the minimum size to adequately sijnonrt the load . 0 ,, - - ° . Q Q . , A4.404.3 Products containing fewer materials are used to l achleve the same end use requirements as Elective Use premanufactured building systems as a substitute for solid lumber $4! ,_ • • • • conventional products A4 404 4 - Detailed cut list and material order . Elective Elect Material lists are incluaed in tne plans wnicn specity material quantity ana provide direction for on site cuts '7 FIR '' .. p711 o A4.405.4 - Elective Materials from renewable sources (such as engineered wood and solid wood JI - (3) & (5) Renewable sources , products) Advanced framing methods shall not conflict with structural framing methods - - A5.404.1 Advanced wood framing techniques Elective or fire-rated assemblies required by the California Building Code. (See Table 0 0 - - ., 0 0 0 8 14) 1 1 I - I VAR-1008 I Most Widely Accepted and Trusted Page 5 of 12 TARI FS 7 TI.lPflI IiIl i -J a) -J Section # Section Intent Possible Points e Conditions of Use to Qualify for Points . ' 2 E 3 2 , a' )0 0 -J Cd)> 8 0-' 0.2 leO- 0 U) o - 0 C 0 a' > HHI. Ha, _1 a- 0 u)a, WWC/)Q i- i-o COO- I.- -, Z TABLE 3—SUMMARY OF AREAS OF ELIGIBILITY WITH 2010 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN) (Continued) - - - Verify local products that are extracted, processed and manufactured within 1 A5.405.1 Regional materials Elective California or 500 miles (805 km) of the job site. Use regional distance a • o a o a a FN calculator at www.woodby.com2 - , A5.405.2 Bio-based materials Elective All Weyerhaeuser and Trus Joist wood products are qualified as biobased • • • • • A5.405.2.1 Certified wood Elective Under review by California Building Standards Commision5 N/A N/A N/A N/A N/A N/A A5.409.1 - -. Life cycle assessment Elective Select materials or assemblies based on an LCA done in accordance with ISO 14044, such as that contained in the CORRIM report at w.corrim.org 0 0 , 0 0 . 0 0 TABLE 4—SUMMARY OF AREAS OF ELIGIBILITY WITH THE NATIONAL GREEN BUILDING STANDARD (ICC 700-2008) Building-code-compliant structural systems or • 3 each To earn 3 points the framing methods listed in Table 14 must be used for. 601.2 - advanced framing techniques are implemented that 9 ma X floor, wall or roof framing. To earn 9 points they must be used for all floor, 0 0 0 0 0 08 - optimize material usage -. - wall and roof framing - . - . - - 601.4 lists and on site cut lists for framing structural 4 Detailed framing or structural plans material quantity At To earn 4 points the software generated plans/lists must be on site Al P I 0 0 materials, and sheathing materials are provided 1j:f Rix 601 5(1) Precut or preassembted components, or panelized or :; z:Ized for a minimum of 90 the floor 4 To earn 4 points the precut package must be used for 90% or more of the percent floor system Mt ? rPltj f_ 13, - 0 602.8 - -. - Termite resistant materials are used 6 To earn 6 points all structural elements must be termite resistant in areas of infestation probability heavy termite infestation 2 or 4 points are available for areas with lower }r Two types of biobased materials are used, each for To earn 6 points products must be at least 1% of the construction material 606.1(2) more than 1 percent of the project's projected - 6 cost AND another blo-based product at 1% of material cost must be used. 1 • • • - building material cost or 3 points are available for greater than 0.5% - 606.2(2) Two certified wood-based products are used for major elements of the building, such as all walls, floors or roof - - 4 To earn 4 points a second certified wood product must also be used as a . . - -, major element , 010 010 - 010 010 010 .10 building that are manufactured using a minimum of 2 each Materials are used for major components of the To earn 6 points the products must be used for at least 3 major components 606.3 33 percent of the primary manufacturing process 6 ma x of the building. 2 points may be earned when used for each major - . a $' .J • • . i__ .$_8 energy derived from renewable sources, combustible - component waste sources, or renewable energy credits a - - ç.