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Home My WebLink About1022 GRAND AVE; ; PC160025; Permit'City of CrIbad ,, 1635 FaradayAv.CarIbad, CA 92008. S Print Date: 11/29/2017 Permit ' Permit No: PC160025 www.carlsbadca.gov n 'Job Address: 1022 Grand Ave Permit Type: , BLDG-Migrated , , Work Class: BLDG-Migrated Status: Closed - Finaled Parcel No: 2031302200 ' Lot #: , ' , Applied:' 03/30/2016 Valuation:, $ 0.00 ' ' Reference t: DEV2016-0021 Issued: 12/13/2016 Occupancy Group: ' ' Construction Type: - ' Finaled: 11/29/2017 # Dwelling Units:, . , Bathrooms: ' . ' . Inspector: Bedrooms:. - Orig. Plan Check #: Plan Check #: Project Title: BERTHA RESIDENCE Description: 5 BERTHA: 886 SF ADDITION AT 1ST FLOOR / 1,135 SF 2ND FLOOR / I,02 SF GARAGE.! 640 SF 2ND DWELLING UNIT' • Owner: S :, AB3LLC S S S 1022 Grand Ave •• S ' CARLSBAD, CA 92008 Total Fees: S Total Payments To Date: ' Balance Due: , S '-S 5. S S ( S F S S r ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING ENGINEERING 0 BUILDING 0 FIRE HEALTH JJ HAZMATIAPCD PA~ 4L Building Permit Application Plan Check No. 25 cjty of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Ph: 760-602-2719 Fax: 760-602-8558 Ck D Cdisbad . email: buildingcarlsbadca.gov Plan . eposIL5 0 1 www.carlsbadca.gov ' Date 3-.33.._j( swppp JOB ADDRESS ......... ............. . - - . -. - ISUITE#/SPAcE#/uNITe APN . . 6tt . •X).:-1 -- : - CT/PROJECT a LOT # PHASE # P OF UNITS I P BEDROOMS P BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) CA Ag 'I T—D yç -F o l -Ir; 354 n'cc &n ic5P IJ EXISTING USE . PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS FIREPLACE 'NO YES EJNO APPLICANT NAME .. . . .. . .. .. . .. PROPERTYOWNER Primary Contact'Pf.A.L..- ADDRESS ADDRESS CITY STATE ZIP . CITY ' STATE . ZIP CA- f... ... Cc . . CA.... PHONE FAX PHONE ,. -. . FAX 7p B -I1r3 ,o çC, EMAIL . - . . . EMAIL .......................... ___. . ' DESIGN PROFESSIONA . . •. . , , . CONTRACTOR BUS. NAME . . -. : ". ,.• . . . - . , . . i'.. 4............. ADDRESS . . . . . ADDRESS .,-.. . . CITY . - STATE ZIP . CITY . STATE ZIP C2cAr PHONE . .1. FAX . . PHONE - FAX 7bc' 801 S"7.I.:. EMAIL EMAIL STATE LIC. B STATE LIC.# . C CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendingwith 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 l$50011. ':- .± •- :' ad T Workers' Compensation Declaration: /hereby affirm under penalty of perjury one of the following declarations: , I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. El l have and will maintain workers' comensation, as required by Section 3700 of the Labor Code, for the ertorrnance of the work for which this nermit is issued. My workers' compensation insurance canter and policy number are: Insurance Co.___. Policy No ':. .. -. . . . Expiration Date Thi section need not be completed tithe permit is for one hundred dollars ($100) or less. . 1 Certificate of Exemption: I certify that in the performance of the'work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and-civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. - - CONTRACTOR SIGNATURE . , [:]AGENT DATE - I hereby affirm (half am exempt from Contractors License Law for the following reason: [J I, as owner of the proprty 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, Busiress and Professions Code: The Contractor's License Law does not apply loan owner of properly who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for - - sate, If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044,' Business and Profession's Code: The Contractor's License Law does not apply loan 0vner of property who builds or improves thereon, and contracts for such projects withconlractor(s) licensed pursuant to the Contractor's License Law(. [] I am exempt under Section .}:[ Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement 0Yes ENo I (have! have not( signed an application for a building permit for the proposed work: . . . . . . I have cont/acted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' licen . se number): - I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone !contraclors' license number): I will provide some of the work, but I have contracted (hire the foil ' vide the work indicated (incIud name! address! phone! type of work): PROPER OWNER SIGNATURE, []AGENT DATE - S •-L -- -.-.- ot Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Cl 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 0 No . - Is the facility to be constructed within 1000 feet of the outer boundary of a school site? , 0 Yes Cl No - r 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. . - -• ØOa!xmø xato I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sic. 3097 (i) Civil Code). Lender's Name . - -. S - . Lender'&Address - I certify that l have read the application and state that the above information is coned and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relabngto burldingconstnuction I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspction purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILIFIES JUDGMENTS; COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGdJNST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: M OSHA permit is required hr excavations over 59 deep and demoli . h of structures over 3 stories N height EXPIRATION: Every permit issued by the Building Offidalun rovis softhis hall xp limitation and become null and void if the building orwork authorized bysuth permit is notcommencedwithin 180 days from the dateof such permitorif the bui nzed b is sus o bandoned at any time after the works commenced for ape of days (don 10644 Uniform Building Code) .APPLICANTS SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. - - Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. - - CERTIFICATE, OF OC C UP AN CY . EAu..T! Fax (760) 602-8560, Email buiIdinaCarIsbadca.góv or Mad the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) -- . - CONTACT NAME - -. . OCCUPANT NAME ' .. I - 4 •_• ' - -A - ' ' - ADDRESS - . - . BUILDING ADDRESS .-. . - . ..- A CITY . STATE . ' - ZIP . CITY 4 STATE- . ZIP Carlsbad - . CA - • PHONE - FAX - . ' - S . . - - •. -: EMAIL - . . I OCCUPANTS BUS., LIC. No. - .. . DELIVERY OPTIONS O PICK UP: 0 CONTACT (Listed above) 0 OCCUPANT (Listed above) - 0 CONTRACTOR (On Pg. 1.) - . - 0 ASSOCIATED CB# . 4 MAIL TO:0 CONTACT (Listed above) a OCCUPANT (Listed above) - ° CONTRACTOR (On Pg. 1) - I• , -- - OCIANGEIUSE/NOCONSThUCTION MAIL FAX TO OTHER: .4 .- . a CHANGE OF USE /NOCONSTRUCTION - -•-..-. . . ..APPLICANTS SIGNATURE .- - - . . DATE ---A'. -,- 4- 4 .. S - , ' . • ., . '4 - , ' - . - . .. . . - ... . _I 4 . . -4 I - 4, _4--- 4.. EsGil Corporation In Partners/lip with covernmentforcsui(ding Safety DATE June 27, 2016 U APPLICANT - UJURIS. JURISDICTION Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO PC16-0025 SET II PROJECT ADDRESS 1022 Grand Ave PROJECT NAME Remodel/Room Additions Including 2nd Dwelling /Garages /Decks Covered Porches for Bertha Residence 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 deficienciesidentified 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. LI The check list transmitted herewith is for your information The plans are being held at EsGil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant conta9tperson The applicant's copy of the check list has been sent to EsGil Corporation staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Email Mail Telephone Fax in Person LI REMARKS By Rich Moreno for R F Encloures EsGil Corporation LI GA LI EJ 1 MB LI PC June 21,2016 9320 Chesapeake Drive, Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGul Corporation In Partnership with Government for Burtdng Safety DATE: 04/08116 ,APPLICANT. JURIS. JURISDICTION: Carlsbad PLAN REVIEWER El FILE PLAN CHECK NO.: PC16-0025 SET: ,I PROJECT ADDRESS 1022 Grand Ave PROJECT NAME: Remodel/Room Additions Including 2ñdDwelling /Garage /Decks Covered Porches for Bertha Residence 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'sbuilding codes:' when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at EsGil Corporation until corrected plans are submitted for recheck LI The applicant's copyof the check list is enclosed for the jurisdiótion to forward to the appliáarit cOntact person. • •• • The applicant's copy of the checklist. has been sent to: Paul Jacinto 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 Paul Jacinto Telephone # (760) 688-8913 6:teco acted b (byy\C4 Email paulhardingrealtyinc corn au 1ephon Fax In Person LII REMAFKm By Ray Fuller Enclosures EsGil Corporation Ej GA :EJEMB .Fj PC 03/31/16 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC16-0025 04/08/16 - PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES IPLAN CHECK NO.:- PC16-0025 JURISDICTION: Carlsbad PROJECT ADDRESS: 1022 Grand Ave., FLOOR AREA: STORIES: 2 Remodel 767 Additions including 2nd dwelling 2661 Decks 167 Covered Porches 205 HEIGHT: 22 ft per CRC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 03/30/16 DATE INITIAL PLAN REVIEW COMPLETED: 04/08/16 DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/31/16 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building ICode, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other correctionsbased on laws and ordinance by the Planning Department, Engineering Department; Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval Of the plans does not permit the violation of any state, county or city law. . To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans Carlsbad PC16-0025 04/08/16 Please make all corrections, as requested in the correction list: Submit THREE sets of plans for residential projects) For expeditious processing, corrected sets can besubmthed in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700: The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments.— 2. Bring one corrected' set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. • NOTE: Plans that are submitted directly to EsGil Corporation only will not be. reviewed by the City Planning, Engineering and Fire Departmeits until review by EsGil Corporation is complete. ' Verify final sets of architectural sheets will again be signed by architect and that the structural sheets and any new calculations will again be stamped and signed by engineer of record also. . • - . Provide a copy of the project soil report (as required by the City of Carlsbad's Policy) The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Please verify repoit is,current (as most reports expire after one to three years). Provide copies of any updated reports and verify soils report addresses current code parameters . (IBC and notUBC) liquidation potential etc. If applies: The soils engineerrecommended that he/she review the foundation excavations. Note on the foundation l5lan that "Prior to the contractor requesting aBuilding Departmént.fondation inspection, the soils engineer shall advise the building official in writingthat: . . • The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils.expansive characteristics and bearing capacity conform to the soils report" 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 documents (when required by the soil report). •• If applies: Where expansive or collapsible soils areknown to exit, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3 • ' • • •• . - 4 • Carlsbad PC 16-0025 04/08/16 Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in all new residential construction Show on the plans the location of the electrical vehicle supply equipment The EVSE must consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit This should be provided at minimum for new 2nd dwelling Recheck plans for tempered window locations i.e. within 5 f radius of tubs (unless 5 ft above as required per current code) . Section R308.4 See 2030 at bath 4 and for bath 6 The plans to reflect which garages are to be used by tenant Assume garage 2 as sub panel for 2nd dwelling is placed there. If garage 3 is not for tenant then plans to reflect a floor assembly with minimum STC of 50 . Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings 10 For duplexes (two attached dwellings) the Title Sheet or Site Plan should clearly indicate if any portion of the project is 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 (CNELcontour of 60 dB) as shown on the General Plan" CBC Section 1207 11 11. Plans to reflect garage floor, to sloping towards main vehicle entry doorways or towards a approved drainage system. R309.1 12 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 13. For main laundry room on A2. 1- show or note dryer vent to the exterior with termination to be aminimum of 3 ft from any opening and 5 ft from the AC condensers per ESI5O 0 h 3 (a) if applies 14 Please show the locations of the three AC units as T-24 15 Could not locate where header heights were noted for 2nd floor (as noted on 1st on S2 17 Please verify if the following applies Where a window sill is more than 6' above the finished grade, the lowest part of the window shall beat least 24' above the finished floor of the room Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section :R312.2. Carlsbad PC 16-0025 . 04/08/16. Please note on plans how providing a Class A roof when using type 3 as noted -on .A2.3. When placing metal .roofing over combustible construction must provide an approved underlayment to obtain Class A. Generally either 1/4" DENS-DECK ASTM 1177 0r2 LAYERS ELK VERSASHIELD ESR-2053. Could not determine why sone level was not noted for kitchen hoods on M sheets. Seem to be noting that greater than 125 cfm is not applicable but this only applies to greater than 400 cfm. Note or show that any existing foundation vents/access hole will be replaced. Show how new under floor areas are accessed and required underfloor ventilation. See bedroom 5. Then gas isometrics need to be reviewed carefully. The 1" dedicated 'gas lines frori gas meter are correct but isometrics are using 9500 BTU's for gas range and are typically 65,000 and dryers are 35,000, BTU's for design unless - providing specific nanufacturers models and documentation provided that reflect this. Provide truss details and truss calculations for this project. Specify truss. identification numbers on the plans. If applies: Drag truss calculations to reflect required axial loads. Truss design to include FAU(s) in attic where applicable. Verify dead loads and clearances for FAU/catwalk are provided and attic access framing when exceeds 24" in width. The truss design drawings must contain all the information listed in Section R802.10. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared.by, others (i.e., a "review" stamp on the truss layout or a letter). CBC Section 107.3.4.2 . . If applies: On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etd.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered designprofessional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their designS and submittal documents have been approved by the building official." 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 specify size and depth of spread footing using for the Hardy Frames as well as any additional steel required. No spread footing sizes given of garage 2 on S1-1.0? Carlsbad PC 16-0025 . 04/08/16 . Rear if power room on 51-1.0 is reflecting 15.6 kip reaction with no spread footings? . Line '15 to have 10 ft of shear and plans reflect 8 ft? Could not determine from foundation plan which portions of existing footings are -to remain: Left of kitcheñS11.0 appears to be new per details referencing. Please clearly identify ifthis the case what other foundation walls are new and reference detail 122 to other locations where proposed abuts existing footings. If existing foundation to remain between \kitchen:ánd great room then Detail and., reference retro fit hold downs and anchor bolts forproposed shear walls at these locations and complete attached form. . 29. Any post located on concrete slabs shall be supported so as to project a minimum of 1" above and any isolated piers shall project at least 8 inches above' ground level unless the posts are of approved wood of natural resistance,-,to . de'cay or treated wood.is used. - CITY of CARLSBAD REQUIREMENTS 30. All new residential buildings, including additions, require a soils report. An update letter's required if the report is more than 3 years old If a room addition4is less than QQ. sq ft in area and only one story, then a soils report is not required The maximum allowable soil bearing value used in anydesign must be 1000 psffór this exception. Room additions over 500 sq ft, two storiesand using 1500 psf in - . design. Will need to provide a current soils report for this project. Note on this list(or acopy) where each, óorrection item has been addressed, V i.e., plan sheet, note ordetail 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 madeto the plans not resulting from this correction list? V Please indicate: V Yes() 'No H V V V . • The jurisdiction has contracted with EsgilCorporatiàn located at 9320 Chesapeake V V V Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, • V V V to perforrnthe plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you V I S Carlsbad PC 16-0025 04/08/16 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad - PLAN CHECK NO PC16-0025 r PREPARED BY Ray Fuller DATE 04/08/16 BUILDING ADDRESS: 1022 Grand Ave. BUILDING OCCUPANCY R3 U TYPE OF CONSTRUCTION VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Rég. Mod. VALUE ($) RemOdel 767 45.78 35,113 Addition sin ci u d e 2nd Dwelling 2661 166.81 443,881 Deck 167 1971 3,292 Cover Porch 105 1668 1;751 Air Conditioning 3428 5.31 18,203 Fire Sprinklers 4451 5.31 23,635 TOTAL VALUE 525,875 Code 'Jurisdiction cb By Ordinance I $2,115 261 Bldg Permit Fee by Ordinance I $1,374 921 Plan Check Fee by Ordinance Type of Review Li Complete Review fl Structural Only Li Repetitive Fee Li Other * Repeats Li Hourly Hr. @ EsGul Fee o4L@ Comments I ion 1aboJeean_oI u iSl Sheet lofi macvatue.doc + a LAND DEVELOPMENT [ 760-602-2750 E1 Chris Sexton L_J Chris Glassen Greg Ryan 7606024624 760-602-2784 7606024663 Chris Sexton@carlsbadca gov Christopher Giassen@carisbadca gov Gregory. Rya n@carlsbadca gov fi Gina Ruiz Linda Ontiveros - Cindy Won El 760-602 4675 76O-6O2-277 760 602 4662 Gina Ruiz@carlsbadca gov Linda Ontiveros@carisbadca gov Cynthia Wong@carisbadca gov. ValRay. Nelson Dominic Fieri .760-602-2,741,.-760-602-4664 . - VaiRay Marshaii@carisbadcago Dominic Fueri@carlsbadca gov - ( Remarks:', - t / - y 4 + r "BERTHA RESIDENCE ADDITION 7. 1. . - . . ..,PLAN CHECK NO # 2 - - • Outsëanding issues are marked with IZI .. Itms that cOnfori t per it'! .... L .-, armt req "orals uirements are marked ath RI or have intentionally been left blank I . - -• * -- . . 7't. -1. SITE.PLAN . . Provide a fully dimensioned site plan drawn to scale Show [II] Eli North arrow [] [] Driveway widths LTJ LIII Existing & proposed structures , [J [Ill Existing or proposed sewer lateral [II] EJ Existing street improvements [ LIII Existing JIll [1111 Property lines (show all dimensions) LIII or proposed water service [1111 Submit on signed approved plans [III LII] Easements - DWG No [III ci: Right-of-way width & adjacent streets Show 4' on site plan : . L1 12II Drainage patterns and proposed site elevatiorfs. Show all high points., . I El £1111 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an aprbved'drainage course: • - ' '. . .' . - .' .' I I =ADD THE FOLLOWING NOTE Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building LIII [I] Existing & proposed slopes and topography LIII =Size, location alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate srvice; however, second dwelling units and apartment cornpiexe are an. exception. . 'I _7 ...... I- •'''' ç • -LIII .. •1 LII] Sewe(and water' laterals should not be located within proposed driveways, per standards. ' . . I I' ... . -. . . - . ''1w 4. 1 . •- j11,4 Include 7 •... . : -, . . . - . on title sheet 1111 LZJ Site address 1 ' [i] [71] Assessors parcel number £1111 1111 Legal descriptio/Iot number For commercial/industrial buildings and tenant improvement projects includ total building - - qüare 'footage with squw6 footage' for each differènt use, existing sewer permits. ;the ' square footage of different uses (manufacturing warehouse office etc) previously showing 'approved:-.,, . ._ I-It 4 I I - -, ." . 'Show all existing use of SF and'new proposed use of SF. ' - Example Tenant improvement for 3500 SF1 of warehouse to 3500 SF of office: , * 4', '-.-'.--. I •' - "'4 4.,•__•_ •1 ' ' V.- I' J. 4 Lot/Mp No LOT 31 MAP 2145 - I Subdivision/Tract: I 4 - --I . , ., 1 -. .: .- -' -_.• - • --• -' - I' .......( . . - *.. . -I •,. • '-1,• ,. - * . - . .. ''*' -It •. I-- 1, '., Reference No(s) - - E-36 i.', - -, 4 * . * 4,• ....- *_ . --It, ,, . •. * ,. , Page 2 of 6 - '. - . . -. ,., REV 6101112 L -* ' • / 4 . , * I- - ,.' I? ' '1' • I Th 4 *•• - - :1 1 $ ½ - - - BERTHA RESIDENCE ADDITION PLAN CHECK NO# 2 -.. I j 2 DISCRETIONARY APPROVAL COMPLIANCE N/A LI1J Project does not comply with the following engineering conditions of approval for project no 3 DEDICATION REQUIREMENTS iJ E Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $24,000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. £12] [12] Dedication required as follows 4 IMPROVEMENT REQUIREMENTS EID All needed public improvements upon and adjacent to the building site must be constructed CURB at time of building construction whenever, the value of the construction exceeds SIDEWALK $120,006.0d",puuant to Carlsbad Municipal Code Section 18.40.040. AND GUTTER, i - : ( J Public mprovements required as follows EXIST I12IJ E1J Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 181.40. Please submit a recent property title report or current grant deed on the property and processing fee so we may prepare the necessary Neighborhood • - lmproverent Agreement. This agreement must 'be signed, notarized and approved by the city prior to issuance of a building permit EJ f2] Future public improvements required as follows - . -.- 4 -' .. •: - A E'36 Page 3of6 RE0101/12 - c BERTHA RESIDENCE ADDITION' PLAN CHECK NO .# 2' .' : , ' * S -. • . 5. GRADING PERMIT REQUIREMENTS . . The conditions:that require a grading permit are found in Section .15.16 of the Municipal Code. A MINOR EJ=Inadequate information available on site plan 'to make a' 'determination on grading requirements. lnclud accurate grading quantities in cubic yards (cut, fill, import, export and GRADING remedial). This information must be included on the plans.' If no grading is proposed PERMIT REQ . writes "NO GRADING" EJ Grading Permit required. 'NOTE: The grading 'Dermit must be issued and rough gradinq abproval obtained prior to issuance df a building permit. - / EJ Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector ' The inspector will then provide the engineering counter with a release for the building permit. Eli 111J No grading permit required.- LZJ EJ Minor Grading Permit required See additional comments for project- specific requirements 6 MISCELLANEOUS PERMITS ,. Eli l::JRIGHTOFWAY PERMIT is required t0 do work in city right-of-way and/or private work '.' adjacent to the public right-of-way. ,Types of work include, but are not 'limited to: street improvements; tree trimming,, driveway construction, tying into public storm drain, sevr, and water utilities. t: cJ Right-of-way permit required for *ANY WORK BEING DONE WITHIN THE PUBLIC. RIGHT OFWAY* S, ,,•, .' '. - ' - E-36 ' . . Page 4of6 * REV 6/01/12 1. " ' * . . •, *'S\ 5• . ' .5. 5 . . - -5 . • -.. 4 - BERTHA RESIDENCE ADDITION PLAN CHECK NO #2 - 7. STORM WATER . -. -- Construction Compliance EJ L1 Project Threat Assessment Farm complete. i: E:: Enclosed Project Threat Assessment Form incomplete. EJ i:i Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) . -:.• . r J J Requires Tier Storni Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP,.payment of processing fee andrèviewby city. post-Development (SUSMP) Compliance ,%, J Storm Water Standards Questionnaire. . . E11J I1J Project is subject to Standard Storm Water Requirements. See city Standar&Urbàn . Storm Water Management Plan (SUSMP) for reference. - EJ rJ Indicate areas of impervious urfaces (patios,walkway, etc. ) and pervious areas (landscaping). - -..n . - - . • Project needs'to incorporate low impact development strategies throughout in one or • more of the following ways: - 4 Rainwater harvesting (rain barrels or cistern) . Vegetated Roof . -. jJ Bi6-retentions cell/rain garden -EJ Pervious pavement/pavers • U Flow-through planter/vegetated or rock drip line • ii: Vegetated swales or rock infiltration swales UJ Downspouts disconnect and discharge over landscape • . . p UiOther: -. •- . - '.'c • .• .. • ' : '. ':4 .•• - .7 E-36 • - -: • - Page 5 of 6 - • . REV 6/01/12 - .••. -. : . :_ 4 . 4 4 BERTHA RESIDENCE ADDITION PLAN CHECK NO # 2 WATER METER REVIEW : Domestic (potable) Use J J 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. EJFF7YI, 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 (114) acre where the meter size shall be W. FEES S FX~L1 Required fees have been entered in building permit. , POSSIBLE UPGRADE OF EIJ L:J Drainage fee applicable WATER METER , ,Added square feet '1800+ FEE AND Added square footage in last two years? IJ yes no , POSSIBLE ' Permit No. 'DRAINAGE FEE , Permit No. • • Project built after 1980 Jyes no - - ' Impervious surface >'50% Jyes Mno ' ' Impact unconstructed facility jJ yes rjno LIJ EII:J' , Fire sprinklers required FJyes Lino (is addition over 150' from, center line) Upgrade' J yes Limo, - EIIJ LI1 No fees required ' 10. ADDITIONAL COMMENTS, S , S • S_i S • S • , Attachments: [] Engineering Application [] Storm Water Form T Right-of-Way Application/Info. [J Reference Documents E-36 • S ' , ' page 6 of 6 -- REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: VALRAY NELSON Address: 1022 GRAND AVE Fees Update by: Date: 04/13/2016 GEO DATA: LFMZ: / B&T: - Bldg. Permit #: PC160025 Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: , Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's:. ADT CALCULATIONS List types and square footages for all uses Types of Use: SFD Sq.Ft./Units ADTs: Types ofUse: ' 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:DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) LINO J. PARK-IN-LIEU FEE:[JNW QUADRANT [JNE QUADRANT [IISE QUADRANT OW QUADRANT ADT'S/UNITS: FEEIADT: $ 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: =$ BRIDGE & THOROUGHFARE FEE: DIST. #1 DDIST.#2 DlST.#3 (USE SANDAG)ADTS/UNITS X FEE/ADT: I FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: I SEWER FEE EDU's X. FEE/EDU:. 4 BENEFIT AREA: EDU's X EEE/EDU: •. I DRAINAGE FEES: PLDA L1JH1GH EJMEDIUM LILOW ACRES: X FEE/AC: r POTABLE WATER-FEES: . UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL .***This máy.not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 60-719 for a complete listing of fees*** To determine status by one of th divisions listed below, please contact 760-602-2719 :. : LAND DEVELOPMENT . 760-602-2750 Chris Sexton fl Chris Glassen Greg Ryan LJ 760-602-4624 7607602-2784 . . 760-602-4663. Chris.Sexton@car1sbadcag0v Christopher.Giassen@carisbadca.gov . Gregory.Ryan@carisbadca.gov 'Gina Ruiz Linda Ontiveros . El P .j Cindy Wong 760-02-4675 . . 76O602-2773 '760-602-4662 Gina.Ruiz@carlsbadca.gov . Linda.Ontiveros@carisbadca.gov -`-Cya.Wong@carisbadca.gov VaiRay Nelson TI:. Dominic F ieri -I .. 760-6022741. 760-602-4664 VaiRay.Marshaii@cansbadca.gov . . Dorninic.Fieri@carisbadca.gov BERTHA RESIDENCE ADDITION PLAN CHECK NO # 1, rt 21eU rr Outstanding issues are marked with VJ Items that conform to permit FIstuni requzrements are nar1ed with ELI or have intentionally been left blank I SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: LIII North arrow [] ElI Dnveway widtl&" . Existing &4propoed strüátures, ;V" - [] [II]E*istinor proposed sewer lateràl; [I] [1 Exiting street improvement -. - V-V LIEdstingor roposed water service LIII CII Property lines (show all dimensions) LII] Submit on signed approved prans - LJ Easemehts DWG No - LI EJRightof-waywidth & adjacent streets • V\ Show: nsiteplan: -r •- L:1 1 Drainage pavtterns and proposed site elevations Show all high points Building pad surface drainage must maintain a minimum slope of one percent towards'n adjoining street or an aproved drainage course P IlII IIIA0D THE FOLLOWING NOTE: "Finish grade will provide a' minimum positive- drainage of 2% to swale 5 away from building LIII LEE1 Existing & proposed slopes and topography LIII =Size,, location, alignment of existing or proposed sewer and water service(s)'that served the project. . Each -unit requresa sparate service;. however, second dwelling units and apartment complexes are an exception., " 4 EEl LIII Swer and water laterals should not be located within propsed driveways per standards. . Include on title"sheet: V V V V V V - V V 4 V • V • Site address .