• ' aj 607.1 Products containing fewer materials are used to achieve the same end-use requirements as 3 each 9 max To earn 3 points at least 80% of framing products used in the building are .Weyerhaeuser or Trus Joist products . . . . . p • S • • - conventional products - , , = Verified attribute = This provision does not apply to this product/service Note: Footnotes are located after Table 13. 4VAR-1008 I 'Most Widely Accepted and Trusted : Page 6 of 12. - - TABLES 2 THROUGH) 3 (Continued) - -t - ,,- r- ' - - ., • ... V_i 'O t'- 0 - - 'e . C Section # Section Intent Possible Points Conditions of Use to Qualify for Points ' .,,- . i £ a. o , . - '. ' . -'- • '4. - 1 - • -.e. -. _ ..i• > c ci, i- ,,,. to w U) - • 4 - I - - . - ._i 0 . 5Q '- (E - • -. 4.4 ) .. ', .J... _ C O0. &E'E U, .0 , I , - - - 'C • - ' - . .,_•,.. , _ •.. - -' WWU)._iu.OQ.I- i-Q.. 2EL U)Q 1- -: TABLE 4(Continued), - ..• , To earn 2 points verify local products that are originated produced grow 608 1 * Indigenous materials 2 h each 10 max' naturally or occur naturally within 500 miles (805 km) of the job site This can 1 ft be by use of the regional distance calculator at woodbywy corn2 :0w • A more environmentally preferable product or • . .4 assembly is selected for an application based upon To gain 15 points an ISO 14044-complaint LCA must be done on a whole - - the use of a Life Cycle Assessment (LCA) toot - 3 each -. building basis, such as that contained in the CORRIM report at 609 1 complying with ISO 14044 or other recognized 15 max comm org 3 points may be earned where comparative LCA is done for 4- S • . I pa, - - standards that compare the environmental impact of building matenals assemblies or the whole building V 1 V - individual products or systems - V - - • - - - . - V • . - • - V .' - . . . '. • • - Product manufacturer's operations and business include nanagement system practices environmental ' • 1 % per 1 point may be earned for each building products used that equals 1 percent or more of the estimated total building materials cost. Material cost , VV V • . . - ç . - I - I - 610 1 - . , • • - V concepts, a'nd the production facility is ISO 14001 10 max - breakdown to be verified and points adjusted to reflect actual percentage of . • V - "t - . certified or equivalent , - - . ' - all products from ISO 14001 facilities V V - VV • - V V_ 04 sheathing complies with and/or DOC PS - Structural plywood used for floor, wait and/or roof 2. OSB used for floor, wall, and/or roof sheathing complies with DOC PS 2. The panels are made with cc -- T' meet this a minimum of 85% of OSB or plywood in the building must V 9014(1), mowture-resistant indicates the adhesives are Exposure 1 or Exterior (plywood) and Exposure 1 (OSB) V - . - . 1*. ' , . . V . • ______ _. VV - 901.4(6) Non-emitting products, which can include structural - - V A minimum of 85% of product in the building are the identified . ., -, -- jP*fl wood framing - ' Weyerhaeuser or Trus Joist products - '•0- 9034.1(3)The moisture content of lumber is sampled to ensure prior to the surface excepercent -. To earn '4 points the moisture content of lumber must be determined to not I lil-, 01, . ed 19%, such as measuring with a moisture meter, prior to enclosure , and/or wail cavity exposure , 0' =Eligible for points =Verified attribute 0- 4.) ' .. = This provision does not apply to this product/service ). 4 - 0- I • - (1._V Note Footnotes are located after Table 13 .. - - '4_V l••V 4 i__ I • - ft r ir 44•V 1 1 - : .- , I.;' 4 a . 0 .4 1 4 4 5 I 4 4,..- y - '-V - 4' - -. I I , . ' 1-•' '.-* . -I ;. - V. . ) - -. . - V , . •1 - - . V . V .