- 4 V •• -• •. -r- V V fl ASSeSSOr'5 parcel number =Legal description/lot number' V V •. V\ • V V • V V •V - V VV:. • V LIII For'bommercial/industrial buildings and tenant improvement projects include total building square footage with thesquare footage for each different use existing sewer permits V V V• • showing square fdotageof different uses (maiufactiirin, warehouse, office,. etc.) previously approved • * V V - Show all existing use of SF md new propóséd use of SF.' V * Example V ' •.VL -Téñant improvement for 3500SF of warehouse .t6 3500 SF of office. V V Lot/Map No.: LOT 31 MAP 2145 Subdivision/Tract Reference No(s) - - V E-36 - V• V V Page2of6 - V VV . V REV 6/01/12 - V V V • V , .4 .- 4 IERTHA RESIDENCE ADD TION-" PLAN-CHECK-NOff,1 -S. 2; DISCRETIONARY APPROVAL COMPLIANCE ' / N/A I I Project does not comply with the following engineering conditions of approval for project no DEDICATION REQUIREMENTS.'-. EEI Dedication for all street rights-of-way adjacent to the building site and any storm 'drairor" utility easements on the building site is required for- allnew buildings and for remodels with a 1 value at or exceeding $_24 000 00 pursuant to Carlsbad Municipal Code Section 18.40.030. c .' .' - -,-- LIII 1111] Dedication required as follows , IMPROVEMENT REQUIREMENTS - All needed public improvements upon and adjacent to the building site must-be constructed CURB at time of building construction whenever the -value of the construction exceeds SIDEWALK $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. AND GUTTER Eli EIIIIII Public improvements required as follows: . EXIST -- , EIJ E Construction. of the, public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Pleaé submit a recent property title report or current grant deed on the property and -processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. ; .. Eli Future public improvements required as follows- E-36 . Page 3 d6` - - - REV 6/01/12 - F t •• - __V - - 4 BERTHA RESIDENCE1ADDITION PLAN CHECK NO # 1, rY VV V Vt .4., 4 4 - - . V . - :. - .- - •' "- - - • —' ": . .,,- .. * '" -, V.--V - V - - / -V. .'_• .. - VV; ...V . -. 5 GRADING PERMIT REQUIREMENTS . \ ?' ., Jhe conditions that require a grading permit are found in Section 15.16'. of the Municipal V Code. , V V V• V V - Ej Jlnadequate information available on site plan to make a determination on grading ' A MINOR requirements Include accurate grading quantities in cubic yards (cut fill import export and GRADING remedial) This information ntist be included on the plans.*,If no grading is proposed PERMIT REQ . y' VV !write "NO GRADING" V V. - V. V• - I ', 5. ' V 4•V 4V , VV V 4' •V4VV.VVV V. V V . . 4 4 4 - (V 4'4.1 VI • . V. Grading Permit required NOTE The grading permit must be issued and rough grading approval btained prior to issuance of a building permit V,V VV'VV ••V J 1V ' VV V " LJ Elil Graded Pad Certification required. (Note: Pad certification may be required even if a grading V permit is not required) All required documentation must be provided to your Engineering Construction Inspector - The inspector will then V V V provide th engineering counter4with a release for1the building permit: 4VV V V V V V V No grading permit required EI1 E1 Minor Grading Permit required See additional comments fo rojet- specic requirements 'V V VV 4.VjV V •,VV V.4 ,, V •• ç•J 4 V V V V ' V V_V .4 V ••VV V 4 VVV V V V V V V ,,s ,L. V, V ' V , / V, V V , • V V V VS . V VV4 •5 V V , 'V V 6., MISCELLANEOUS PERMITS: V V V , ), .- , '' - •. 'V V V V _ . 4 4 ' V •V VI V. V 4V VVV 4 _ V V. V j RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work V - - adjacenttothe public right-of-way. -Types of work include, but are not - limited to: V street V V 41 4/ improvements tree trimming driveway,coiStrtbtion tying into public storm drain sewer and V . V water utilities. VVtV.,V1VV4 VV 4VVV •4V' V.41'.V. V VVV4 V :.,-, V 44 .4 4 VV•1V • - . .. Right-of-way permit required fOr: V . - 'V. . IV4 V4V •.,VV V. V4j V V V V - . • ,V*ANY WORK BEING DONE-WITHIN. THE PUBLIC RIGHT OF WAY*': .*4 V4V •. V . 'VV - .,,' . V . V. • V •, V 4.V V V / V •L4 \ V V U . , - V ,. - V VV V"V V V .V •• V V'V ' V. 4VV -. VV • V V . V (V - j V .. - Vt V V - •V VV - . . V 4, V. V V -' ..• • V V : E-36 .......................- 4V Page4of6 V. VV V • REV6/O1/12. V U . V • V •V VV' V V V . V, V VV,4Y V. V ••V • 'V ' V. - V• _V V VV V 'V 'V ' V • ' V - V 'V V V V - ' .4 4VV 5 ;'BRTHA RESIDENCE ADDITION - PLAN CHECK NO # 1 - -- -S ( 7 STORM WATER' Construction Compliance ' -. .5 / 1 ; y, Z•• EI Project Threat Assessment Form complete. - Enclosed Project Threat Assessme'nt Form 'incomplete. • Requires-Tier 17"Storrn Wtér'Pollutiôn Prevention Pln(E-29).-Please complete attached forrr and return (SW : _•5_ -'•• - . S • • 55 • • . Requires-Tier 2 Storm Water PollOtion Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city.. Post-Development(SUSMP) Compliance - L Storm Water Standards Questionaire. - . . c:i fj Project is subject to Standard Storm Water Requirements; See city Standard Urban • Storm WaterManagernent Plan (SUSMP) for reference. S - El LJ Indicate areas of impervious sufaces (patios walkway etc ) and pervious areas (landcaping) S • El El Project needsto ináorpbrate.lov impact development strategies throughout in one or more of the following ways: . Rainwater harvesting (rain,barrels or cistern) - fl Vegetated Rof - • Bio-retentiOns cell/rain garden .• S / - LI Pervious pavement/payers - LI Flow-through planter/vegetated or rock drip line 5 - -- - Vegetated swales or, rock infiltration swales . Downspouts disconnect and discharge over landscape - I - • Other: 5, -• . . S • - - -. . 1 E-36 - • . . 5. • Page 5 of 6 - '• - REV 6/01/12 - - S. - • •• . • S • S S 1 •• - BERTHA RESIDENCE ADDITION PLAN CHECK NO# 1' k. L 8 WATER METER REVIEW Domestic (potable) Use rXJ What size meter i I s required? Where a residential unit is required to have an automatic fire extinguishing system the minimum meter size shall be a 1 mater. NOTE the con nectionfee SDCWA system capacity charge and the - water treatment capadity charge will be based on the sizeof the-meter - -: necessary tometthe water use require ments.- . E 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 . ) 9.- FEES- t<' Required fees have been entered in building permit POSSIBLE UPGRADE OF Drainage fee applicable WATER METER ' - (Added suarefeet 1800+ FEE AND &: Addesquare footage in. last two years? E ye no POSSIBLE F- P.1 1 .ermiL uo. - - • - 'DRAINAGE FEE --'• - Permit No.* •- -.- •-'- Project built after 1980 yes j no 4 Impervious surface' 50% , Jyes F,71 no Impact unconstruct64d.facility.c Dyes - EIno :iii L1 Fire sprinklers reuired M. no (is addition over 150 from center line) Upgrade yes FJno4 ETI No fees required,,, -- 4 -s-.-.- •---I '- _: 10 ADDITIONALCOMMENTS 4 - I 1 4 * I 4 9 Attachments Engineering Application Storm Water Form Right-of-Way Application/ Info. Reference Documents E-36 Page 60f6 " REV 6/01/12 •. ,. - i--- '- 1- - - -- - • - - i .. - -' - •- I. 4- - - -4 _#0 - - Fee Calculation Worksheet ENGINEERING DIVISION Preparédby: YALRAY NELSON - Date: 04[1312016 - - - ' GEO DATA: LFMZ: - I B&T: Address: 1022 GRAND AVE - .Bldg. Permit#: PC160025 Fees Update by: bate: - - Fees Update by: - Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD . Sq.Ft./Units - EDU's:- Types of Use Sq.Ft./Units EDU's Types of Use: - Sq.Ft./Units - EDU's: Types of Use: - - Sq.Ft./Units - - EDU's: ADT CALCULATIONS List types and square footages for all uses Types of Use: SFD 'Sq.Ft./Units . ADT's:. Types of Use: ' Sq.Ft./Units - - ADT's: Types of Use: Sq.Ft./Units - - ADT's: - - Types of Use . Sq.Ft./Units_ ADT's FEES REQUIRED: - Withir CFD:flYES (no bridge & thoroughfare fee -in District #1, reduces Traffic Inipact Fee) ONO 1. PARK-IN-LIEU FEE: UNW QUADRANT - LJNE QUADRANT USE QUADRANT OW QUADRANT ADT'S/UNITS X FEE/ADT 23RAFFIC IMPACT IEEE: - -. - ADT'S/UNITS:- - - - - X FEE/ADT: :3 BRIDGE & THOROUGHFARE FEE: Ej1DIST.#1 - LIJDIST.#2 - LIDIST.#3 (USE SANDAG)ADT'S/UNITS - I X FEE/ADT: 4 FACILITIES MANAGEMENT FEE ZONE ADT'S/UN ITS X FEE/SQ FT /UNIT =$ 5. SEWER FEE - -- - . - - -- - - EDU'' . X FEE/EDU: BENEFIT AREA: EDU's X FEE/EDU I 6 DRAINAGE FEES: - - - PLDA: EHIGH - - EMEDIUM - ELOW - - ACRES: X FEE/AC: 7 POTABLE WATER FEES - UNITS - CODE '',CONN.-FEE - METER FEE SDCWAFEE - TOTAL C-- I This may not represent a comprehensive list of fees due for this project Please contact the Building division at (760) 602-2719 for a complete listing of fees***. I STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 SW__iIQ 151 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Contrl Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs .2 .2 C 0C - U) -D C -.-' 0 -.- 0 C o E C) C E C o o" 'C) U) -c Cl) Cl-j5 E C .2 - - c - U) 2 ' 0 C E.2- > a,' (PC). . C - -. U) Cl) Best Management Practice* ID 0 g ( j5 LCJ > a, (BMP)Description - - U C~!- o 0 a) (P =C MC - Cl) 0 j 0 -. .,.. (1) C 0 . C) C) 00 L. 0 - O 0 --So C) C) 0 --' 0 -C (1) -o 0— - C) 0 .-. C Cl-0 0 D 0 0 CC 0 0 C' LU ( (I) (I) -(I) C.) U C) (I)> (I) (I) a-- U) . Cl) Q Q 01 CL 1 > C) M U) MCl) V) C) Cl) - CASQA Designation - N ,..PO LO co ,-. r-c0 .— C"J . t) ' U')0 00 Construction Activity Li Li LU LU If). Cl) Cl) Cl) Cl) (I) Cl) (I) Grading/SoilDisturbonce . .................________ - Trenching/Excavation - -- - Stockpiling - — - — Drilling/Boring - - - .-- - - - Concrete/Asphalt Sawcutting - -. - - Concrete Flatwork - Paving - j -- - - Conduit/Pipe Installation - Stucco/Mortar Work -- - - Waste Disposal - -- -- - - - Equipment Maintenance and Fueling - .Hazardous Substance Use/Storaqe - Dewotering Staging/Lay Down Area --.- I-- Site Access Across Dirt - Other (list): Instructions: ' 1 Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table i a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check' the box where the chosen activity, row intersects with the BMP column. 3 Refer to the CASQA construction handbook for infornation and details of the chosen BMPs and how to apply them to the project PROJECT INFORMATION Site Address: t077- ARAA& xyle Assessor's Parcel Number: 1-SQ t 00 Emergency Contact: -' Name: ?C -AL 24 Hour Phone: 760 - St Page 1 of 1 Construction Threat to Storm Water Quality (Check Box) LI MEDIUM - CZ LOW REV 02/16 STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO. WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR • UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT TAE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT TItE...DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE COSTRUCTION WORK .. LETE AND APPROVED BY THE CjJ—OE. SBAD - ØQTh AGENT NAME (PRINT) L0 AGENT NAME (SICNATURE)DAIt E-29 (city of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: 0 Grading Permit P Building Permit 0 Right-of-way permit 0 Other Project Name: P¼Je. Project ID: DWG #ICB# Address: Jolt GiM_v2A 4 .e. APN Zb -3O- 77.0013isturbed Area: _Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and circle the corresponding SWPPP Tier Level, then go to section 2) Tier Level Exempt - No Threat Proiect Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the OUOW.ng permits .a..exeniPt fromSWP...q..rem..... . Exempt > Electrical > Patio > Mobile Home > Plumbing > Spa (Factory-Made) Fire Sprinkler > Mechanical > Re-Roofing > Sign Roof-Mounted Solar Array Tier 3- Significant Threat Assessment Criteria - (See Construction General Permit (CGP) Section l.B)* U My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, U My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, U My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriulture; or U My project is associated with construction activity associated with Linear Underground/overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. U Other per CGP Tier 2- Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: U Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, U Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier 2 located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apr. 30). Tier 1- Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: results in some soil disturbance; and/or Tier includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material _stockpiling, _vehicle _fueling, _waste _stockpiling) ___ * Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 Rev. 2/16/16 SWPPP Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level; then complete the Threat Level signature block below) Exempt - Not Applicable - . . ] Exempt Tier 3— High Construction Threat Assessment Criteria: My Proiect meets one or more of the following: - - U Project site is 50 acres or more and grading will occur during the rainy season - U Project site is lothted within the Buena Vista or AguaHedionda Lagoon watershed, inside or within 200 feet ofan environmentally sensitive area (ESA) or discharges directly to an ESA High U Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) U Site slope is 5 to 1 or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30). . •V EJ Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3— Medium Construction Threat AssessmentCriteria Medium U All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2—_High Construction Threat AssessmentCriteria:MyProiect meets one orm ore of the following: U Project is located within the Buena Vista or Agua Hedionda Lagoon watershed inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an 'ESA V U Soil at site is moderately to highly erosive (defined as having a predominance of soils High with USDA-NRCS Erosion factors kf greater than or equal to 0.4) Tier 2 U Site slope is 5 to 1 or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct 1-Apr 30) U Owner/contractor received a Storm Water Notice of Violation within past two years U. Site results in 10,000 sq. ft. or more of soil disturbance V V Tier2 -MediumConstructionThreatAssessmentCriteria - V V Medium U My project does not meet Tier 2 High Threat Assessment Criteria listed above V V Tier 1 - Medium Con itruction Threat Assessment Criteria: My Prooect meets,one or mor6 of the following: V Owner/contractor receh.'ed a Storm Water Notice of Violation within past two years V Site results in 500 sq. ft. or more of soil disturbance Medium e Tier I C3 Construction will be initiated during the rainy season or will extend intothe rainy season (Oct.1-April30) Tier 1 - Low construction Threat Assessment Criteria Low V LI My project does not meet Tier 1 Medium.Jhreat Assessment Criteria listed above V VV certify to the best of my .knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. 'l understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City. Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. V Owner/Owner's u V e A ant V .' Title:. Owner/Owner's Authorized Agent Signature: Date: _-_.___ City Concurrence: (For City Use Only) Yes No By: V Date: V ProjectiD: V E-32 , V Page 2 of 2 Rev. 2/16/16 C PLANNING DIVISION - BUILDING PLANCHECK Development Services CITY OF - APPROVAL 1635 Faraday Avenue SBAD (760) 602-4610 CARL P-28 p DATE: 6/20/16 PROJECT NAME: GARAGE/ADDITION/SDU PROJECT ID: PLAN CHECK NO PC160025 SET# ADDRESS 1022 GRAND AV This plan check review is complete and has been APPROVED by the PLANNING Division..... By GINA RUIZ A Final lnsp'ection by the PLANNING Division is required Yes No -. - You may also have corrections from one or more of the divisions listed below. Approval from these divisions maybe required prior to the issuance of a building permit. - Resubmitted p!ans.should include cdrrections -frorh a!! "divisions: This plan check review is NOT COMPLETE Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as.required. -. - V. * Plan Check Comments have been sent to PAUL@HARDINGREALTYINC COM For questions orciarificationson the attached checklist please contact the following reviewer as marked: - 'PLANNING ENGINEERING FIRE PREVENTION - t. . 7606024610 -. •,,.. . 760-6022750 - 7606024665 -Chris Sexton 760-602-4624 5 Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Ginà.Ruiz@cárlsbadca.gov V * Plan Check No. PC160025.Address 1022 GRAND AV Date 6/20/16 . Review #2 Planner GINA RUIZ Phone (760) 602- 4675 ' Type of Project & Use: ADDITION/GARAGE/SDU Zoning: RDM General Plan: &L5 Facilities MánagCrnént Zone: 1 CFD (in/out) #_1 _Dateof particiation:___ Remaining'net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: ...: .. -. 2 3 Legend Item Complete IJ Item Incomplete - Needs your action Environmental Review Required: : YES LI NO Z TYPE' DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Discretionary Action Required YES LI NO Z TYPE APPROVAL/RESO. 'NO. , DATE PROJECTNO. • ' OTHER RELATED CASES:___ . . '• ' ' Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ____ .• ' " ;Z LI 'LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO CA Coastal CommissiOn Authority'? YES D NO 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),: LI LI Habitat Management Plan ''. '. . •. . . .• , 1 Data Entry Completed.? YES E], NO Z,, ' , ., . . . . If property has Habitat Type identified in Table 11 of HMP, coniplete 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 [1 Inclusionary Housing Fee required: ' YES [:] NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993) Data Entry Completed? YES E] NO LI •, . ' , . ,' ' ' • . • (A/P/Ds, Activity Maintenance, enter 'CB#, toolbar, Screens, Housing Fees," Construct , Housing Y/N, Enter Fee, UPDATE!) ''' • . ' " ,•• ' z1_ LI LI • Housing Tracking Form (form P-20) completed: YES Z NO E] N/A 'LI ' , • , Site Plan: •' ' . • •' ' ' .. LILI P-28. . • , • • : • •, Page 2 of 3 , '' ' . ' • - ' ' '07/11 • • City Council Policy 44 — Neighborhood Architectural Design Guidelines' LI LI 1 Applicability YES LI NO 2 Project complies YES E] NO Zoning: . ••,. - - LI Z LI Setbacks: •: Front Required 20 Shown 20 Interior Side: •Required Shown -. Street Side: Required!/ ShownNL •.. - Rear Required 1Q Shown 10' LI LI Acôessory structure setbacks: N/A • • - Front,:.,.Required Shown"- Interior Side: Required Shown _____ - .• -: • Street Side Required Shown Rear: Required Shown'_____ • • Structure separation Required Shown LI LI 3 lot Coverage Required 60% MAX Shown 40 1% ET E-1 4 Height Required 35 (5:11 PITCH STATED) Shown - • • - 0 19 El LI 5. Parking: Spaces Required GARAGE (20' X 20') PLUS ONE SPACE FOR SDU Shown THREE GARAGES— TWO 12 X20 ANDONE20 X20 LI LI Additional Comments I - ...*• 0 - - -• •;• - -• 0 •.• OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 6/20/16 - 0 0 0 • - 00 0 0 . - - - -- - 0 00 • 0 P28 0 . Page3of3 07/11 : L 'S . - -- -' --" - , - - , - -- -. .- '41 Roofing Material:" Concrete Tile' , 10.0 Sheathing:' .' 15/32" sheathing . 1.5 Roof Framing:' " Trusses at 24" 0/c 3.0 Drywall: - 5/8" drywall ' ' 2.5 Miscellaneous: Additional . 3.0 Finish Floor: Carpet/Tile . 5.0 Sheathing: 23/32" sheathing . 2.0 Floor Joist: I-joists at 19.2" o/c 3.0 Drywall: ' •' 5/8" drywall' 2.5 Miscellaneous: Additional 1.5 - - .. —. 4 .4.'.. ." ' . • -, - - Project #: 161247 Date 6/16/2016 ' General Notes for Structural Calculations: Project *: 161247 Soils Report By TBD I Project Name 1022 Grand Ave Soils Report # TBD Designer:-.. :: ,Daniel Mor'ales # Soils Report Date: - TBD Code 2013 CBC '- Jurisdiction: TBD Design Loads: - -- - .' '-• • • . - , Roof Tile Slope ' 5 12 Floor Without Concrete Topping . AM .Total Dead Load =( ''20.01 . . '. Total Dead Load = 14.0 'a"'. :'-:'• -••'- r' :&, , • 4 V • . Lateral Shear 2013 California Building Code I : Shear Wall Schedule Per AF & PA SDPWS Table 4.3A Floor , ---- Roof ',- Deck Live Loads (psf):": '- 40, 20 .. - . 40' S.W. Type ' .' ..' 6 '. "I 4 -. '3 , ' '2 1 -' Seismic Capacity (pif)- ' 260 . ' 350 490 600 ' 870 Wind Capacity (p11) ,--. 350' . 530 685. 895 1215 5/8" Diameter Anchor 1 . ,- pOitS ),, ' 14 Long at ' ,, 14 Long at ,, 14 Long at ' 14 Long at 14 Long at Sheathing thickness ' . ' 3/8' , - 3/8" 3/8" . - 3/8" ' 15/32" Struct. I' Edge Nailing . . " 8d at 6" o/c 8d at 4" o/c . 8d at 3" o/c 8d at 2" o/c iod at 2" o/c Field Nailing ' -. 8d at 12" o/c. 8d at 12" o/c 8d at 12' 0/c -8d at 12" o/c iod at 12" 0/c Sill Plate 2X .-", . 2X ' 2X ' 2x 3x. Notes " r A. These values are for Douglas" Fir-Larch with stud spacing of 16" o.c. Wood structural panel shall meet the requirements of DOC PSi or PS2. B. All Panel edges t6 be backed with 2x or wider framing memb. . . C. Where panels are applied t6 both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing thembeis or framing shall be 3x or wider and nails staggered on each side. ' - , D. For shear all Type i, provide a single 3x thinimum member for foundation sill plates. For shear wall Types 3, 2, and i, provide minimum 3x - .posts or blocking at adjoining panel edges. Stagger nails at2" o.c. Edge Nailing. ' . 4 E.' Provide 3 x3 X :229" steel plate washeratea.h Shear WaU'anchor bolt. F. 'Nails for Sole Plate Nailing (S.P.N.) to be"16d sinker nails (3-1/4" x .148 dia.) or longer. ' -' - - 5'' ,$4 -.4-, '4• - 4• I.. .' 4 - '. '4-'• .' - 4 -" : .-- •- -..' , - - '.,-, -'"'V.. 41 4 , 2 44, •" 4 -4',' . , ''- '.. _•,_l ,'4. _t 4 . - -. Beam Width> 3.5" Fb Fv E BCI Versa-Lam 3100-LVL .' . 3100 ' . 285 ' - / 2.0 2.OE LP Gang-Lam - LVL . . 2950 290' . 2.0 TJI Parallam - PSL -: 2900 '290. - 2.0 2.OE Roseburg-RigidLam-LVL '2900 .285 '' 2.0 - .. . -- . " Projecf#:161247 'Y Date 6/16/2016 I - . Horizontal: Roof and Floor Sheathing. - I : L'- : Roof at 24" Floor at, -i6" Floor at 19:2' Floor at 24", Sheathing thickness 15/32' 23/32" .. 23/32" 23/32" 2 '0 T&G Sheathing, P1132/16 t., T&G Sheathing, .PII.40/20 . T&G Sheathing, P1148/24 Sheathing 8d at 6" 0/c . iod at 6"-o/c iod at 6" o/c iod at 6" o/c Edge/Boundary Nailing , 8d at 12" o/c iod at 10" o/c iod at io" o/c - iod at 10" 0/c Field Nailing Notes: All roof and floor sheathing to be Exposure I or Exterior. Refer to CBC Tables 2304.7(1), 2304.7(2), 2304.7(3), 2304.7(4) and 2304.7(5).' . Note, 7/16" sheathing is not structurally acceptable for 'roof sheathing. . . •' , For floor sheathing, wood structural panel shall be und1ayerment grade. All Floor sheathing shall be glued to franiing. . .. ' . D. For floor sheathing, panel edges shall have approved T&G joints or shall be supported with blocking. Not required when light-weight ,concrete is placed over subfloor. -$ 44 .'• I Structural Composite Lumber (SCL), - • Structural Composite Lumber, "SCL," include engineered lumber by Trus Joist, Louisiana Pacific, Boise Cascade, or . Roseburg Forest Products."AIl lumber noted as "SCL" must hare the design values 'noted below. 4 , - . .•, Beam Width <= 35" ,. ,. Fb Fv E BCI Versa-Lam 2800-LVL ' " . 2800 - . " 285 2.0 BCI Versa-Lam 3100-LVL 3100 285, -. 2.0 BCI Versa-Lam 2650-LVL . 2650 285 ' 1.7 BCI Versa-Lam 2600-LVL 2600 . . 285 , 1.9 " 1.9E LP Gang-Lm - LVL .% . . • 2650 285,t . 1.9 2.OE LP Gang-Lam - LVL. - 2950 . 290 . 2.0 TJI'ParallamT- PSL ', - , ' 2900 290 2.0 TJI Timberstrand -LSL 2325 . . ' ....310 , i.6 i.8E Roseburg-RigidLam-LVL . 2600 285 '. i8 - 2.OE Roseburg-RigidLam-LVL 2900 " . 285 2.0 - - .. . .,, , 9,.. -. . . . . 4,. . - ' r ''•1• I . -,' , - .- , I ,4 • •'' 4' . . .- --4. '-- . - - - -1-_ •-''. . - ,- - 4 -,-. -'.-, • . - --4 - - .., .:,' ._,; . -. • . .4 - .. -I. - -, . --. .- . -.4 .,; . •'-- .-"-, . : .. • - Actual 'j.. . .' ' Required . ' - % Used S (in') = . . , 121.2 .- S (in') =Moment/ 1.25 * Fb = 29.6 24% A (in 2)', • •, - 63.3 . -A (in 2)= 1.5 . V / 1.25 * Fv = _______________ _ _ •4&O 8.7 . * 14% I (in4)697.i4" Ii (ink) = 5*M*LA2 / 48*E*d = 219.6 31% . • 12 (ifl4) = (Mw/4+Mp/3)*LA2/E*d= 0.6 . 0% Project # 161247 . . . Date: 6/16/2016 III!_IIJ Cant. Beam'Calculation • - Beam No. i • 'Description:Left'ofexterior stairs . Span Length '" . .7 .. 1 •' •'. , j":' . Cant. Length: ft .• • Uniforhl DistiibutedLad:'- ,' ••- - - - - DL(psf) LL(pf) Tributary (ft.) DL(p1f LL(plf) Total(p1f .4 r 4.Roof...;L2o. . 20 4 /2+ 1 . 60 60 120 Flor 14 : 40 0 /2 + 0 0 0 0 Wall-•-0 0 0 0 0 0 -Deék.-,14 40 /2+0 0 0 0 ' 4'Se1f Weight 4. 19".8 .i 19 8 * Total= 797656 6o 1398 - -. __._•I..• Partially Distributed Load (At Cant) - - & 4 I * ••" 44 •" .•, . . -DL LL (psf)- Tributary (ft.) * DL (pif). LL (p11) Total (p11) * Roof 20 204 0 /2+ 0 0 0 0 Floor 14 *'.4 40 -r 0 /2 + 0 ' 0 0 0 01 -4. * Wall: - -14..- 0 4 O4'-+ 0 0 0 .0 Deck .) 14 40 0 /2 + 0 0 0 - 0 * ;..). . 4•44. - -•' -• m i.... Total 0 0 0 ..r:4 - •-. •.. - . . Point Loads 4, . .4' 4. . • *- - * •f • 4 - ' * ,*_.• .i. S .- . , • DL-(j1f) LL(plf) - - Total (p1f). Dist. from support i(ft) • Pèiñt Load i: 9-:: .•.* o o. • Point Load 2(AtCant.): o- - -: . 0 • 0 01 . - - _.&. - P a • . - - . - p 4 •, - * Load Results . Design Values . . . . - . • -. . - ..* - I . • . •.___ •. I r Support 1 (lbs) 1,079 Pb = 1350 psi Support(lbs.): 1,2274' .-; , Fv= 170 , psi • • Max Moment (ft-lbs) 4162 = 49 95 in-k E = 1 6 x io"6 psi Allowable Deflection = L 1/360 "1 052 in. • Calc. Def. = 0.16 iii. , - . •, Allowable Deflection = L 2/ 360 = C) 03 in ' - ........4' .4. . ., •&_••• 4 -' .... .- . . . . ' ' Section Properties: . t • . . .- ' . .•--- • •• - -_•.-'--,. . . . * 1.• . 4-. -, . . . I- ' . / - .. Provide:;'.--,i. - 6 x 12 DOUG FIR-L #1 • * ••-• •. * - . .- . . - ..•- . - . - 4 r _ : 5: :"' '*l.i •4;& # • .: • ' • Project# 161247 • ENI Date 6/16/2016 • Beam/Header Calculation • Beam No. 3 Description: Left of exterior stairs • S Span Length: 3.5 ft '. . . Uniform Distnbuted Load All • . , DL (psI) LL (psI):Tributary (ft.) DL (p11') LL (p11) Total (pif); '. Roof: 20 20' 0 '/2 + 0 0 0 . 0 N . Floor: "' 14 40 0. /2.+ 0 '' 0 . 0 0 ' ', 0 0 0 Wall: 14 — 0 0 + 0 • .' Deck: : 14 ' 40 4 /2+ 0, .28 So io8 a ' Self Weight: " .19.8 19.8 Total = ,47.7656 80 127.8 • Partially Distributed Load: . . Distance from Support 1 = 0.0' • . " . . DL (psI) LL (psf), Tributary (ft.) DL (p11) ' LL (p11) Total (plf) a ' Roof: 20 20 0 /2+ 0 0 .0 0 Floor: 14 40 0 /2d- 0 0. 0, 0 Wall: ' 14 0 .. 0 + 0 , o . o . 0 . ' Deck:. . 14 40 0. /2+- 0 0 .0 . 0' Total= 0 0 0 AW Point Loads:-. . . . . , , ' DL (p11) LL (p11) Total (p11) '. Dist. from support 1 (ft). a Point Load 1: 1200 0 -" 1200 3.5 . :. Point Load 2:, ' ' 0 , 0 . .. .', 0 ' ' 0 Load Results: . . . . . , . ' : Dsin Values: , Support-i (lbs.): 224 ' '. ' S , ' . Fb = psi 1350 . ' a Support 2 (lbs.):. 1,424 ' ,, '. Fv = 170 psi' . Max Moment (ft-lbs:): 196. = 2.35 in-k, •' ' ,. , . E = 1.6 x 10A psi Allowable Deflection = L / 360 = 0.12 in Calc. Def. = 0.00 m a . Section Pioperties: '-S . • S ' . . 5 ".5-.; - i s Actual ' , Required , . ' % Used - : S (in') = . - . 121.2 • S (in3) =Moment/ .1.25 * Fb = 1.4 1% ', A (in 2) = 63.3 A (in 2) = 1.5 * V / - - 1.25 * Fv ' 10.0 .,,., ' 16% —. I (in 4)= ' . ,697.i • 11(in4)=55*M*L2/48*E*d= . .2.3.. • ' .,, 0% Actñàl . • . . Required r % Used S (in 3) = . - 11.2 S (in 3) =Mohient/ 1.00 * Fb = -. A(in2)='l.S*V/ -. i.op- *Fv 16.3 13% A (in 2)= 633 • - ... 697.1. . 14.8 .. 23% I (in4) = ' Ii (in4) 5*M*L2 / 48Ed = .151.2 . 22% 12 (in4) = (Mw/4+M/3)*LA2/E*d= 64.1 9% Project #: 161247 Date 6/16/2016 Cahf.Beam Calculation 49 . Beam No. . \4#. Description: Middle of garage 2 . r Span Length: i5 ft. Vr s. -. .. ,'•. - . 4 - 4. . '- .•, . Cant. Length: .3.75 -. Uniform Ditribdted toad: , -.+ * DL (psf) LL (psi) Tributary (ft) DL (p11) LL (p11) 'Total (p11) . 0 . Ro6f: ,- ' 20 • 20 0 /2 + 0 0 r Floor '14 40 3 2 /2 + 0 22.4 64 86 4 9 a Wall 14 '- 0 0 + 0 +. 0 0 0 Deck 14 io 0 /2+ 0 0 0 0 Self Weight p 19 8 19.8 Total= 42.16563 64. : 106.2 -: . . . . . - . Partially Distributed Load (At Cant ) $ + DL (psi) LL (psi) Tributary (ft) DL (p11) LL (p11) Total (phi) Roof . 2O •. 