-. ch 1 t • VAR.1008 I Most Widely Accepted and Trusted Page 7 of 12 - TABLES 2 THROUGH 13 (Continued) C) _J C') -J - 2. (5 0 Section # Section Intent Possible Points Conditions of Use to Qualify for Points - 2 E 2 -J 2 E ° w (5 - '- E 3 i O_ ,CO5 ft°- °- o * .11ll Ufi -fl H I WW.U)0 _j Q. I- 1-_ (T COO. I- -, Z - . TABLE 5—SUMMARY OF AREAS OF ELIGIBILITY WITH USGBCS LEED FOR HOMES 2008 - - MR 1.2 Detailed framing documents 1 Visually verify detailed framing plans and/or scopes of work - !2$- t I MR 1.3 Detailed cut list and lumber order 1 1 point verify that detailed framing cut list and lumber order are 11, em ..2To M Pill _jo MR 1.4 Framing efficiencies 3 max To earn 1 point verify that advanced framing measures in Table 12 are used 0 0 0 0 0 0 0 - for floors, walls OR roof framing MR 1 5 Off site fabrication To earn 4 points use off site panelized or modular, prefabricated =1 t 7001 MR-2.1 FSC certified tropical wood - 0.5 each To earn 0.5 point per component use FSC-certifled tropical wood 4_ ') " r8 max - To earn points use products that are extracted processed and MR 2 Environmentally preferable products for roof, wall and 0.5 each manufactured within 500 miles (805 km) of the site for a minimum of 90% - lfomi mo floors; interior and exterior framing and sheathing - 8 max (by weight or volume of the component. Source distance can be done by ' 0 0 0 - 0 0 use of the regional distance calculator at www.woodbywy.COM2 - TABLE 6—SUMMARY OF AREAS OF ELIGIBILITY WITH USGBCS LEED 2009 FOR NEW CONSTRUCTION AND MAJOR RENOVATIONS - MRS - To earn 1 point use products that are extracted, processed and ______ (MR 5.1) Regional materials (10% of content) . - 1 manufactured within 500 miles (805 km) of the site for a minimum of 10% 0 -, 0 0 0 0 0 by cost) of total materials value. To earn 2 points use a minimum of 20%. - - MR 5 Regional materials (20% of content) - Source distance can be done by use of the regional distance calculator at (MR 5.2) . To earn 1 point use a minimum 50% (based on cost) of wood-based . 4 4 4 MR7 • Certified wood - . .- - 1 materials/products certified to FSC requirements www.woodbywy.com2 Irom EQ 4.4 Low emitting materials 1 To earn 1 point use wood composite wood products containing no-added . NA urea formaldehyde resins TABLE 7—SUMMARY OF AREAS OF ELIGIBILITY WITH USGBCS LEED 2009 FOR SCHOOLS NEW CONSTRUCTION AND MAJOR RENOVATIONS MR 5 To earn 1 point use products that are extracted, processed and - - Regional materials (10% of content) 1 L11(MR5.1) manufactured within 500 miles (805 km) of the site ford minimumof 10% Source distance can be done by use of the regional distance calculator at '--'R-1'90 0 0 0 0 (by cost) of total materials value. To earn 2 points use a minimum of 20%. MR5Regional matenals (20 / of content) 2 —(MR 5.2) www.woodbywy.com2 - . MR7 Certified wood -To earn 1 point use a minimum 50% (based on cost) of wood-based , 4 4 ' R"4 4 Rt EQ 44 Low emitting natenals 1place materials/products certified to FSC requirements Based on the LEED for Schools PIECAP, it is permissible to substitute .LEED 2009 for New Construction EQ 4 Low-Emitting Materials credits in . of corresponding LEED 2009 for Scho EQ4LowEmithngMatenals O = Eligible for points =Verified attribute = This provision does not apply to this product/service Note: Footnotes are located after Table 13. , -: VAR-1 008 I Most Widely Accepted and Trusted ' - Page 8 of 12 TABLES 2 THROUGH I3(Continued) . _______ _____ ____ ____ -, • : 4. ... ... :.. 0 p - 4- 3•,_ 4.- - - .41 - -4 - - ..- - S Section# -', Sectionlntent .. .,- Possible -. - . ConditionsofUsetoQualifyforPoints '- . co. E co ' a' E CL . co OiflS E _i , cc,)> a, o.2 ft --4- ---4 -4 -4-4 4,• .- OC.0 !°- &5E ia'- ,E Cl) a) 4 - •..--• - . 0 C .0 0 a a °Ea'" - = -E .0 a' C -. C • 4-4- ' 4- 4- 4 P ',_ .4 - WW of Cl)O. ....iL)_OQ. I-. RQ :o)0 1- - Z - TABLE 8—SUMMARY OF AREAS OF ELIGIBILITY WITH USGBCS LEED 2009 FOR CORE AND SHELL DEVELOPMENT - - MR 5 - - - To earn 1 point use products that are extracted, processed and , • - Regional materials (10% of content) 1 manufactured within 500 miles (805 km) of the site for a minimum of 10% 0 0 0 0 0 0 (MR5.11).