200./2+ 0 0 0 Floor: - "14 40 0 /2+. 0 0 0 0 - ,Wall: .14 .O.-: +0 0 0 0'• Deck: • 14 '40. ' 1.3/2± 0 9.1 26 35.1 Total = 9.1 26 351 Point Loads: ' -' • . ;- 4 --4 ..... 4-_• i-.-.4 - DL abs.) LL (lbs) Total (ibs) Dist from suport 1 (ft) Point Load 1 o 0 0 0 Point Load 2 (At Cant) 224 0 223:5898 3 75 Load Results: -;', .- . . •. DesigriValues: 3 4 Support i(lb) 674 Support 2 (lbs.): 1,672 '. . 4 . * Fb= 1350 psi Fv = 70 psi . Max Momi(ft-lbs.): 183' =-21.98in-k E= 1.6 xio6 psi Calc. Def. = 0.11 iii. . Allowable Deflection = L i/ 360 = in.. - . Allowable Deflection =.L2/36ciz -0-13 in. .- - Section Properties: .'. - . • -4 ., -•.t4 - . ••_• .S•. t L • . * - . . " . - • -- . ,- * -, - - w 0 - -I Pr6vide: .6.. - 12 ,- DOUGFIR-L#i I -'- 6 i 4 j4 ' 4. - - 4 4$ -• _•4 Actual :: : -11 ' Required ' . .% Used S -(in) = -- - - 121.2 - , 'S (in =Mment/. '1.00 * Pb - ,.. 25.Ô -.-' 21% A(in2)= - 63.3 ; ..'A(iri)=1.5*V/ ' -i.do-Fv 20.2 - - 32% I (in') = pt697.1. I1(ifl4) 5*M*L'2 / 48,E*d - .. - 151.2 . 22% I ' - 12 (in4)= (Mw/4+Mp/.3)LI 2/E*d ."' ' 73.1' iO% -eo - 4- "4.-. '5 • - '14 •' I I - 4 • - 4 -. Project #: 161247 I I1I Date 6/16/2016 * - L!I.IJ t Cant. Beam 'Calculation', . . . . Beam No 5 Description Rear of garage 2 ç, . -. Span Length: 15 ft. It t - Cant Length 2.5 ft '4 ; ..• . ' .-, . Uniform Distributed Load -. •L .: - . . . DL (psf) LL (psf) Tributary (ft.) . . 'DL (1t) LL (P11) 'Total(plf) . . Roof: 20 20 Ô /2+ 0 ' 0 0' . Floor: 14 40 3.2/2+%'O.,, p22.41 64 -. :86.4 ' Wall: 14 0 0' +. 0 0 0 O Deik:', 14 40 0 -/2+ 0 0 " 0 .• ' Self Weight.: -, . • 19.8. ,' '19.8 ' . . Total = 42 16563 64 106 2 I ''" - - ' •. - - I'_ . Partially Distributed Load (At Cant):4 - DL(psf'). LL.(psf) Tributar(ft.), 'DL(plf) LL(plf)" Total(plf) Roof 20 20 0 /2+ 0 0 0 . 4 0 , Floor: -''14 40 -* o/2+ -0. Q' -L.4 O . -. O'' ' Wall 14 O •0 + 0 - 0 0 0 • . ,,Dck: . 14 40 1.3 /2+ 0 ' 9.1 26. 35.1 . . . .. 'Total 9.1 t--.1,26• •35i.. 4 I _ ' - 4 .- . ., - I -. -. • w - Point Loads: ,', . . • • '4 -, ..-. '. - - 4. 4. -, DL(lbs.) ...LL'(lbs.) 4., - -. 4 . . '--. •. 4 .,. Total (lbs.) - Dist.-frdm support: i(ft) Point Load i: 0 - 0 0 r. - 4 0 • Point Load2(AtCant.):' '- 950 .-. 0 950 Load Results - Design Values • '' 'Support i(lbs.):4' 608 - Fb= 1350'. psi Support 2 (lbs) 2,287 4 - 2 . Fv = -170 psi . Max Moment (ft-lbs.): 2816 -. = 33.80 in-k ---- E= 1.6 x'i6A6 psi . - .. . 47 . . . - r - Allowable Deflection = L 1/ 360= 0.50 in. - - CalcDef. = , o.ii in. , 4Allowab1e Deflection = L 2/360 = ,o o8 in * Section Properties: Actual ,_- . .. .. . - Required ' - % Used S (in3.) = . - ;.. '121.2... S (in') =Momeflt/ 1.00 * Fb = 72.9 . 6o% A(iñ2) .. '.'- . 63.3 . A(in2)=1.5*V/. 1.00 *Fv..... . . 33.5 . 53% I (in4) 697.1 '-Ii (in4) = 5*M*LA2 / 48Ed = - .' . 151.2 .. 22% 12 (1n4) = (Mw/4+Mp/3)*LA2/E*d= 322.3 F 46% - . •1 S - ' •-' -•' ''b' • Project #: 161247 Date 6/16/2016 N 4 Cant. Beam Calculation 4 Beam No. . 5.1 Description: .Rear of garage 2 -, Span Length 15 ft r . .4 .. -.., •Si,-.4" , - '' ':. ' Cant Length 3.78 ft . Uniform Distnbuted Load: •. - . 4 . - .4 ' 4. 141 -DL(psf)- LL(psf) Tributary (ft.) DL(plf)' LL(plf) .Tota1(p1t ','20 '•- 20' -0 /2+ 0 0 0 0 Floor 14 ,-*, 40 3 2 72 + 0 22 4 64 86 4 ' Wall: -'.14. .00+0 0 0 0 . Deck:j 114* 40 0 /2+0 0 0 0' - Se1fWeight: '., -. 19.8 .- 19.8 .. •,' ,. ,.'.Tota1= 42.16563 64 106.2 ..f* Pa7r-tial1yDistributedLoad(AtCant.):..4 • - 4 ' . I' + '4 V " .. 4 • - 4 '4 DL (psf) LL (psI) (ft) ,Tnbutary DL (p11') LL (ph) Total (phI) Roof 20 20' 0 /2+ 0 0 0 0 Floor 14 40 0 /2 + 0 0 0 0 Wall .. ,'14 0 0 + 0 0 0 0 * Deck 14' 40 13 /2+ 0 91 26 351 Total = 9 1 26 35.1 Point Loads ' . DL (lbs) - LL (ibs) Total (lbs) Dist from support 1 (ft) PointLadi:' -" '0 . 0 - 0 0 Point Load 2 (At Cant) 4924 0 -, * 1923-59 3.75 . 4. 4? '-.'" .-.-:.• ---..• 4 Load Results Design Values .1 * y.'.. aSupport1.(lbs.): 249 •. . 4 Fb = .1350 psi Sij(1bs.)' .3,797- •' "! ... Fv= •,170 psi Max Moment (ft-lbs) 8207 = §848 in-k E = 1.6 x 10"6 psi Allowable Deft ection= Li] 360= 050 in Calc Def. = 0.11 j ' Allowable Deflection = L 2/ 360 = 0 13 in ' , .' Section Proterties - 4' . 4' 4 .I• - 4 - ,,_ _ r * *' . - • - 4. . 4.• ._ ___•. . . . * 4 '4 • - 4. _,4 • .Provide:. *1* -'6-x .12 - - . 4, -- . . ' 4' • . : OUGFIR-L#i . . Actual - '. - Required' " - . % Used' S (in 3) = , 171.5 S (in 3) =Moment/ :,' 1.25. * Fb =. 80.0 • - _47% A(in2)= __-..5 . _ 73.5 -A(in2)=i.5*V/1.25 *Fv _•...52.5 p71% I(in4)- ___••1200.5 • ,.I1(in4)=5*M*LA2/48*E*d= _'i __• _-89.1 % 5 -. - - 12(inT4),=(Mw/4+Mp/3)*LA2/E*d=._1095.7 " 91% -4 - * • - .1_.•- - S - - Project #161247 Date 6/16/2016 EI Cant. Beam Calculation - :- - '. - .,. ,•. • - {•-. -- 5- -* Beam No. 6 Description: Rearof floor . stairs, plan .•-- - i Span Length: 7.5 ft. . r - -: . Cant Length 7 ft - . Uniform Distributed Loa d:, . . . - • SI - DL(psf) LL(psf) Tributary ft.). 'DL(plf) ,• -,, IL p1f) Total (p1f) Roof: -• 20 .20 .15 /2+s-1 165 1 i P 165 '330 Floor: 14 40 0 /2+ 0 0 0 01. Wall: •, 14 0 20'+ 0 273 0 i 1 273 .., - Deck: .... 40 0/2+0 .-O 0 '.- 0 . Self Weight: - . • .23.0 - -'23.O. S. •. . Total =, 460.9688 .195 '' 626.0 . . - - 1- . Partially Distributed Load (At Cant.): -. . . . .. . DL(psf) LL(psf) Tributary DL(plf) (ft.) . LL'(pl±) Total(plf) . Roof: 20 20 • 18 •/2 + 0 180 180 360 Floor:' . 14 '40 0 /2+-o 0, o ' 'r '0 5 . . Wall: . 14 0 0 . + 0 • 0' 0 0 - Deck: 14y 40 0' /- 0: 0 - o . -..- .o - - . . Total = - 180 180 . . 360 • . - . ... . . . PointLoads:. •?. .14 • - DL (ibs) LL (ibs) Total (ibs) F Dist from support 1 (ft) - PbintLoadl: .• Q 0 . 0 0 L Point Load 2 (At Cant.): •0 ., ' .. o • - - . 'p..' I • - I .. ..' :.- • - Load Results: . . . Desi Values: - .- . .5 I_•t I. - .5 _5 5. Supp• ort 1 (lbs.): -873 . .' . S Fb = .. 2900 . psi Support 2(lbs.): 12,470 ' .. - '. S Fv= . 285 psi Max Moment (ft-lb S.):24156 = 289 87 in-k E = 2..0' x i0'6 psi .."'Allowable Deflectiôn= Li] 360 =' 0.25 in. ' . Calc. Def. = 0.02 in. Allowable Deflection = L 2/,36o = 0 23 in . .. . Section Properties:. . -. . - - -• - . - - •. . S 5•• V•• 1. • 4 V. 1 Vfr - -t Project #: 161247 41 ' Date: 6/16/2016 -J j ' Caiit. Beam Calculation 4. ,. .• . V4 . ... S - -' . . Beam No Description Left of stair deck, floor level SpanLength: -.,. 6.5 ft. .-.'. -- - Cant Length < 75 ft - , p.,.., • I Uniform Distnbuted Load: 15. - 4 0 - DL (psf1.) LL (psf) Tributary (ft) DL (pif) LL (p11) Total (pif) 1 1 1 20120'..0/2+ 0- 0 0 .0 . Floor 14 40 0 /2 + 0 0 0 0 14 0 0 + 0 0 0 0 -Deck:..14 40 13 /2+ 0 931 266 3591 Self Weight: V.... .. .. 7.7 7.7 V - Total= 1696625 266 436 PartiallvDistributedLoad (At Cant.: S V k 4V5VV DL'(psf) LL (psf) Tnbutary (ft) DL (p11) LL (p11) Total (pIf) - Roof. . 2O 20 0 /2 + 0 0 0 0 s' F1oOI: 40J0, /2+ 0 0 VV0 - 0 Wall ' 14 0 -. 0 + 0 0 0 0 Deck 140 0 /2 +' 0 0 0 0 V V 'iZ4 Total = V•V ..•,,'? V, - 0 0- 0 V V " 0 - V V S •. 4_ ..•• S •V. V . .1s.- -. S DOii'it. I . Point oau. S V V t -V. V' 5',- V S . V LDL (lbs)' LL abs.) ' Total (Ibs) Dist from support 1 (ft) Point Load i, ,. 0 - 0 0 0 Point Load 2 (At Cant) ' 0 -' 0 0 0.75 $5 - V •S V V - - V V V.'V • - V Load Resilts ' V V 'Design Values ( - , •• V • V V •$ V ,, - - :- VI . SupportiObs.): ..14O'- V . Fb= 2325 . psi V Support 2 (1b) ., i76. . Fv= '. 285 psi Max Moment (ft-lbs) f. 224 = 2 69 in-k E = 1 6 x io"6 psi * Allowable Deflection = L"1/; 360 = , 0.22 in Caic Def. = 0 00 m a t Allowable Deflection = L:2 / 360 0 03 in 4 Section Properties — — - V Actual V V '' Y • • V Required .., V % Used S (in 3) 57.2 V f.S (in') =Moment/ 1.25 *Fb 0.9 - . .2% A(in2)= . .24.5 . .. A(ir12)=1.5*V/. L25 .*Fv =. - •. 0.7 . 3% I (in') = 400.2 Ii (in4) = 5*M*LA2 / 48*E*d = 5.2 •. . 1% — 12 (in4) = (Mw/4+Mp/3)*L 2/E*d= 0.1 0% Provide:*- 1 — ,, 1 75 x 14 SCL — I 0 4 -V. - . . . Actual -.- - - Required o . "-' ' - . % Used- - S(in3)=A' • 171.5. S(in3)=Moment/ .1.5 *Fb= - 31.0 . A(in2)= - - 73.5 •- A(in2)=1.5*V/ ' 1.25- *Fv ± 65.9 - - ! 90% I'(in4) - 1200.5 . I1(in4)=5*M*L/s2/48*E*d . . 0.2 , 0%. 12 (in4) (Mw/4+Mp/3)*Lfs2/Ed= 60.6 P. .,- 5% S 4 4 Pro ject# 161247 Ipill -Date: 6/16/2016 4 - ( Cant. Beam Calculation w - - - Beam No 8 ,;._( Descnption Right of stairs floor level Span Length 3 ft 0 .--: Cant. Length: 0.75ft. . . niform Distributed Load: Uniform .. . . • I A . DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (pif) Total (p1±) O Roof 20 20 0 /2 + 0 0 0 0 i:Floor:. 14 400/2+0 --.0. 0 - a 0 Wall: 14 0 -- 0 + 10 0 . 0 0 Deck.: ' 14 4b .0 /2 o o . . 0 • Self Weight: . - - .. - 23.0 . . 23.0 Total= 22.96875 . . 0 • 23.0 4.. 4 • . . . - - • • Partially Distributed Lbad (At Cant.): '. 0 DL (psf) LL (psf) Tributary (ft) DL (p if) LL (pif) Total (p1±) Roof: -- 20 20 0 /2+ • 0 - 0 -o 4 0 Floor:, -'-14.- 40 .O /2+0 .O 0 0 Wall: •.14 ,:oo.+ 0._ o o Deck: - - 14 40 0 ''/2-+, 0 0 Ô 0 Tota1,=o- _.o. ,0• Point Loads , -: - - . . 4 . ,-(•_ DL (lbs.) LL (lbs.) . Tota1(1bs.Y . Dist. from support 1 (ft) - t Point Load l: -.o 0 '0 .--- 0 . -. Point Load 2 (At Cant.): 12,470 . 0 12470 ' 0.75 - • .. . . Load Results: • . . . "Design Values:, • Support 1 (lbs f -3,085 Fb = 2900 psi • .. Sup5ort2(lbs.). 15,641 -. Fv-.- 285 psi 1Max Mornent(ft-lbs.):- -. 9359 = 112.31 in-k • . E = 2.0 10A6 psi • - Allowable Deflection = Li/ 360 0.10 in. . Calc. Def. =-. 0.00 in.- . Allowable Defl6cti6n = -L 2/ 360 = -0.03ir. --. .. — w .: . • ,- , . - . Section Propethes. - , -- -4 . t '4-.. ..- . -A - - 4.- .. - - -. - ' Actual. -. c--:- .. Required . . Used --% S(in3)= - 57.2 •. S (in3) =Moment/ 1.00 *Pb...' • 5.0 9% A(in2)= '-. --- 24.5." A(in2)=1.5*V/ - 1.00 - *Fv.... . 2.3 - -400.27 - . I(in4)=5*M*L.4 24/48*E*d= . . 33:6 ' '- - . '8% - -. - '-4'. _.4'_;, - '•.; .'.-. '-.. - - Projéct#: 161247 ' Date 6/16/2016 ENI B€ai/Header Calculation Beam No Description Rear of back hail - Span Length 41 10 ft.", ' Uniform Distributed Load: . -41 - . . DL(psf LL(psfY Tributary (ft.) .. 4 DL (plf) LL(plf) Total (plf) 4."Roof- y-;20. . 20, 0 /2+' 0. 0 0 ', 0 ' ' Floor L. 14 40 3 /2 + 0 9 31 26.6. 91 -:''-wan:,. 'O.+ 0 'L14'O O 0' 0 'Deck - 14" ' 40 11 0 /2+ 0 0 0 0 Se1fWeiht. .- . 77 7.7 Total= 16.9663 26.6 . 43.6 ' •- ,.-•... * .-,- - 4'44_. .44s ,.. - - Partially Distributed L6ad:. -•'-,• '..-I --, - . 'Distance from support i = 2.3 a S .4 '4'. 4 4••• a '. .4 • .•-'4' -DL(pf) LL(psf) Tributary (ft.) • 4 5.- - - DL (plf) LL (plf) Total (plf) '44 Roof ' 20 20 4..1 0 /2 + 0 0 0 0 Floor 14 40 '1-3 /2+ 0 9.31 26.6 35-91 Wall ., 14 0 o + o 0 0 ! o Deck 4" 14 0 /2+ 0 0 0 0 b• I Total = 9.31 26 6 35-91 S - -:- - •' •• -- 4 5 •' 4 , S •%' - -' • .- i'-- -e- '- ',- - • - . _44_• -S 4' Point Loads •- r,. r- ', • DL (plf) - LL (plf) Total (p11) Dist from support 1 (ft) Point Load 1 '- 200 - -0 200 2.25 1 Point Load 2 - ' 0 0 0 0 Load Results :,'e. Design Values Support i(lbs) '-, 445 Pb = 2325 psi Support 2 (Ibs) 272 , s '% Fv = 285 psi * Max Moment (ft-lbs) 965 = ii 58 in-k E = 1 6 x io"6 psi Allowable Deflection = L / 360 = 0 33 in Caic Def = 0 03 m 0 Section ProDerties T" .- .. •:'-z.44. #. '4'. .,.4 4-- I #. 4 - • 4 Provid 175 x 14 - SCL 0 - ' - AD * 444 4.S 4 4 49._4;r ,•5 '4•4.* ) 12 - J .4 4-. -*••_ 4. - •4• ,• 4. •t*t4. k .4 - ... * • - .4 4. • • .' .' . ' .Prbjéct#:161247 INI Date 6/16/2016 Beam/Header Calculation O Beam No. 10 Description: -Rear ofbed5. ,• 4 .4 - I • Span Length: - 9ft. : - . - * • . . . w 1 Uniform Distributed Load I *(pSfY LL (psf) , Tributary, (ft.) 4DL(plf).. ' LL (p11) Total (p11) - Roof:20 20. 6 /2+1 80 ' 80 '. 160--, Floo • 14.- 4O,O/2+,O o * - 0' . Wall: .. 14 0 * 6 + 0 84 .84 - Deck: 14' 40 - 0 /2± 0 * 0 O 0 Self Weight: .•. 7.9'7.9 Total = 17l.93 80 251.9 ' . • * ' Partially Distributed Load:.. -. . . Distahce from -support 1 = ,.- 0.0 -,. • . , '4 . ' '• - * '-' • . . DL(psf), .LL(psf)"Tributary(ft.) DL(plf) LL(plf) Total(plf) Roof: '20 . 20 0 /2 + * 0 '0 ).. 0 * * 0 * - Floor 14 40 0 /2 + 0 0 0 0 Wall 14 0 0 + 0 0 0 0 Deck: * 14 4o /2.+ o•.O .O - * 0 4* . Total = 0 0 0 * - . Point Loads: -' . • '' .-. * * ., • DL (pi LL (p11) Total (plf) Dist from support i'(ft) * Point-Loadi: - 0 0 'o " , 10 k- I • * Point Load 0 '- •. 0. * - • * 0 * Load Results: . - - * - Design Values: '. • 4-- 4 * . -•.-4 -t, -'-.-' *4 ,. * , Support 1 (ibs) 1,134 Fb = 1170 psi Support 2(lbs.): 1,134 .. ., ' , •, -. Fv= 180 - psi 0 Max Moment (ft-lbs) 2551 = 30 61 in-k E =, 1.6 x 16'46 psi Allowable Deflection= L/ 360= , 0.30 in. . ., . Câlc.Def.rr -: 0.21in.- 'Section r Properties: . - . . . : . * • *J .e * .4 : •- j ,4-.- . * - 4 - Actual - '. ••' Required 4 . %Used 0 • .. S(iñ ° r 3O. 'S(in3)=Mô1ent/4'5 *Fb= 20.9 68% * * A(in2)= • - 25.4 - ,... A (in 2)=1.5*V/ - ¶1.25 *Fv'= 7.6 36% ' - - I (in )= •' - . - iii.i * I(in)4-5*M*LA2/48*E*d= - ' . 77.5 - 70%.: • Actual' .. . .• . . Required - - % Used S(in3Y= ... . 51.6. - S (in 3) =MOM ent/ • .1.25 Fb • u.8 - , 23% A (in 2)= 41.3 . :s..A(ifl2)=1.5*V/ . •1. 25,.::.Fv= 47 ii% I (in4) = " - 193.4 I.. j (in4) =.5*M*LI'2 / 48*E*d = • 56.1 29% -...' . . ...'. U 1: Date', 6/16/2016 16 Beam/Header Calculation • 4. • . .. Beam No. ii Description: Front of front porch 'Porch • .•. S - . A " : Span Length 10 ft Uniform Distributed Load L • ' 'DL(psf)' LIJ(psf) Tributary (ft.) DL (pif) LL (p11). Total (plf) . 20 20 4 /2+ .1 ; 60 60 120 F1oor: 14 ., 40 .O' /2+ .0 0 0 0 c all 14 . 0 0 + 0 W .t 0 0 0 c Deck 14 40 0 /2+ 0 , 0 0 0 oil Self Weight 7 -' .. 12 9 12.9 Total= 728906 60 1329 0 Partially Distnbuted Load . Distance from support 1 = 0.0 L DL (psf) LL (pf) Tributary (ft) DL (p11) LL (pif) Total (plf) 0 Rdof:- ; /2+ 0 'b O, •- •' 0 ,Floor 14 40 0 /2+ 0 0 0 0 Wall 14 .,0 0 '- + 0 0 0 0 Deck 1 14 40 0 /2+ 0 0 0 0 2,Total = 0 0 0 4 J 4.' ..•J I' a Point Loads. -, .5 4 .__*- . . ..-•' . . S S . -. - - . . S ' ** • DL (p11)' LL (p11) Total (p11) Dist from support 1 (ft) Point Load 1 o' . 0 0 -' 0 Point Load 2 ?o o , o I o I - - Load Results: .;' 4 ; DesigLi Values: 4- ' . S - - *-•- -,'-.- - 55 .- . Supporti(lbs;):[ 664 * -' - . • Fb= 1350 psi Support 2 (lbs) 66i ' Fv = 170 psi Max Moment (ft-lbs) 1661 =19.93 in -k E = 1.6 x io'6 psi Allowable Deflction = L / 360 0.33 in .,$ Def. = o 10 in. a Section Properties. • .. - S .. 01 p. .• • - .