- (bycost) of total materials value. To earn 2 points use a minimum of 20%. Source distance can be done byiise of the regional distance calculator at 4-- ' - MR5 2 , Regional materials (20 / of content) (MR 5.2) - - www.woodbswiy.com 4 -• • r To earn 1 pointuse a minimum 50% (based on cost) of wood-based . . - - - - I - MR 7 • - Certified wood: - - - . - • ' - - 1 . s - . . ': - . - rnateriais/products certified to FSC requirements • .c , - . - ', - ' - . • - . To earn 1 point use wood composite .wood products containing no-added urea form aldehyde resins - - -. . EQ 4.4 Low emitting matenats . - :. - - • TABLE 9—SUMMARY OF AREAS OF ELIGIBILITY WITH USGBCS LEED 2009 FOR COMMERCIAL INTERIORS __ MRS - - - -: Regional materials (20% of content) 1 To earn 1 point use products that are extracted, processed and, manufactured within 500 miles (805 km) of the site for a minimum of 20 / - 0 0 0 0 0 0 (Option 1) -(by cost) of total materials value, including furniture To earn 2 points use a .. 4-0 - 0 0 MRS Regional materials (Meet Option 1 + 10% of content) 2 minimum of 20 / + 10 / Source distance can be done by use of the (Option regional distance calculator at www.woodbswiy.com : - - - - beam 1 point usea minimum 50% (basedon cost) of wood-based . - - MR 7 Certified wood I 1 materiais/products certified to FSC requirements4 Furniture matenal vaiue -' " ' ' • '. -. .' -- isaisoinctudedindetenidnationolcertifiedwoodcontent . - - 4-- . - - . . . . . - - . .- - -• To earn 1 point use wood composite wood products containing no-added - : • • - S EQ4.4 Lowemittingmaterials . ,14- urea-formaldehyde resins - . . . , . - - TABLE.10—SUMMARY OF AREAS OF ELIGIBILITY WITH USGBCS LEED FOR EXISTING BUILDINGS 2008. • Maintain a sustainable purchasing program where the purchase of products contain a minimum of 50% materials (by cost) are extracted processed and - Regional materials manufactured within 500 miles (805 km) of the site Source distance can be 0 0 0 0 0 - 0 done by use of the rgioial distance calculator at www woodbyw corn r I. 14- •- _-4. --•-.-. -. -4... -. - r . . 4 - ,--- • -.- 4-- p .. - . . Certified wood 1 Maintain a sustainable purchasing program where the purchase of products contain a minimum 50% (by cost) of wood based materials/products * * * 4 4 4 4 4 MR 3 . 1 ' -- certified to:FSC.requirements4—___-_--a--- 'p Low emitting materials Maintain a sustainable purchasing program where the purchase of wood composite wood products are those that contain no-added urea- - 5J formaldehyde resins :.-'- :0 = Eligible for points . , , r .- , - . - .--- -1- --4- • = Verified attribute T 1J , = This provision does not apply to this product/service - Note Footnotes are located after Table 13 . 44 - - - . .......4,' - 4- • 41 • - 4 '- - • 4 4. - _4_ -• 4- 4-i 4- 4.. 4..4 - '- 4 4- $ - 4- - '• 4- 4 - .4-4- - p4 • - 4 - 4 - - - - - - - 1' 4 -4- :4 ' -4-- - . • . - - : - - 4 ' r- ' 7 ;i- ..........•. .. : - t - 4 - - . - 4-: VAR-1008 I Most Widely Accepted and Trusted .' . Page 9 of 12 - TABLES 2 THROUGH 13 (CnnfiniierI _I t 0) • Section # , - 1' * - Section Intent . Possible Points .- . Conditions of Use to Qualify for Points Co S 3 D . . E 'I , a CO 0 • . . . •- .- . - • .! . - -.• - . - . aa &E ,E- - - * 0 - • OC.CO 004 a co E -a -000 00 D 0- 0, WW Of u)0 ju00 I— I= EL (O.. I— -, Z TABLE 11—SUMMARY OF AREAS OF ELIGIBILITY WITH ANSI/GBI 01-2010—GREEN BUILDING ASSESSMENT PROTOCOL FOR COMMERCIAL BUILDINGS - 10.1.1.1 Life cycle impact - building assemblies 33 max Use Green Globes LCA Credit Calculator 0 o 1tPN 14 10.1.2.2 Biobased Products building assemblies - .•. -' ' . 7 max All Weyerhaeuser and Trus Joist wood products are qualified as biobased • • • • • - - -. - , - - - - - • .16.1.4.1 Regional Materials building assemblies 1 - 4 0 . - . 5 in manufactured within 500 miles (805 km) of the site for a minimum of 90% (by weight or volume of the component) Source distance can be done by To earn credits use products that are extracted, processed and Fim 0 0 0 0 0 RN 'r .. ..- . use of the regional distance calculator at www.woodbywy.com2 . 10.3.2.1 certifie wood Between 10% and 60% or more of wood-based products used in the '°' t building arethird partycertified ' .10 Io .10 TABLE 12—SUMMARY OF AREAS OF ELIGIBILITY WITH ASHRAE STANDARD 189.1-2009 84.2.4 Cple'ood product missions . 4 - -.. - - Prescriptive option •' EWP and lumber products exempt from the composite wood product emissions requirements . , . 4i -y ,,* a 9.3.2 . . 0. - - .. - • Extracting, harvesting and manufacturing . - . . ;•• - Mandatory. Wood products containing wood from endangered species shall conform to trade requirement of CITES • , • 9.4.1.2 , - - -- -, Regional materials '•i, Prescriptive extractedTharvested/recoverd or manufactured thin 500 miles (805 km) of - option the site Source distance can be done by use of the regional distance 0 0 0 0 0 0 calculator atwww.woodbywy.co'm2 - 94 1 3 Biobased products Prescriptive A minimum of .15% of building materials or products used are .-- All Level wood products are qualified as blobased t • 1 • • • ri option _•, - ii , 0 r - - ' -. Chain of custody compliance is through one of three available Options 1) an onproduct chain of custody label, 2) chain of custody paperwork, or 3) Precriptive vendors may supply to the AHJ a,statement that the 9.4.1.3.1 . - Wood BuildingComponents, . - option annual average amount of the total 10 .' o010 i QlO QIO certified content of annual wood products purchased by the , .-., _. .. ,•,, - vendor is 60% or greater, for which they have chain of custody verification . I ______ .not olderthan two years - - - 0 - c-.' 9.5.1 ' Life cycle assessment 4 ,- Performance - option Select materials or assemblies based on an LCA done in accordance with ISO 14044, thatcontained - 0 . 0 - 0 0 0 1 0 01 such s in the CORRIM report atw.corriri.og . = Eligible for points e S = Verified attribute I 4 = This provision does not apply to this product/service ,Note Footnotes are located after Table 13 .. 44 I . • . . - - . 4 . 0 - -,: . - 14- . , ' . .' - - . . , 5 . 0• .! t 4, - . • * . - -, - - ,, - - - - ' . . . '- 0 of 0. r a 4. _. a -. 4-- I •_ -• •• ••• 4 '1 - VAR-1008'1 Most Widely Accepted and Trusted Page 10 of 12 TABLES 2 THROUGH 13 (Continued) -j C') -J 2 C Section # Section Intent Possible Conditions of Use to Qualify for Points 2 ID 5 • U) " E U' w • - °_.v CO ?)$E E e ,E- D 5 Cl) c WWC')D u- CL I— I— O U)0 I— Z - TABLE 13—SUMMARY OF AREAS OF ELIGIBILITY WITH CSI GREENFORMAT - - -2.3.6 Emiusions N/A EWP and lumber products wood composite products contain no-added urea- S • formaldehyde resins S 5 4 LCA was done in accordance with ISO 14044 and iscontained in the 3.1 Life cycle Analysis N/A. CORRIM report at www.corrim.org . ' 0 0 0 0 0 0 1-J - . Source distance can be done by use of the regional distance calculator at 3.2.1 Regional Materials N/A www.woodbywy.com' . 0 0 0 0 0 0 3.3 Manufacturing N/A Product manufacturer's operations and business practices include environmental management system concepts, and the production facility is • o o • • , ISO 14001 certified or. equivalent -0 =Eligible for points - - • - - - - - = Verified attribute = This provision does not apply to this product/service . . . . . . . 'Certification is required of the manufacturer only.- Vendor Chain of Custody is not required to qualify for this point. 'Distance calculator provides distance from source to mill and mill to site in a straight line. 'Applicable only when a third-party prefabricates the framing package prior to arrival on the site. NextPhase Solutions, allows for either prefabrication off-site or assembly on-site using materials labeled and cut to precision-end-trim dimensions off- site. - 'Forest certification credit currently resources FSC exclusively. Credit of other certification schemes is at the discretion of the verifier. - 'CGBSC recognizes importance of use of certified forest products however the specific requirements are currently under development. 'This area is not be confused with the provisions of EQ 4.4 in LEED (Tables 4, 5, 6, 7, and 8) because the California Air Resources Board (CARB) does not regulate engineered wood product emissions and are exempt in ASHRAE 189.1. 'Note that PS-20 lumber products with a moisture content >19% are shipped wet with fungicide protection. Engineered wood products and sheathing are shipped dry with MC < 10%. 