- -.5 4 '- - . - •*' . - ..' • Provide c= i-' 6 x 8 DOUG FIR-L#i '5 I , Jr -Y " 14 -. S -• * '.*' 0 ...• - . •'.. . 4 $ - 5. - - - .- -'-5' ..•S_ • .5 . ' S.. -• . - 5 - . - - 41 4 - - . - • . ', : '- Próject#: i61247 Date: 6/16/2016 IN1 Beam/Header Calculation Beam No. ii.i Description: Right of dining room i . . - . Span Length: . . Uniform Distnbuted Load • . . ;. DL (psf) LL (psf) Tributary (ft.) "DL (plf) LL (pif) Toial (pif) Roof: . 20 20 22 /2.+ 2 , 255 255 510 V . 1 .• . . Floor: 14 40 . 0. /2:,+ Q, * 0 4 •V 0--, , , 0 O Wall 14 0 0 + 0 0 0 0 Deck: 14 40 .O/2+,O 0 -O. ,. 0 S Self Weight: , ' . .. . .. . 10.1 . . . 10.1 • ' Total = 265-117 255 520.1 • pS .. t _ 1 1 . . . - , V $ Partially Distributed Load: V Distancefrom support 1 = . 0.0 • V . DL (psf) LL (psi) Tributary,(ft.) DL (ph) LL (p11) Total (p11) Roof: , 20 20 0 /2+ 0 .' 0 0 * 0 . -V. * V Floor 14 40 0 /2 + 0 .. . 0 V Wall: 14 0 0 + 0 - 0 ,. .. 0., t Deck: .k14 40 0 /2+ . . 0 0 V - - Total= 'V .0 ..:; 0 .VO pointioas: V,. . DL(plf) LC(plf) . Total(phfT) - J. . Dist. from support i(ft) - Point' Load 1: V 0 0 - '0 -. 12 -. . Point Load 2: ' 0 - 0 V-V . . ., . I• ' V V Load Results: V DésignValues: V • , . Support i(lbs.): 2,080 V -. - V V - ;. Fb= i080 psi V • Support. z abs.):-.'2,08o ..: . - Fv'=' '180, psi Max Moment (ft-lbs.):: 416i ' = 49.93 in-k / 1.6 x1oA6psi . . Allowable Deflection= L/ 360=' 0.27 in. V ". Calc. Def. = Vi 0.13 in. , V * - 0 Section Properties -. As V '' - - -. V •' Actual , -'V Réuired . . %Used . S (in 3)= V* 99 V S(in)=Morent/.r'i:251V. *Fb=' . 37.0 • . 74% - - 5 . A(in2)= " 32.4' A(in2)= i:s*v/ . 1:25 - *Fv =. V - 139 - 43% :230.8 V I(in4)=5*M*L/,48*E*d= :. '112.3. •49% V L Actual ". '. - ,': -: . Required . % Used S(in3)=' ' .114.3 .'"S(in3)=Moment'/.. 1.25 .*Fb= - 20.0. ' - 17% A(in2)= . . ' • '49.0 ,,55sA(in2)=1.5*V/ 1.25 *Fv =,,," 7.8 16% 800.3 , I(in4)5*M*LA2/48*E*d= - '177.1 -- . 22% - Pro ject# 161247 Date: 6/16/2016 INI Beam/Header Calculation 5.-.-. - Beam No., '- ; 12'"' Description: Left of bed 5 p ' " 46 - '' ' Span Length f6-5, ft 4 .5' .' - -,, .5 .-' -• " jk S S UrnfoiEm Distnbuted Load 6 U " DL (psf) 'LL (psf)' Tributary (ft.) DL (p11) LL (p11') Total (p11) Roof. 20 20 12 /2 + 1 140 140 280 Flodr: ;-:-i4 '40 '-0 /2+ 0 - 0 '0 O Wall: " 14 -' O' - .'4 + 0 56 • 0 " 56 ' Deck 14 40 /2"+ 0 0 0 0 Self Weight : ' •, '.',, , 15.3 15.3 Total = 211.313, 140 351.3 ' ,# •. '; '•5S' - . •• 5 , 54 5'"'', .• Partially Distnbuted Load ' ' Distance from support 1 = 0 0 * • •' DL (psf), LL (p'sf) Tributary '(ft.) DL (p11) LL (pit) Total (plf) . U Roof L ' 20 20 0 '/2'+ 0 0 0 0 Flodr:'"-',. 44 40', ''0 /2+ 0 0 -''0 0 Wall 14 0 0 + 0 0 0 0 0 Deck 14 40 /2+ 0 0 0 0 - '•. Total = 0 0 0 Point Loads: U 's" S ''_'•-- '' '- S' ,,;, ,• ' ' - ' , DL (pit) LL (pit) Total (pit) Dist from support 1 (ft) Point Load 1: ' ' 0; 0 0 , S 0 , Point Lad 2:' '0' ' ' 0. S 0 0 , , •. _: S ,S - •,,5 '•,_., 5 S ' . . ' ' ' S . . Load Results: , ,- .,4 'I ' ' , '.• ' Design Values: Support 1 (lbs) 1,844 Fb = 2325 psi Support 2 Ohs) 1,844 Fv = 285 psi . MáxMonient(ft-lbs.): -'4842 = 58.10ifl-k ' E= i.6 xio"6 psi Allowable Deflection = L4/ 360= 0.35 in , Calc Def. = o'08 m Section Properties: •' " •. - t . " 1 '-'' • ' , ' '.- ' ' I'S . 'S ' '5 *'' S '.5.- .• .15-' , I - -' -. ' . • . _: .. - - - i ','•'•• 0 ,i-'5 .,,• S ' ' 5•- - Provide ' 1-".-"3 5 X 14 - SCL ' 4 * U - S - • •.' .5.'. - • - '_ - . • • '' - S . 5's, ..,. ' - . • ' • 4 I • 16 55 4 5 '-i. ..' ;4 I • -'-,i:' ., i ts Actual . - - . .. .. Required , - .. - -. . - % Used S (in 3) = . ., 57.2 S (in') =Moment/ -- 1.25 * S3 - 4.6 - .8% A(in2)= 24.5 . A (in 2)=i.5V/. - 1.25 *Fv . .5.2 . .. 21% I .(in 4) 400.2 Ii (in4) = 5*M*LA2 / 48*E*d = - 0.4' 0% - - - - 12 (in4) = (Mw/4+Mp/3)*LA2/E*d= 20.8 . - 5% .1 - - . I • .- - . - - . - 1 * • ... I .- . Proj6ct V 161247 ENI Date 6/16/2016 n Cant. Beam CalculatioOr • -eamNo.--. i - - Description Front bfgreat room - S -r SpanLength: - .- 4.75 ft. - '1 Cant Length 225 ft Ur -. Uniform Distributed Load: 4 DL (psf) r LL (psf) Tributary (ft.) DL (p11) - LL (pif) .5 Total (pif) Roof: 20 . 20 0 /2 + 0 0 . 0 0 * Floor: 14 40 0 /2+ 0 0 0 - 0 .Wall: - 14 0 0 ± 0 - 0, 0 - 0, Deck: 14 40 0 /2+ . 0 0 0 0 Self Weight: S . fr ' . 7.7 . 7•7 .5 . .Total = ' .7.65625 0 7.7 - - Partially Distributed Load (At Cant) .4 5, • DL (psf), LL(psf) Tributary (ft.): DL (p11) t LL(plf) Total (p11) -Róof: -20 2o11/2±, 1 130.'130 260 .: Floor: 14 40 . .1.6 /2+ 0 . 11.2 -. -: 32 4.43.2 - Wall: . 14. - 0.. 9 ?.1- 0 126 . 0 . 126 Deck: t-14 40 0/2-F 0 .-0 . 0. 0 0• . . Total = -: 267.2 162 -4 . 429.2 . . - Point Loads: * . • • - . - l I • .-L I.- -. • . - . -- DL (lbs.) LL (lbs.) Total (lbs.) Dist. from suJport i(ft) 7 - . Point Load i: • 0 0 0 - 0 Point Load 2 (At Cant.):. o 0 • o . 0 . 5 • Load Results: 5, ---5 -. .- besignValues- Support i(lbs.): -215 . . Fb= 2325 pi . . "Support 2 abs.): 1,234 ., Fv= 285 psi Max Moment (ft-lbs.): 1106 = 13.27in-k E= . i.6 xio"6 psi -. Allowable Deflection = Li! 360 = 0:16 in. I Calc. Def. = 0.00 in. - • . Allowable Deflection .',= 2/ 360 = 0.08 in-. - Section Properties: 4. 4 - - - ,•_. -5-. S . S + .: •.. S ' ' Project #: 161247 4 Date 6/16/2016 N;: 10 Discontinuous Shear Wall & SupportingBM Design Per ASCE 7-10 12.4.3. j • Shear Wall Point LOad on Beam I O 5 Left ofbed2 . ' -T Will Length: 0 Seismic: . . ' ' •.' O. 2.5 Per Table 12.2-1 'Sum: 10.8 Load = 4.73 psf * 15 ft * 10 (ft/2) = 355.1b 10.8 - Load = , . 4.73 psf * + 21 ft * 16 (ft/2) = 795 lb , 0 Load= 473 psf 11 ft* 20 (ft12) = 520 lb - Load = •- 0.00 psf . 0 ft * 0'(ft/2) 0 lb I - Shear V (QE) = 1,670 lb Em = 0QE = 4174 lbs (Per 1'2.4.3.1, Equation 12.4-7) Shear Wall4Typ(is from the Original Shear WaD Calculation 5os = 1 00 '- .. . . . . . . S :. "Provide: '.,, Type 6 Shear Wall with SPN at 4 0/c Load at Wall (Em)=. . . ..'' 4,174 lbs . Wall Height 9 ft. . y•. - Moment Arm= ..- •1 1675 it . 0 T M = ' 37,568 , ft lb Total Down Load = 3,495 lbs (Use at Beam Design) . , ,. ..• . . ,.. . I;. . . . . . . . 4 .., - '4 . .• ._'_•I, -,'j -. . ., 4 - . . Supporting Cant. Beam Calculation — .4'-t .'; +, , '-S '.• ... -- . 5,. .. ,, 4 '•-0 , ', - - ,., . ' -S,.t. , . Beam ' 13 44 Description Front of great room Op - . Span Length Jft 0 • .- . . . .. - . '. , .t. S 54 •. - - S & Cant. Length...........2.25 ft.., . W -S . ,- ..-. - .__"4• .5 .-. -. S •. . - 45 . '- •44 4 • . • I, S . . . Uniform Distributed Load DL (psf)" LL (psf) Tributary (ft) DL (plf) LL (plf) Total (plf) 0 ' Roof ' ' 20 201. 0 /2 + 0 0 0 0 ' Floor: '''.i4,..'4o., O/2+ 0 , 0 0 0 Wall I 4 14 0 0 + 0 0 0 0 0 Deck 14 40 0 /2+ 0 0 0 0 Self Weight 77 77 Total= 765625 0 77 0 r I' S . " •• , . tartia11y Distributed Load (At Cant.): . DL (psf) LL -Tthbutary.(ft.) . DL(plf) LL (plf) Total (plf) 0 Roof " 20 i- 2O 11 /2*, 1 130 130 260.- Floor 14 40 1 6 /2 + 0 11 2 32 43 2 ,- 9 + '0 126 0 S .' '126 Deck - 14 40 ' 0 /2 + 0 0 0 0 '• .'"' Total= 2672 -162 4292 0 r -' f- 18 ,'_ ,e,yt SS.• t - 5' '4 0 S 0 -' 1• -•. • . ,i , . . . ., - 5'- • . ActuaL .• - - -t Required i % Used S (in 3) = - - 57.2 S (in 3) =Moment/ 4i.6o *12 • Fb = 28.9 51% A(in2) = . '. 24.5 A(in2) 1.5*V/ '' i.6o *1.2*Fv= - 19.7 - 8o% ,I1(in4)=5*M*L'2/48*E*d= o:4 - • . 12 (in4) = (Mw/4+Mp/3)*LA2/E*d= , 128.3 . -. .. 32% ' - . 1 w - - - 's-. ''4 1 ., •. 4 '• . , • Project# 161247 : Date6/16/2016) "• 4, Point Loads: • DL (pit) LL (pit) Total (p11) Dist fr6m support 1 (ft) PoiitLoadi: -' .0 ' o o'\'.. • ' Point Load 2(At Cant) 0 0 0 0 . ..Shear Wail above (At Cant.): - - •. 3,495 2.25 - - ' •-- . - -' - .LdResults: - - . .• , ' -'. . -- gnVa Desihies: - -4 - p , • •..- 4- 4 . .. 4 . 4 .-.- V. 5 Support 1 (ibs) -1,472 ' Fb = 2325 psi • "• . Supp6rt2(i13s.): 5,995 ... Fv= 285 -, psi - Max Moment (ft-lbs.): 896§L -iO7.63iri7k' ' -'- E=. 16 xio'6 psi Allowable Deflection L1/360=; -0.20 in. ' L . - Ca1c.Df.= o.00in. : Allowable Deflection = L 2/36o = o.08 in 04 Section Properties: '• 4..è. .. • • Providë 1 1.75--'. x 14 SCL 0 - - . - .• . * - ' ' - : .° - .•• • • V ' V '. . - --. . p 4 Ahl :- - V. 4 - -V - • -. - .4. '4 . 'V S . .4 V - . . . - -. - .. . . V - - V • • - - - . V • - - . • • .'- - : -- -- -, . -' '- .4- V V •••I - 0 4) 4 . - -'.4 - 4 I- ' - '• - . . . - ' - •- . . - 0 - - • - 4, . • - 0 4 45 V • - -- . .. ' ': - . - . - ' .. - . . 0 ). 4, '- -t. , _ - .4 4- 0 •- --- - . . • '_ .s t,- 4 4 Vt - PV -4:•4' -', -V. ' - -V -. -' - . . - V# 4. V. 44 3- 41 Ij 4 44 p 44 S ) t V V - • - , . I - -, . -• 19 -' - - # V . ' - V4,• - -4. V , - V * • • V 4 ' V - ., ' . . V -. Actual ,. • '.. .- Required % Used S (in 3) . * 49.9 S (in 3) =Moment/ 1.00 * Fb = '35.8 ...' 72% A(in2)= .32.4' . ;A(jn2)1.5*V,/ , i.00 *Fv 17.9: 55% I (in4) = -. - 230.8 I (in4) = 5*M*L2 / 48*E*d = 65.3 . . • 28% - ; •:• Project #: 161247 II II Date 6/16/2016 • !4 4 - Beam/Header Calculation - - r . -. . Beam v. , sc Deriptrn:-- nLeft of great room . . . . . ,. SpanLengtli: 6ft. - . ..•1 , ,• 4 Uniform Distributed Load p 4 DL (psf) LL (psf) Jnbutary (ft) DL (pH) LL (p11) Total (p11) 20 20 ,2 /2+ 1 .40 . -40 . 8o 0 . F1oor:4 -14 40 .'i8/2+ 0 .126 360 . 486 . Wall i 14 , 0 9 + 1 140 0 140 — Deck 14 4O 0 /2 + 0 0 0 0 Self Weight: '-; 10.1 ioa y. Total= 316.117 4OO 7161 . 4_S 4 Pathally Distributed Load Distance from support 1 = 0.0 ' r * . - DL - . 0 DL LL Tributary (psf). (psf) (ft.) (p11) LL (plf) Total (p11) -Roof * '20-'i-,1'04420 /2 + 0 0 0 0 Floor 14 40 k 0 /2 + 0 - ' 0 0 0 Wall ' 14..t- O V a o + 0 0 0 0 0 Deck '14 40 0 /2+ 0 0 0 0 Total = 0. '0 0 4 •' ••• •,•• ••• •4'*'•-•4 44S • .•• ! . . '• -, . PointLoads: 5- - - A. Dist:from (ft) DL LL(p11) . Total (pif) support i , 4 • Point Lbãd i:. o' ,'. o' 0 • 0 • PointLoad2:Y o '•- . '0 '-•'c--...• •1•. .... . 0 '. o ' •--•' Load Results: : - i"- Design Values: . ' . . :•--. , Support 1.(lbs) 2,148 .. Fb= 1080 psi % ,• - Support(lbs.): 2,148 . . ' . Fv= 180 psi 4Max Moment (ft-lbs) 3223 38 67 in-k E = 1 6 x io"6 psi A1lowab1eDeflècti6hr L/ 36O 0.20 in., . ' Calc.Def.zrr 'o.06 in. ' tO Section Properties: - . ." . :- • '. ' S. - •' - •.. - :--- • -. • . 4 ' I - •'• - ' - ' - -' - - . . - .5- . - . . - . . • '4.' 1• Provide 1 - ' x 10 DOUG FIR-!L #2 I 4 t . 0 L 4. S "4' •' - -'.5- .•,.I- •• t- . .1 ' - . •'- I... - .- 5 .-- . --S - .• -S.'-,.. .' - - - -S - • -.5- ; .' - - '-5-- - 20 - ' .- • ' •11 t • •: . - .4 • -, 44_.'__ - . -. '' • ' -'.t'' •,, . .5- •.• .s4 •-4:.. - 4 5 _.S' "4,. . .' -- . I . ..-';4.,' .. . -, - -. , -. 4 - .5 •'--. . '.i'• "'- - ' . ,s 5 5 4 .5 - -. "-L'.- . p.. t r V 4• .t. 'V •' •t '1 - S lj • Project# 161247 NI Date 6/16/2016 F Cant. Beam Calculation , Beam No )Description Middle of great room • W - - - - SpanLength ' 1525 ft . - — . Cant. Length: 2.25 ft. .4. . F Uniform Distributed Load: - * - 4 - -.• '. - .11 DL(psf) LL(psf) Tributaii(ft.) r-DLp1f) LL(plf') Total(pll) • .•Roof: -.20 20 0 /2+. 0 0 . 0 '- . '0 • -. -.Floor: 14, 40 3.2 /2+o 224 64 86.4 Wall: 14 0 0 -+ 0 0 0 0 Deck: . V 14 40 0 /2+ -0 0 0 0 Self Weight V 15.3 . 15.3 Total= 37.7125. . -64 -101.7 V . - - - V •V • - - Partially Distributed Load (At Cant.):., •- - -S - • ,r. - . . '. - . • - DL(psf) LL (sf)- Tributary (ft.) j DL (pif)- ALL (p11) Total (pif) V ,Rof: '920 'V 11 /2+ 1- 130, 130- 260 W Floor:. 14 40. 0 /2i-0 0' '0 0 V Wall:- - 14 0 9 + 0 126 -ro - 126 -• Deck: 40 ' 0 /2+.o 0 ., . 0 ' . 0 .S -V , . . • . * . Total = 256 130 386 V Point Loads 1 • V DL (lbs.) SV' LL (lbs.) . Total (lbs.) Dist. fron'i upport 1 (ft) V Point Load i: V V 2500; 0 V 2500 * 11.5. Point Load 2(At Cant.): o - .. 0 . - o 0 . 'Load Results: , . *. ' V Design Values: • Support 1 (lbs) 1,309 a Fb = 2325 psi 0 . Support 2(lbs.): 3,839 ' . Fv= ' 285 Vpsi - MaxMomentft-1bs.):' '8922 =V107.07ink . E= 1.6 xio"6 psi V • . . "Allowable Deflection = L i/. 360V= ' 051 in:- V V V Caic. Def. = 0.34 In. V V V Allowable Deflection L 2/' 360= 0.08 in. ' V Section Properties:4 . 4 1 V •. . V - -V I V 4V Actual V ' V Required V V V % Used S (in3) = V V V • 114.3. . S (in3) =Moment/ V * = V 46.0 V 40% A(in2)= V 49.0. V VV A(in2)=1.5,*V/ V 1.00 *Fv 20.2 41% I (in4) = - 800.3 V ' Ii (in4) = 5*M*LA2 / 48*E*d = •.. 532.7 ' 67% V V V V V 12 (in4) = (Mw/4+Mp/3)*L2/E*d= 23.2 V V V 3% -.' •*_ VV V VV: V': 4V V_ V V V V OIl "Provide: 1 3.5 -.X V SCLV. 1. ' V V - - •V V V V V : 21, 0 - . -V. - ' .k ' IL 0 Project'#:161247..'. Date: 6/16/2O16 : : - I Discontinuous SheirWall'& Supporting BM Design Per ASCE 7-10 124.El l Shear Wall Point Load on Beam .: 5 Left of bed 2 ::. . ' Wall Length: Seismic C) = 25 Per Table 122-1 Sum 108 ...iLoa -770.8 d= p... •4.73psf -15 .ft* . 10 (ft/2) = . .355 lb '- .:.Load=3.....4:73psf* 21.ft* 16(ft/2) - 7951b ' ,= II Load=, 473 psf 11 ft* 20(ft/2) = 520 lb Y, Load. ,; 0.00 psf*. - 0 ft*, 0 (ft/2) - 0 l 0 11 4 •44 Shear V (QE) = 1,670 lb I. 4 - - Em = WE = 4174 lbs (Pr 12.4.3.1, Equation 12.4-7) ** ear WaI1Tp's from the Oriir Shear Wall Calculation . . ' S0 = 1.00 4. . '•.. 3 :.? • fl , ., 3' • _ S -, 3 3 I . II **provid: . .'1' Typd6 Shear Wall with SPNat4"o/c . . Load at Wall (Em)= '. 4174 hs Wall Height= 9 ft . . Moment Arm-- . ' 10.75 'ft . - •'i."- . . O.T. T M = 37 568 ft lb Total Down Load =J 3,495 lbs (Use at Beam Design) ,. •.. Supporting Cant. Beam Calculation : 'Beam No '15 Description Middle of great room .. ".5 .,.' t 34 3 .. . . 'Span Length 15.25 ft. * 3 -.. Cant. Length F.25 ft. . .. *4 4 1 4 0 Uniform Distributed Load: , •. ., -' . . . ' 4: ••43 4.•4 '7' . . .. , 3' '*4 . ' - ••. : . . L I DL (psf) LL (psf) Tributary (ft) DL (pif) LL (pif) Total (p11) . Roof:,' 0-..2O .,0 /2+ 0 0 0 9 , Floor - / 14 40 3.2 1 /2+ 0 22.4 64 86.4 , .4. . . ? £. .43 -..-.Wall:',. .14' O?O •+.0 .,. O 0 0 '- Deck 14 40 0 /2+ o 0 0 0 Self Weight:-. .,. ,.43 '$... - .. ., ••- 15.3 - . 15.3 • Total= 37-71261 64 1017 . •. '44. ,3__ •4.4 ,,•, 3 3 4. • 44 4 . Partially Distributed Load (At Cant.): .•. . 4 4 0 ..' . 4 . .3' •• •. Tributar,r(ft.) DL(plf) LL(plf) Total(plf) .. •.:'Roof:- . • '20 11"r/2+ 1 .130 -. 130 - 260 Floor 14 40 0 /2+' 0 0 0 0 4 • . 'Wall:. . -, •.- . 0 .9 . + 0 126 o 126 , bik: c'- 46 "o. /2+. 0 0 • 0 0 • . Total= 256 130 386 4.) ''8~4,'t •- .•4. . - . 22 - • - ... •.- . 