'Per Section 5.5 of this report, TJShear Brace may be eligible when used to achieve a target reduction of 50 percent or more in square footage of wall bracing constructed on site. "Additional listees have not been evaluated for renewable energy or ISO 14001 EMS systems - '°Weyerhaeuser, Murphy and Pacific WoodTech locations are certified to either SF1 certified sourcing or SF1 chain of custody. RedBuiit and Anthony-Domtar locations are certified to FSC chain of custody. TJi joists or Microiiam LVL from RedBuilt and Anthony-Domtar are not labeled as SF1 certified, but these locations source materials following FSC procurement policies. - N/A = Not applicable - - - - - .1, C I VAR-1 008 I Most Widely Accepted and Trusted Page II of 12 - TABLE 14—ADVANCED FRAMING TECHNIQUES * - - RATING SYSTEM/CODES' ICC 700 LEED HOMES CALGREEN PRESCRIPTIVE-BASED COMPLIANCE CRITERIA 19.2- or 24-inch OC floor framing 19.2-or 24-inch OC bearing walls / / I 24 inch OC roof framing 24-InchOCinteriorpartitioñs - - Single top plate walls . * I See-footnote 3 - I Right sized or insulated headers (where required) - I _ •. ./ 1 Eliminate headers in non-bearing walls I / I Doubling rim joist in lieu of header (2x6 or deeper wall) I See footnote 3 See footnote 4 Ladder blocking at interior wall-to-exterior wall intersections / -, / - See footnote 4 Two stud corner framing Doubling rim joist in lieu of header (2x6 or deeper wall) I See footnote 3 See footnote 4 Other measures that reduce material usage . See footnote 2 See footnote 3 See footnote 4 PERFORMANCE-BASED COMPLIANCE CRITERIA - Optimized design per Wood Frame Construction Manual / - See footnote 3 See footnote 4 Optimized design per National Design Specification for Wood Construction - I See footnote 3 See footnote 4 Precut framing packages - . N/A / ' - See footnote 4 For SI: 1 inch = 25.4 mm. 11 represents that the criteria is deemed to comply when corditionsare mét. 21n ICC-700 Section 601.2,'3 points may be gained for each advanced framing technique that exceeds 80% usage in the building up to 9 points maximum. See references in 601.2 commentary for additional details on prescriptive-based compliance criteria. 31n LEED for Homes Section MR 1.4, Table 23, alternative, measures to Table 23 are eligible for points if they save comparable amounts of framing material. - - - 40ther framing techniques as permitted by the U.S. Department of Energy's Office of Building Technology, State and Community Programs, - subject to approval by the AHJ. r 41 .- n-v. -- - ---- y - • * 4 * 3 I I . -' • ,. - .4 - - - - - -• - - VAR-11 008 I Most Widely Accepted and Trusted • . Page 12 of 12 Appendix A Discussion Related to Life-Cycle Assessment AI.0 GENERAL .. The following information is intended to provide some general background on LCA provisions in existing rating systems and standards. Users are advised that the science of LCA is still evolving and there are no standardized procedures for such an analysis. It must be noted that Section 609.1 of ICC 700, Section A5.409.1 of the California Green Building Standards Code (CALGreen), Section 9.5.1 of ASHRAE 189.1, and Section 10.1.1 of Green Globes encourage the use of comparative LCA as means of selecting preferable materials, systems. or building assemblies. However, LCA results should not be interpreted beyond-the scope of the boundary limits used in performing the LCA. This VAR indicates• that iLevel and Weyerhaeuser products may be. eligible for points related to LCA by use of the information contained in the documentation noted in Section 5.10 of this report. This appendix discusses additional information required by the user of this report related to achieving points or demonstrating compliance based on LCA output. A2.0 DISCUSSION RELATED TO ICC 700 . .. . . As indicated in the ICC 700 Commentary, points can be obtained based on the results of an analysis based on an LCA. For the purpose of compliance with the intent of ICC 700, the following steps (as a minimum) are recommended: Fully define the benchmark material, product, assembly, or structure Fully define the product or assembly proposed as more environmentally friendly Fully define the endpoints or boundaries of the analysis (so-called cradle-to-gate, cradle-to-grave, cradle-to-cradle, gate- to-gate, etc). For analyses that go beyond cradle-to-gate, a separate report is recommended for each application or use category. Such reports are also recommended to include a discussion of the sensitivity of the analysis to major assumptions for major parameters. Employ an LCA method complying with ISO 14044. Report all applicable attributes of the benchmark analysis and the proposed productlassembly analysis that are relevant to the LCA. . . The involvement of an individual with experience in the field of LCA and who is knowledgeable in the latest research and standards related to LCA, from the earliest planning stages through completion of the final assessment, is recommended. An independent peer review of the entire LCA methodology and its conclusions by an individual knowledgeable in LCA is recommended. . Examples of an LCA that meets these requirements can be found in the series of CORRIM reports (www.corrim.orcl) that address a broad range of wood-based building materials. A3.0 DISCUSSION RELATED TO CALGREEN AND ASHRAE 189.1 . Similar to the requirements of ICC 700, Section A5.409.1 of the CALGreen and Section 9.5.1 of-ASHRAE 189.1 allows the use of selected materials or assemblies based on LCA done in accordance with ISO 14044. A4.0 DISCUSSION RELATED TO ANSI/GBI 01-2010 . Although life-cycle assessment in its broad sense is too complex for standardization at this time, the use of a specific tool (e.g., Green Globes LCA Credit Calculator) in strict accordance with the rating system intent of comparative analysis of specific components of the building is reasonable. However, users are advised to consult with persons familiar with LCA tools when conducting this analysis. Additional 'guidance regarding the Green Globes LCA Credit Calculator is provided in Appendix N of the Green Globes document. . . CERTIFICATION OF Development Services CITY OF SCHOOL FEES PAID Building Department Faraday Avenue CARLSBAD B-34 1635 -760-60.2-2719 - www.carlsbadca.gov This form must be completed by the.City, theapplicant, and the appropriate sdhool 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 Name MILLS RESIDENCE Proidct ID CT/MS CDP13010 Building Per Plan Check-Number: CB133117 & CB133119 Project Address 2637 & 2639 GARFIELD ST A P N 203-141-18-00 Project Applicant (Owner. Name): B. MILLS & CO LLC Project Description DEMOLISH. EXISTING 781 SF DUPLEX- BUILT IN 1941- BUILD NEW HOME &A SECOND DWELLING UNIT Building Type SFD 8:26u Residential 2 NEW DWELLING UNIT(S) 3156 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit 433 Square Feet of Living Area in SDU Residential Additions Net Square Feet New Area Commercial/Industrial Net Square Feet New Area City Crtification of •. . - . Applicant Information Date 7/13I7014 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School Distnct E Vista Unified School District El San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive , 255 Pico Ave Ste. 100 • Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726.2170) San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District El San Dieguito Union High School District-By Appointment Only 101 South Rancho Santa Fe Rd 684 Requeza Dr. . Encinitas, CA 92024 Encinitas, CA 92024 (760-944-4300 x1166) (760-753-6491 x 5514) Certification of Applicant/Owners. The person executing,this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature Date B-34 -. ' • • Page 1 of 2 ' • . Rev. 03f09 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 f t 1 • SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE Uf1Y7JA5F - CARLSBAD UNIFIED SCHOOL DISTHICT NAME OF SCHOOL DISTRICT 6225 ELCAMINO REAL CARLSBAD, CA 92009 DATE '. .. PHONE NUMBER 9f J-Z) - • 4- 1.. - - - --. * 0• B-34- Page 2 of 2 Rev. 03/09 CITY OF- CARLSBAru'""I PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET .B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov Project Address: 2_(,:3,-7 >--. Permit No.:. - Information provided below refers to work 