3 r' 0 I = • '- 4. e. . . . • Actual -• Required -' % Used 5(m3) = - 114.3 5(m3) =Moment/ 1.60 i.2Fb= 29.3 26% A(in2)= 49.0 A (in 2)= 1.5*V/. i.6o *12*Fv= 19.6 40% I (inn) = 800.3 Ii (in4) = 5*M*V2 / 48--E-d = 92.4 - 12% 12 (in4) =(Mw/4+Mp/3)*Lt2/E*d= -129.7 16%11 • • Project #: 161247 • Date 6/16/2016 Point Loads • DL (p11) 'LL (p11) Total (p11) Dist. fro±n support 1 (ft) Point Load 1: 0 0 0 Point Load 2 (AtCant.): o o - • Shear Wall above (At Cant) . 3,495 2.25 • Load Results: Desi Valus: Supporti(lbs.): 179 Fb= 2325 psi 0 - Support 2 (lbs.): 5,964 Fv = - 285 psi • MaxMoment(ft-lbs.): 9098 =-1O9.l7in-k E= 1.6 xio"6 psi Allowable Deflection = L 1/ 360 = o.i in. Calc. Def. = 0.06 in. • Allowable Deflection = L2/ 36o = 0.08 in. - Section Properties: - • • .• 77 iJ - . 7V _. •V .9 '. T"ii ', .:.AL . . ,•-. Project 161247 Date6/16/2016 Calculation :- . Beam No . 'f Description: Left of great room Span Length I ft a •. .4 -. V. • - 7 Uniform Distributed Load-, - DL (psf) LL (psf) Tributary (ft) DL (p11) LL (p11) Total (p11) 20 2OI 2 /2±-i, 40 40 8o Floor 14 40 15 /2 + 0 105 300 1 405 -Wall. •'.i4:t 'O 9+ 1 ,.r._$....,. _-* . 140 o 140 • -Deck:'4l4-9.4o.'o5/2+.o -o o Self Weight - 7.9 7.9 - Total= 29293 340 6329 s Partially Distribhted_Load . ¶7' Distailce from support 1 = 0.0 ' - aDL (psf) LL (jsf) Tributary (ft) DL (p11) LL (p11) Total (p11) - a.-'V j)o 'V io o /+ o 0 o ' o 7' ;Fl0 ' .14 40 0 /2- 0 0 0 0 Wall - 14 --r 'o . 0 + 01 0 0 0 ..Deck 14 40 0 /2+0 ___0— __0 ____0 • ,.Total= 'o - - ...., • • :- - Point Loads: - ' - 1 #'. s..., - fl - DL(plf) ' .; LL(plf) Total (plf) Dist. from support i(ft) Poiht Load i:- . 'o o .. -PO nt Load 2 0 0 0 0 Load Results: ;.,. -.. •- Design Values: .. a7 - ., V.. - •. - ..Support-1bs.): r,582. -.. Fb= 1170 psi Support 2lbs.): 1,582 . -.. - Fv= 180 . psi Max Moment (ft 1978 =a 23 73 in-kb E = 1.6 x io"6 5i Allowable Deflection =.. L / 360 = 0 17 in Calc Def. = 0 05 In - a- SectionProperties 1 4 4 1 a Actual. -a - Required % Used S (in 3) = 30.7 S (in =Moment/ 1.00 * Fb = - 20.3 66% A (in 2)= ... 25.4 .tVA(in2)=1.5*V/ •i.00 *Fv .. 13.2 - 52% I (in 4) . iii.i -. i (in4) = 5*M*LA2 / 48*E*d = •334 ' 30% - 1-a • - 1' - - I Provider i - 'j. x 8 DOUG FIR-L.#2 - . - - . -• . - . - a 24 _:i- / V - 7 -. - .• - 7. -t •5' 5 * I . 55% ••.5 , - V. '- a - - i..'V ,t, •Vil'V -, V V 4 - . * a '5 •*. • - j 7 'V • . -- - - - - 1' - a t - .• . . • '7). 1. V • - V ,. * •.V*V l - - I V a7 - - - V • * a - - * Actual - -' - ' Required % Used S (in3) . ' 57.2- S (in3) =Moment/ ' '1.25 * Fb= 28.0 .- ,- &49% A(in2)= .. ' 24.5. A(in2)=1.5*Vj ' 1.25 ' *Fv ... ' 11.2 .' . -61% I (in4) •' 400.2 ' .I-(in4) 5MtL"2 / 48*E*d = . •. •_ 242.4 -. - S . - .. ..:.•'• . t • Project #:' 161247 [NI Date: 6/16/2016 _k . Beam/Header Calculation • S Beam No. 17 'Description: Rear of coul-tyard - Span Length: 10.25 ft. • Uniform Distributed Load • t .- I .P' • 0 . . DL (psf) LL (psf) Tnbutary, (ft.) . a . DL (p11) LL (p11) Total (p11) 5 Roof: . 20 20 15 /2 + 1 . 170 170 t 340 - . -Floor: 14. 40 i.6/2+ .0 .11.2'. 32 43.2. Wall: 14, 0 9 + 0 . 126 •- 0 ". 126, .5 '-• 'Deck: '14 40 '0 /2+-,o. 0L -° '- 0 7.7 .. 7.7 .. SelfWeiht: 314.856 202 516.9 . .. -', . . '-Total= Partially Distributed Load - - .. - Distanie from support 1 = 0.0 I - .. . . . DL(psf) LL(psf) Tributary(ft.) DL(p1f). LL'(plf)- Jotal(11). •1:I , Roof 20 5 20 0 '/2+ 0 0 0 Floor: . .14...-40 01. .0. 0', 0 Wall 14 ' 0 0 + 0 0 0 -s 0 W P. Deck 14 40 0 /2 + 0 0 - 0 0 ' ,.'-Y '.o . . :Total o . .o 1 '' .• I Point Loads: I , '. . . . .: .. .- -. ' .. • . 4 .. DL (pli) LL (plf) Total (plf) Dist from support 1 (ft) Point Load 1: , 0 ' 01 0 ' . 0 ; , , .o ' ' AIA o 5 . . .., Point Load 2:- ,. 0 ,' '0 ' . '- Load Results:..Dsign 4 ' Valñs: . * - '4' : . . .. . '•1 .......' .4- I ,. . ••_ * Support i(lbs.):1 .2,649 ' .. ' Fb= 2325 ' -isi Support 2 (lbs) 2,649 41 Fv = 285 psi ', -E '16 -x ILO '6 psi - -, 5' Max Moment (ft-lbs.):i 6788 ='81.45in-k - 1 Allowable Deflection '.'= L / 360 = 0.34 in -, Calc Def = 0 21 m - .- :- , -. I I , . . .. *.... ' ) I S Section Properties • - w . -- -- - -. - - I - • S . . • Provide 1 1 75 x 14 SCL 4 I - ' ., t'.- 4'. ,• w '.. ' .. ' - I L 4*. . — - - - . - . -. - I. I . • - 25. • I - 1 4 Project #: 161247 I I%II r Date 6/16/2016 • - 4 Cant. Beam Calculation r Beam No ! 19 .Description,: Middle of garagé 1 -. V.. •. ' •• V - 4 Span Length: :.: 12.5 ft. - 4 Cant Length - V• Uniform Distributed Load: •. - ' ..• .. * 44 DL (psf) LL (psf) Tributary (ft) DL (plf) LL (p11) Total (plf) .Robf:•...,* 20..-20 0 /2+.O. 0 0 Floor:.. 14 40 A 12"/2+ o, 84 240 4 324V .V Wall . 14 0 . 0 + 01 , 0 0 . 0 4 41 Deck 14 49 0/2+ 0 0 0 0 Self Weight -, 16 3 16 3 Total = 100-328i. 240 —7340.3' : Partially Distributed Load (At Cant.) I . -DL'(psf) LL(psf) Tributary (ft:) DL (plf) LL (plf) Total (jiff) . Roof: ..,20 0 0 0 0 Floor: 'i41. 40,-.•0, /2+. 0 0 0 . 0, "ATal1: 0 0 OV. 0 Deck 14 4O 0 /2+ 0 0 A 0 0 • Total = 0 0 0 -..** - Point Loads • S 4 . . . . . DL (lbs.).. - LL (lbs.) Total (lbs.) Dist. from support 1 (ft) ' Point Load 1 ' 0 0 0 0 5 Point Load 2 (AtCant.):i.45oV,. . 450 55 - Load Results ' Dsign Values ' - 4 Supporff 1 (lbs) 1,517 Fb = 1350 psi W Support 2 (lbs) '5,059 Fv = 170% psi 5 V MaxMoment'(ft1bs.)::';-'7622-,---,-7 91.47ih-k . ' i.6.xio'6 psi Allowable Deflection = L i/ 360 = 0.42 in. - - Caic. Def. = 0.30 in. V V Allowable Deflection =L 2/ 360 o.18 in . V - .V r .. •V 'I V4 •. t.4 V • 4 44 VS . Vr. -V V V .! Section Properties 44 Actual - 4 . V • . Required . • % Used' S (in 3)= .' .- 82.7 . S (in 3)=Momeht/ i.00 *Fb= 67.8 82% A(in2)= . i.52.3 - V A(in2)=1.5*.V/ .i.00 *Fv 44.6 I (in4) =:. V ? 393.V0 .. .11 (in4) = 5*M*LA2 / 48*E*d = . - 280.4 j V 71% VS I2 (in4)=(Mw/4+Mp/3)*LA2/E*d= " 376.3 JV 96% Provide - 6: x siO DOUG FIR-L #1 : 26 VV4V,!* VV q . * "V IV$. (, V - V V • V V V V . 5 . . - V V • - V V. - - V - 4-4 - VV V.. IF .4 Ar . . . : : Project 4: 161247 • t . Nl Date 6/16/2016 Y. - . ,.Cant Beam Ca1cu1atioi v . Beam No. 19.1 Description: Middle of garage i., 'p " -4:• . . Span Lngth '1'2.5 ft • - Cant. Length: , 5.5 ft. .., • •: Uniform Distributed Load .4 4 - ,- . 4 . -- .. , . - DL (psf -. Tributary (ft.) DL (p11)' L (pit) Total (pit) ,LL(psf) . Roof 20 20 10—,/2+., 0 , 0 0 0 ,'.Floor: 14.. 4O.3.2 /2+ 0 22.4 64 '. 86.4 - . Wall: •' 14 0 0 ' + 0 - 4,0 ' o o Deck 14 40 0,/2+ 0 0 0 0 • . ' Self Weight: -, .. ,. 10.1 , . ' _1.1 . • 4 Total = 32 51719 64 965 • Parti4al1v Distributed Load (At Carit ) • • ,.. -I' :'- - DL (psf) LL (psf) . Tributary (ft) DL (p11) LL (pit) Total (p11) Roof: t 20 - 20 •. 0 •j2 + 0 0 . 0 - 0 .. Floor: . 14 40 0 /2 +' 0 0 0 ' 0 4-. • Wall '14 0 0 + 0 0 0 0 - -- Deck: 14, 40" 0 /2-1 .0 0 .0 . o. -. - - Total = 0 0 ' - 0 - ., . . . • . . . - . I - •. - • Point Loads: . - . •.,,' - • . ' from DL(lbs.); ' LLObs.) TotalObs.) Dist. support i(ft)" '.Point Load i 0 0 . 0 '.. 0 Póint Load 2.AtCant.):-4 ,• 0 ' 0- - 0 .,o .- . LoadResüits: . , ,' Design Values: • 4 •,-• •• Support ib.) -486 4 Fb=' i06 psi J • 4 Support 2 (ibs) r 1,251 -. r Fv = 180 psi Max Moment (ft-ibs.): .1460 17.52i11-k . '' E 1.6 xio"6 psi • .. Allowable Deflection'= L / 360 0.42 in. ' Caic. Def. =', 0.14 in. • Allowable Defleátion= L 2/ 360 = o.18 in. SectionProperties : 4- - ActñaF • . . . . - . Rguired - t -.. . % Used S(in3)r . 49.9' . . S (in 3) =Moméñt/ ioo - *,Fb =. - 16.2 - 32% A(in2)= - 32.4 - A(in2)=1.5*V/ 1.00 *'VL 10.4 % I (in') =. - -- '230.8 - -' Ii (in4) = 5*M*Lt2/ 48*E*d = ' ... - % J2-(in4) =(Mw/4+Mp/3)*L2/E*d1=' . 65.o .. ' • 28% I Provide i — j. x io DOUG FIR-L #2 27 * 4 -, - - '' - , •c - . ,' 4 4 - •; 4 c • - Project 161247 : 1 Beãi/Header Calculation I. Beam No.'20 , Descnption Header at garage 1 Span Length 18 ft 1 1 4. Uniform Distributed Load: . . - .4); - ,. • - f 'Tributary - 'IDL (psf) 'LL (p (ft) DL (p11) LL (pit) Total (pit) Roof 20 20 20 /2+ 25 250 250 500 Floor:-.' 14 +11 40.. 13 /2 + 0 875 .,250 r Wa1l ,' 14 0 9 + 1 5 147 0 147 z. Deck 14 40 5-5 /2 + 0 38 5 110 148.5 Self Weight . 38.4 '38.4 - Total = 561-438 610 1171.4 "•-. Partially Distnbuted Load • Distance from support i = 0.0 ' DL(psf)'.LL(pst) Tribñtary.ft.) DL(plf LL (pit)- Total(p1t)'. Roof: 20 - rni'. 20 '-0 /2+ 0 * - 0 0 0 Floo:' -i4-.&-46 -.&/2+ Obo o 0 Wli 1143 0 0 + 0 0 0 0 '. • . ;Deck: '..1 i4.'.4o7 0 /2+ 0 Or 0 0.'. 0 Total= 0 0 0 r Point Loads # 1 Total Dist. from '. DL(lt)< LL(plt) (pit) suppoi(ft) Point Load 5,059k , .. 0 5058.65 6 3' PointLoad2 50591 0 ' 505865 12 l A 4 Load Results '.- Design Values - Supo'rt 1 Ohs) 15,6o2 Fb = 2400 psi Support 2 Ohs) 15,602 - Fv = 240 psi Max Moment (ft-lbs) 87912 =,1054-95 in k - E = '%1.8 x 10A psi A11owabieDeflection=L7 360=- o.6oin.- ./Ca1c.Def:= 0.481n. Section Properties - - -4 '.1 - -' - - - Actual Required % Used S (in = 492.0 5 (in =Moment/ 1.00 * Fb = 439.6 A (in 2)= -. '.. 123.0 .A(i112)=1.5*V/ 1- 1.00' *Fv _. 97.5, , 79% I (in = -- 5904.0 I(ifl4) = 5*M*U 2 / 48*E*d =. 4747.3 80% Provide 1 - `5425. X 24 , GLU-LAM *_.•• 'ri'.-' A- - - -- -4.-. • ..- -- .4. '.1 .,_ .-- I '.1'.-.- - - '.. A • -, 1 •4N J 4 .•4.- . 4 - A r A I - - - .• - 28 it - - - r A V.- ••'••'+'. ' '''4 : ~ ' .-. •. .7 H • :., . . . . • Project #: 141051 • i... Date: 6/16/2016 .. IDiscontinuous Shear Wall & Supporting BM Desiñ Per ASCE7-10 124.31 . Shear Wall Point Load.on.Béam I 8 . Front of master bedroom i Wall Length: 'Seismic: . 0= 2.5 Per Table 12.2-1 Sum: 10.5 • Load.. 4473 psf * 6 ft* 17(W2)*1.4 ,' 3381b 10.5 Load= ,473pf* 33 ft* 21(ft12)*1.4 2,2951b Load. = 4.73 psf * 10 ft *. 15 (ft/2) *1.4 = 497 lb - . Load,= 4.73 psf,* 8 ft* 7(ftl2)*.1.4= , 1851b • . , ." :. .,,Shear V, (QE) = 3,314 lb . I . . . . . . , Em = 8286 lbs (Per 12.4.3'.1Equation 12.4-7) . ** Shear Wall Type is from the Original Shear Wall Calculation . SOS = 0.80 • . **provide: Type, 2 Shear Wall with , :2 Rows SPN at 3-o/c • . Load at Wall (Em)= 8,286 lbs Wall Height = 9• ft • -. Moment Arm= 10.5 ft ' . O.T.M. = .. 74:572 ft-lb; -.Total Down Load =1 7,102 llbs (Use at Beam Design) • . •-t • V . . . SUpporting Beam Design . 20 Header at.garagé I . . Length of Beam (ft) = . 18 . * Distance Measured from Support 1 ' * • Point Load 1 (lb)4 ,1-7,102 Load per 12.4.3.1. Li (ft) = 375 • Point Load 2(lb) -7,102 Load per 12.4.3.2 L2 (ft) * = 14.25 .. . ' Point Load 3(lb)= 5,059 DL(lb) 0- - L3(ft)*= 6 • • ' .' Partial Distributed Load: . ' L4 (ft) * = 0 •... . . Roof= -40.0 psf * ( . 0 /2,+ 0 .) =. '' 0.0 plf , Wall =.1'4:Ot psf *( 0 ''-4- 0 )=' 0.0 , V. • . - Floor.= 54.0 psf *(0 I2'+ 0)=,'. 0.0 w1 0.0 plf . Distributed Load':' V - 'Roof=. 40.0 psf *( •!, 20 /2'-+ 2.5 ) = • 500.0 plf ' " Wall=- 14.0 psf *( 9 + 1.5) .=' 147.0 Floor = 54.0, psf * ( 12.5 /2 + . 2.75 ) = 486.0 - - - F :, , - Beam Weight = . . 33.6 . '• .. - - . - w2 = .' j1166.6-plf . . ' ' - Reactions: :. • •.' • Beam. Deptl: :. Rl05 = 8,467' lb . R2(Eo6). 2555.91 lb '' d. 21.0 in. , 4 • • V l'<1(EQ 6)= 9;710 lb K2(E6) = 1424.39 lb - (EQ 8) = 5,348 lb <2(EQ8).= -451.78 lb • .•' - Design Values: • - Controling • , Fb= - 2400 PSI ...EQ.6 Mma 58,080 ftlb= .696.95 in-k - -, Fv = 240 - psi EQ.-6 V = ' ' 9,710 lb - •. : ' E = 1.8 x 1016 psi .EQ.8. M 1 . ft-lb= -42.02 in-k . ' • ,-3502 • • - V 4 • • * . ' Actual Section Properties: • VRequiréd Section Properties: 1617.1.2, • - • - . . S = 376.7 in OK , S =Moment/. . 1.60 1.2*Fb: 151.2 in 3 ,-, A= 107.6 in OK! ''-, .A=15*VI / 1.60*1.2*Fv : 31.6in 2 .: S - I = 3955.2 'in 4 OK' • S=Moment/ 1.60 *1'2*Fb • 11.8 in 3 29 - - . S I •• 'V 'V ••V • I I 4. .. . •. . . S 43 4 Project #: 141051 5 N Provide i - 5125 x 21 GLU-LAM Date 6/16/2016 — ¼ ' •' ',,,• '4 • .,'.' 4 S •.,, - 4. -.4--. 4 .3 - 3 '. 1 . S/S. ..3 , ' 4 - - - - : .- , •- , •. : . - " . - .4 '4 •33*4 ' '5 * S'' , '• , ' ' . . VO S •. 4-- . '-.-. . ' ,' •• ., . ., ,, S • -. -. S 9' •' ' •" rs 3 .. 5. ._ S 5 4 . S 9 . -A -. -•- 4 - S 4 -. _'_S4_S• ' •. -. .: .. _••5. .3 '- - 4 S • • S , "5' 5: .3 5. . -. - :_. . . -' - S.,. 5 - . S -. 5. . - 4 - S • • 4" .3 p - 5 . ,.4 '•', . , .5 -,..- 5,9S .. . • , .•, ...3. , .3 _.' . I- 6 . . 5". •3 • -5 4 . .3 . .., 't-' ,. 94 •. -. ,1,,3. '.",. _. •45••S •.5.3S ._,,. -.4 :,: .,..-''" 4.'._4 , ; - . - 5 - •. 54 .3 4 . - 4 ., ' '• S • . . 4*19., ..'r .., '4 . •',, . . I - •• • .4 s ' - . . - -' . . '-4 . , .,S "S - '',' S. ' I - .. -. • - - S • S -. :. - ,-' "4- ' " :4- • 't-. '' '. -' -, 5,•,'3 5 4. . S - ._.39 , ........ S " •.. .4 5 ...........•,3 - - - 3.'p t -''• '-'S 44,, 4 4-, 44,. .3 • S - 5 4 S - - i'S - '4,, 4, 1 ' .., ,., - , - ,. ' ' '. - " , 5' -. .- ' ".5 • .," • , - ' . 3 . s)SJ : --- '.---- '•' , 3 . 3 , - 4 ... .3 5 " --- - - • ' -3- . ' ., a. -- - --4- • • Project #: 161.247 • , ' Date: 6/16/2016 Beam/Header Calculation • Beam'No 21 Description: Middle of garage 1 Span Length: 20 ft. • Uniform Distributed Load: • DL (psf) LL (psf) Tributary (ft.) DL (p11') LL (p11') Total (p11) . Roof: 20 20 0 /2+ 0 0 0 0 • Floor: 14 40 13 /2+ 0.7 96.74 276.4 ,, 373.14 • Wall: 14 •' 0 0 + 0 .' 0 0 0 . Deck: •: 14 40 0 /2.+ 0 0 0 0 Self Weight: 30.6 30.6 • 'Total = 127.365 276.4 403.8 • Partially Distributed Load: Distance from support 1 • " . ••, ,. DL (psf) LL (psf) Tributary (ft.) DL (plf) LL (plf) Total (plf) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 b . Wall: 14 0 ' 0 + 0 0 0 ' 0 Deck: 14 40 0 ,./2+ 0 0 0 0 - Total = 0 0 ' 0 • Point Loads: ' DL (p11') LL (plf). ,' Total (plf) , Dist. from' support 1 (ft) Point Load 1: 1,517 '' ' 0 1517.25 • Point Load 2: ' 1,517 0 1517.25 7 . , Point Load : 1,517 ,0 1517.25 ' 13 Point Load : 1,517 0 ' 1517.25 ' 19 • Load Results: ' Design Values: I • , Support 1 (lbs.): 7,072 ' Fb = 2900 '. psi e Support 2 (1bs.) 7,072 ' ' - Fv = 285 pSi Max Moment (ft ' = 28533 342.40 in-k- ', , 2.0 xio''6 psi • Allowable Deflection = L / 360 = 0.67 in: ' Calc. Def. = o.64 in. Section Properties: • '' ' '' . . ' 'Actual •, Required - • ' % Used S (in') =' ' 228.7 S (in3) =Moment/ i.00'. * Fb= . 118.1 52% A (in 2) = '98.0 'A (in') = 1.5 * V'/ 1.00 * Fv = ' 37.2 " • 38% I (in4) = • 1660.7' I (in) = 5*M*L2 / 48*E*d = - 1540.8'' ' 96% Project #: 161247 Date: 6/16/2016 4 ..- . Heaklei' Calculation I : 111. Beam No 22 Descnption Header at garage 2 Span Length •.. 