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 Number of new or relocated fixtures, traps, or floor drains .......................................................1 (.0 New building sewer line' .................... . ........................................................... .......... Yes V No Numberof new roof .............................................................................................................. Install/after water line? ......................... .................................................................................................. Number of new water heaters .......I Number of new, relocated or replaced gas outlets? Numberof new hose bibs? ...................................................................................................................... I Residential Permits: . New/expanded service: Number of new amps: Minor Remodel only: Yes No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construction: 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 work? ........... ...............................................................Yes V No Numberof new fireplaces? ................................................................................................................. .1 Number of new exhaust fans? ............................................................................................................. Relocate/install vent ............................................................................................................................ Number of new exhaust. hood ... Number of new boilers or compressors ..Number of HP B-18 . Page 1 of 1 - Rev. 03/09 PLUMBING, Development Services ELECTRICAL, Building Divisio& \ / • • 1635 Faraday Avenue C I T Y O F - MECHANICAL - 760-602-2719 CAR C A WORKSHEET www.carlsadca.gov LJJftL/ B-18 BuiIdingcarIsbádca.gov Project Address: Z(37 c.r. Permit No.: Information provided below refers to work 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' Number of new or relocated fixtures traps or floor drains New building sewer line .........................................................................................Yes / No Number of new roof drains? .................................................................................................................. Install/after waterline'................................................:........................................................................ Number of new water heaters? .................................... ...................... ............................................... ./ Number of new, relocated or replaced gas ................................................................... 2.-.. Numberof new hose .................................................................................................................. / Residential Permits: New/expanded service: Number of new amps: Minor Remodel only: Yes No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this Number of new amps involved in this D New Construction: 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 work?...........Yes V" No Number of new fireplaces?.................. Number of new exhaust fans? ...:'...................... .................. .................................................-:................../ D M ... ............... .......... ............................................ . ....... Relocate/install uent .......................................... Number of new exhaust h od ......../ Number of new boilers or compressors? ........................................................... Number of HP B-18 .,Pagel of 1 Rev. 03/09 -) H + • •• 0 ef i-I*-cIff1:L —•-zJ—y.-, —74' Ji- -'J--' ,/. / -V Q/fl T 1 • 7k'! a J / c r-tid JY7 Ih JQ/ QL VA uoa 2 '% 'rcs'c:\ç v2çjg 5UJU5U3 Buluueld lre' 6u:piing suawwo N :JoD :xuu'J :,'.,j :iwvdwj - :sflpui N A udsuIIdS N A Jal2AAWJOIS N A JMS N A -'I LÀ '-a' bij ij T4J N A ____ N93d N A a)dvL13IeI-IZeH N A N A ?UI)U - pj luas saad/swioj WIM CJdV levyzeH :iq_ppt.J_Sdv • - N A LlPdX3 3dld 51L. 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