9 ft Uniform Distiibuted Load DL (psf) LL (psf) Tributary (ft) DL (p11) LL (pif) Total (plf) 1 ' Roof L 20 20 20 /2+ 1 220 220 440 - ' Floor: 1r.14s 1.6, /2+ 0 11.2 32 43.2 Wall 14 0 9 • + 1-5 147 0 147 Deck 14 ' 40 0 /2+ 0 0 0 0 Self Weight 12 3 12 3 Total= 390505 252 6425 PartialW Distributed Load Distance from support IL 0.0 DL (psf) LL (psf) Tributary (ft) DL (pli) LL (p11) Total (pif) ' /2+0 0 0 0 Floor:-/ .14 o' /2+ 0 0 0 0 Wall A 14 0 -.,!,, 0 + 0 0 0 0 ,s$44 3,..,4O 3,33O., /2*0 0 0 0 Total= o 0 0 -$ Point Loads: . .. ,- - • DL (p11)4 LL (plf) Total (plf) Dist from support 1 (ft) ' Po' int Load i 0 0 0 0 . Point Load 2 ; 0 0 0 0 #1 Load Results: .t -- . - . 4 .• Design Values: Support 1 (ibs) 2,891 - Fb = 990 psi - .vSupport2(lbs.): 2,891 . vA Fv= 180 psi 'MaxMt(ftlb)• -. 65o5. -= 78.O6in-k. . E=1, i.6xio'6 psi "Allowable Deflection = L- /36o = 0 30 in Calc Del. = 0 14 m -,SectionProperties: -."• - --., w % Provid& I i - x 12 DOUG FIR-L #2 I -- . - ç•3 4. 32 41 . Actual ' -i ." . ' Required .-% Used S(in3)=. . ..73.8 .S(in3)=Moment/ . 1.25 *Fb_ 631 . 85% A(in)= j.'iA- ,.. • 39.4 ' 3A(1112)=L5*V/ 1 1.25 *FV 19.3 - 49% I (in4) =' 4153 . I(i114) = 5*M*L\2 / 48*E*d = -- 197.6 48% Actual . . . .-. . . .. 'Required - • % Used. S (in3) = - 57.2 5 (ins) =Moment/ 1.25 , Fb = . 7.0 ', - - 12% A (in 2)= 24.5' A (in 2) = 1.5 * V / .1.25 * Fv, - • 4.8 - 19% I (in4) =,.... . , ,.. 400.2 , I (in4) = 5*M*L132 /48*E*d =' . '- . 354 , ... 9% 3- •'_.4r 4, 1 - roject #: 1612 47 PDate:. 6/16/2016 : Beam/Header Calculation .. Beam No. 23 Description: Rearofgarage3 . Span Length: 6 ft. 4 * S % • . . ' . ,• 3. -, . Uniform Distributed Load 4 • 7' - ,' DL (psf) LL'(psf) Tributary (ft.)* PL(plf), LL (plf) •Totalp1f) , Roof: 20 20 .8 /2+ 1k,. 100 100 200 Floor: 14 40 3,,*Ii.6 /2+. 0 11.2 . 32 43.2 15 ,.Wall: .0 9',+-L'0'3 %126 I 0 4.126 W Deck: 14 40, 0 /2+ ,0 0 0 ' 0 Self Weight: - • . . 7.7 7.7 • . .: - Total = . 244.856 132 ., 376.9 W 3- - Partially Distributed Load .. . Distance from support 1 = 0 0 ., , 7 •'1' •' '•: . - - - a w '' . .- - •* - '. .. DL (i5sf) 'LL (psf) 'Tributary (ft.) 3 DL (plf) LL (p11) Total (p11) Roof: 20-. 20 . 0 /2+ 0, 0. 0 ' 0 S Floor: '- 14 40 0 1 /2+ 0 . , 0 " 0-. 0 . . '. Wall: 14 . 0 0 + 0 0 0 0. 'Deck: 14 40 0 /2 +'-6 0 • 0 . 0 -- S Total = o •., o ' 0 . . I t. •4 . . ,.. .. Point Loads:' ' . .• - •. . - . DL (pif) LL (plf) Total (plf) Dist from support 1 (ft) -4.- 1v Pornt Load i: ;O-, . 'O r S -. .0 5 y Point Load 2 0 01 0 0 • • Load Results: -• . . 4' Design Values: . . , Support,i (lbs.): •1 1431- . . Fb = 2325 psi '2(lbs.):- Support 1,131. , - .3 '285 Fv= psi • Max Moment (ft-l1is):. 1696 20.35rn-k - . '.', E= -11.6 xio'6 psi 1 A1lowable Deflection = L / 360 = 0 20 in Calc Def. = 0 02 m 4 5 4 SectionProperties:.. . 4 - .•. I .. •1 3_l - - .,;:;;...--.---;-- - '' *' * - - 34 - .. •-- - ..- . 3 . • - • -- • ': -- .•- -' •• -. ---3- • • Provide '1 175 x , 14 SCL I .04 3. 4 ,. 33 '.i•. . - F .,'-;•-;-i '-: ': .- • r "N IN] Project#: 161247- - Date 6/16/2016 - 1-• -•. .' • . . -. . Cant. Beam Calculation Beam No' J' •24 Description: Frontofgarage2' - • . Spari Len th 7.75 ft. , . r 14 Cant. Length: . 3.75 • - . . 8 . r-' Uniform Distribuled Load '- • 8 ç F '5 DL (psf) -.L LL (ps±) Tribiitary(ft.) .... DL (p1±) LL (p11) Total (pif) . 4 Roof. 20 20 '0 /2+ '0 0 0 0 -i- Floor - 14 ' 40 0 /2'+' 0 0 0 0 Wall 14 0 + 0 0 0 0 ', Deck..,,:,,- 14' •4Oi 0 /2+. 0 '0 0 0 . Self Weight: ., . 53 15.3 - . Total = 15'.'3125 0 15.3 t - Partially DistributédJoad (At Cant.): Jtl •"- , . D1(psf) LL (jsf) Tributary (ft) DL (p1±) LL (p1±) Total (p1±) ' A Roof: 20 ' 20 2 /2 + 1 40 40 80 Floor t14 6/2+ 0 42 120 162 Wall 14 0 9 +. 0 126 0 126 , Deck - 14 40 'O 1/2+ 0 0 0 0 Total= 208 160 368 Point Loads - - - -S '.F. .. . - 4. 1.' • - : • ,LLb;y Total 0b.-) Dist.fromipporti(ft) Point Lcad i ' o . 0 0 • 0 Point Load 2 (At Cant) 1,831 ' 0 1830-569 3.75 Load Results - Design Values 4 I 4 • Support 1 (ibs) -1,174 - Fh = 2325 psi Support 2 abs.):1% 4,561 Fv = 285 psi Max Moment (ft-lbs) 9560 = 114 72 in-k E = 1 6 x io'6 psi Allowable Deflection = L'i/ 360 = 6.26 in Caic Def. = o.00 in *Allowable Def1ectioii = L 2/ 360= 0.13 in . M. S.- Section Properties:.,-- t,'1, -S ••. -. - -.-- ; -. - - . - - . . . _z • ' ?-- - ,. ---• - ,,. Provide 1 - 3 5 x 14 SCL - '. • . - - - Actual • . _________ .. -., Required -, . , %Uséd 5(m 3) = . 5(m 3) =Moment/ i.00 * Fh= 49.3 43% A(in2)= ,-..' . ..'--- 49.0, [ A(i112)'=l.S*V/ too *Fv= 24.0 49% I (in 4)= -, 8ô0.3 11(i114)=5*M*LA2/48*E*d=' 3.1 . 0% 12 (1n4) = (Mw/4+Mp/3)*U 2/E*d= 371.5';7"1 46% - (4 Project #:161247,'. N-1 Date 6/16/?016 Beam/Header Calculation - • Beam No 25 Description Rear'of garage 3 1 .1.• • -. Span Length: 6 ft. • • . - Uniform Distributed Load:- i- - . ..• ..I all,DL (psf) LL (psf) Tributary (ft) DL (p11) LL (pIf) Total (plf) Roof: 20 - 20 8 /2+ 1. 100 100 . 200 !W Floor: -. .14 46 1.6/2+0 11.2 32 ,- 43.2 Wall 14 0 9 ± 0 126 0 126 Deck 14 40 0 /2 + 0 0 0 0 Self Weight: 7.7 - 7•7 • - .. - - . Total= 244.856 132- 376.9 .. 0 W Partially Distributed Load Distance from support 1 = ' 0.61 -. -'.- - _) 0. . -. •d DL (psf) LL (psf) Tributary (ft.) r DL (plf) LL (plf) Total (plf) -. Roof:. 20 20 0. /2 -I-:ó 0 --,O 1 0 Fldór: . 14 - 40 .0 /2+O -0 10 0 Wall: -' 0 0 .+ 0 0 0 • 0 Dèck: .14 .401 0/2+0 0 ' 0 -. , 0 - Total = 0 0 0 - r W Point Loads I • .- - , -. -•- . DL (p11) LL (p11) - ,I_ - 4 Total (plf) Dist from support 1 (ft) -. Point Load i: 0 .0 ( . ° . Point Load 2 l 0 0 0 Load Results: - - ', -, Design Values: - : -. - • • Supporti(lbs:): 1,131 - --ft - - . 44 _ '- - '-- Fb=-- 2325 psi. t-. - Support2lbs: ):.: 1,131 . Fv= -285 - psi. $ Max Moment (ft-lbs) .1696 = 20.35 in-k. E = 1.6 x io"6 psi 4 . - Allowable Deflection = L / 36o'=,..0.20 in * Cale.Def.= 0 02 in Section Properties it I t -• - Actual'.T - - -- - - Required. - %Used - S (in 3) = . 5-7-2- * S (in 3) =Moment/ 1.25 * Fb= 70 12% -• A(ih2) • :-: 24.5 ", A(ii2)1.5V/. p1.25 *Fv - - - 4.8 - 19% - -. -, I(in)= . - - --400.2 • I(in4)=5*M*LA2 /48*E*d=. - .354 - . 1 9% Actual --- , - . . . Required , . . -. % Used S (in 3)= . . . ' A(in2)= 32.4 . -:. 49.9 = -S (in3)=Moment/ . 1.25. *Fb 36.0 .. r. ,A(i112)=1.5*.Vj - 1.25 - *FV .12.0, 4. 72% I (in4) = - 230.8. 'I (in= 5*M*LA2 /48*E*d = . 123.1 '37% . -. I * Project #: 161247 . Date 6/16/2016 N. , Bem/Header Calculation a- . - - - . Beam No 26 De'knption Header at garage 3 . - - Span Length: :• • 9 ft. 1 S - S • 4 •-f4 •1 . . - . - - ,_"i..•. 4 5 5 Uniform Distributed Load <DL (psf) LL (psf) Tributary (ft) DL (p11) LL (plf) Total (plf) Roof 20 20 6 /2 + 2 100 100 200 Floor ? ' 14 '40 1 6 /2 + 0 11 2 32 43.2 Wall ' 14 0 91 1.5 147 0 147 Deck ' 14 40 0 /2+. 0 0 0 0 Self Weight ,. 10.1 10.1 Total = : 268-317 132 400.3 Partially Distributed Load - Distance from support 1 = 0.0 . S , 4 DL (psf) , LL (psf) Tributary (ft) DL (plf) LL (plf)' Total (plf) Roof: :'201 . 20 i.0 '/2+ 0 0 0 - 0 Flooi 14 40 0 /2 + 0 0 0 0 Wall 14 ,0 0 + 0 0 0 0 .Deck t -14 40 0 /2 + 0 0 0 0 -: Total= o: ,o 0 4 A ' Point Loads: DL (plf)- LL (plf) Point Load 1 ,, o Total (p11) Dist from support 1 (ft) 0 l 0 " Point Load 2 o o 0 0 '5 •"41 Load Results . . Design Values . Support i(lbs.i,8oi' ' -':• . -. Fbr • -, .1080 psi Support2(lbs) i,8o1# Fv= 180 psi Max Mom -4053 = 48.64ifl-k' •' .'- E= i.6 x1oA6 • AllowableDeflection= L/ 360= 030rn -c•'. ',, •4 - . Calc Def. = . oi6in . . .- .5 ,. -•.•'*5 --,-' • ,.''. -. i .'Section Properbes.'.- • ' 'S S . 5* •- .• ..--.- -:- -- S • J' Provide: 1 — '4 x 10 DOUG FIR-,L #2 I P * I - -- - • . - ' - . , i•5,4; . - - - 36 - ' '-,#• • - . - A ' - *s. 5 * • - .e - '* -- r - •, 5 ' ' -. ' •: •4 r*J.* 4# I - - r .'. •t4-. . - - - - . . 1' 55 •. - s4 t ••. . - - . ' - - I S 4 . - • • - A • . -.: Projeát1#:161247 • i i"i i Date 46/16/2016 S T : Beam/Header Calcülatioii . Beam No. 27 - Description:.Leftôfgarage3 - '- - . - Span Length:. ' 9 ft.. . -" . • . Uniform Distributed Load . , 5 DL (psf) LL (psf) Tributary (ft) DL (p11) LL (p11) Total (p11) W. Roo 20 -.20 0 /2+ O ;, 0 "-0 ., . Floor: . 14 40 3.2/2+ 0 .224.• 64 . , ..864 Wall 14 0 0 + 0 0 0 0 a . Deck: 14 40 0 /2+' b 0 . 0 " O•' Self Weight • -• . .• 7.7- .. ... 7.7 . • ' Total 1 300563 64 941 Partially Distributed Load Distance from support 1 = 3.5 S . . • . ..: - . DL (psf) LL (psI) Tributary, (ft) DL (p11) LL (p11) Total (p11) ROof: 20 1 20 2 /2+ 1,' 40 .40 - 80-. Floor: ,14. 40 0 /2+ 0. 0. 0 0 . Wall 14 0 9 + 0 126 0 126 Deck 14 40 0 /2+.0 0 " 0 0 .5' - - ,.l•. • "I" Total= 166 40 206 Point Loads * 0 .-.. .. t .. DL(pli)-. LL(plf) - Total(plf) i... Dist. from -sup orti(ft) PointLoadi:.- .423 . 0'. -;423.-.. -. . .. Point Load 2: o- 0 Load Results: .. . * Design Values: . Support 1 (lbs.): £1,263 • :- p . Fb = 2325 -psi - Support 2(lbs.):'. 728 . . Fv=. 285. . psi 5 .,Max Moment (ft-lbs.): . 2676 = 32.i1in-k . . E= 1.64 -xio6 psi 'Allowable Deflection L / 360 = 0.30 in:, . ,, Calc.Def. = 0.06 in c w '. '• ., ' '•'-• 'I - 4 . - - ..-' 4 5 Section Properbs , -• Actual Required - 4 , .- . % Used - •• L 57.2. o, - S(in3)=M6rnent/.-- 100' ' Fb = '13.8 . . 24% A (in 2)= - - .A(in2)_1 5*V/ -. i.00 *Fv _ . - 6.6 ' 27% I (in4) ,r - •4ó0.2 - I (ii) = 5*M*LA2./ 8*Ed'= . 83.9 21% W. • _.. - ,L' - -. . .• . I' -, ,. , -, . - . •. I -. - . ., - - 7._•4 S I - 15 x SCL 14 37 I • .I4i -.4 . Required . % Used S (in 3) = •- - .-f.' '.' :73.8 . . S(in3) =Moment/ 1.00 * } = . 40.1 54% )..' •. ActuaP.- - . ..... A (in 2)= . . . -. 39.4. .A(i112)=15*V/ i.00 *Fv=. 53.1 .135% 415.3 I(ir14)=5*M*L12 748*E*d= . . 33.5 8% ..-. - r --•••-. ' - -) • .-.': - 1.' 4 . 7' * Project #: 161247 * Date 6/16/2016 ; Beam/Header Calculation '.. Beam No. - 28 '. ' Descripflon: Right of garage i -' Span Length: z3 ft:,- 4 - - .- ,.•' .. • 'UniformDistribut&lLoad:'. , . .- • 4 •:-.:: 4, tDL (psf) -LL'(psf) Tributary (ft.) DL (p11). LL (pif) Total (p11') . /2 + 0 Roof 20 20 • 0 * 0 0 0 Floor .' 14 i 40 .10, /2 +,1 0.7 79-24 226.4 '305.64 'Wall"- 14 4 O 0 + 0 0 0 0 Derck . 14 40.. O /2 + 0 0 0 0 Self Weight: ' -. - • . 12.3 . 12.3 I Total = 91 5447 226 4 317.9 -.4 ;,'•'•,. '.4 .. •4.4 •' ---'..- .4 ..4_• • . .' PartiallyDist?ibuted Load: ( .. ' Distance from support 1 = pL (psf) LL (psf) Tnbutaxy (ft) DL (p11) LL (p11) Total (p11) , Roof: 20: '.0./2+ 0 0 0 .Floor:: t14 40 :d /2+ 0 0 0 0 -- Wall 14 6' 0 O + 0 0 0 0 Deck' 14: 40 0 /2+ 0 0 0 0 '-•••• Total= 0 0 0 -- -: ' c ••-. - - Point Loads. . • , :- .: . .. . . . ' . . . DL (p11) . LL (p11) Total (p11) Dist from support 1 (ft) Point Load 1 7,072 0 7072.16 0.5 ' -. Point Load 2: t' .Q ' '. -0 . 0 0 -4 I • - . - ...4.I4 .1 . •• - 4 -, 'tf - Load Results: -. ., ' ,'- . Design Values: IA Suppo-t 1 abs.): 6,370 Fb = 990 psi 1 Support 2 (ibs) 1,656 - Fv = 18o I psi MaxMornerit(ft-lbs:):--. 3304 =..39.65i117k '. - 'E =-- 1.6 'xio6 psi Allowable Deflection L/ 360=, 0 lOin . Calc Def. = 0 o1m -, - . -' - • 1- - - - Sect - * .• ionProperties:.1 - ,...4' .- .- - - •. - A - 4 - w ,,•. • 4• --: ---- -- - - - 4 ' .1 •- '- . . . - Provde 1 - ' x 12 DOUG FIR-L #2 - t_ 44 - •. - - . • •. - . -r - .- - - .' - -P - . • 4- .1t p4 ..........• *4..& .4 • - . 4 1 38 4 414 4 1 4- IV 4 ., 4--, I- .4.4 • •-4'i-', •_-41 .• '1 ---4 • 5 -. - S. . - -. • -. - • .-. '• , , Project :.161247 [Ni Date6/16/2016 - 41 Beam/Header Calculation' 40.1 1 Beam No 29 Description Rear of stairs, 2nd floor Span Length:' 10.5 ft. ,. - ' Uniform Distributed Load: . • DL (psf) LL (psf) Tributary (ft) DL (p11) LL (p11) Total (plf) . . Roof: 20 20 , 14 /2+ I 162.5 162.5 325 Floor 4 14 40 0 /2+ 0 0 0 0 Wall: • 14 0 i6 + - 0 224 .' O 14 40 0 /2 +- 0 • 0 0 " 224 Deck: 0 • • Self Weight: -. 7.7 7.7-. Total = 394-156 162 5 556.7 Partially Distributed-load Ditance from support 1 = 0.0 . . . DL (psf) LL (pf) Tributary (ft.) DL (plf) - LL (p1±) Total (p11) . , 0 • Roof: .. - 20 0 . 0 /2 + 0 0 0; 2 % . Floor: 14 '40 0 /.2+ •0 ' 0 0 - . o Wall: 14-s 0 • 0- + 0 0 c o - Deck: -• 14 - 40 0 -/2'+, 0 .' 0 0 Total= o o • - 0 • . - - ' - Point Loads: - . - . DL(plf)4 LL(plf) Tota1(plf) Dist. from support i(ft) Point Load i: • 0 -, 0 ' 0 0 ,•.• Point -.. , . 0 1 -0 -, Load Results: - Design Values: Support 1 (ths) 2,922 1 Fb = 2325 psi Support 2 abs.): . '2,922 . . - Fv= 1 , '285,. psi • Max Moment (ft-lbs.): 7671 -. 92.96 in-1.. . E=, 1.6 -xio'6 psi' AllowableDeflection= L/ 360= . o.5 in. -' • '. Calc.Def.= 6.25 m. • • '' - 54 '. ., - - .Section Properties: ,,-• - - I - - •- * •-. ,• ' -''. -• i:• "-- . • - - - - .- '•'Actual 1 - '- Reguired-.-4. '- %Used ' S(in3).='5 • . 'p57.2 • -. S(in3)=M6ment/ L25 *F1 31.7 • S • ' A(in2)= - - •• 24.5' - A(in2)=i.5*V/ : 125. *F± • 12.3... . 50% - -. - • I(iñ)= •. 400. .• I'(in4)=5*M*L 2 /48*E*d=. - - 280.6 70% - . Actual - ':- . - - Required ' - % Used S(in3)=. - - .a' ' 57.2. ,. - _S (in 3)=Moment/i 1.25 .*Fb= 7.9 14% A(in2)z 24.5 a A(iIi2)r1.5*V/ -, - 1.25' *Fv =, .8.o - - . 33% J(in 4)= . -400.2 - )I(-)-c5*M*LA2 /48*E*d= .• - 26.6 - % -• -: - Project #: 161247 Date 611612016'a * • : , 4 It t ' Beam /Header Calculation r Beam No 29 at ' Description Rear of stairs, 2nd floor Span Length: i 4 * •,, a Uniform Distributed Load: DL'(pst) •LL(psf) ,.Tributaiy(ft.) DL(plf) LL(plf) Total(plf) .., Roof 20 20 32 /2+ 1 340 340 680 Floor 14 40 16 /2+ 0 112 '32.'432 ' Wall 14 O;-r16 + 0 224 0 224 Deck - - 14 - 4O a , 0 "/2 + 0 -. ' 0 0 0 Self Weight , . 77 77 '( r Total = 582.856 372 '954.9 Partially Distributed Load . - Distance from support 1 = 0.0 . -. DL (psf) LL (psf) Tributary (ft) DL (pit) LL (pit) Total (plf) Rof' 20 20 0 /2.+ 0 0 0 0 Floor 14 40 -0,;,,,/2 + 0 0 0 , 0 Wall 14 0 0 + 0 0 0 0 Deck 14 — ,40 - 0 /2+ 0 0 0 0 Total= 0 0 0 çr Point Loads: *4" \a b- ,- a r DL (pit) LL (pit) Total (pit) ' Dist from support 1 (ft) Point Load.i: 0 14 -p0' 0 '0 Point Load : aao ' 0- 0 0- - — r Load Results i- Design Values 1 4 * - - ' 'i Support 1 abs*.): 1,910 - .a Fb = 2325 psi a' Support 2(lbs) '.1,910 • Fv= 285 psi "i, Max Moment (ft-ibs) 1910 = 22.9'2 in-k' E = 1.6 x 10A6 psi ., 'at Allowable Deflection -'L / 360 = c 0 13 in Caic Def. = 0 01 in I . . ) '., - - p .,-- ' • •- - ' . . ' — Section Proerties: v. •.: a - - • . - - - a . - ' a - - --r--r - to - ;-a - • t ."e ( Provide . i - 1 75 x 14 a SCL a a ,'' -..- .."'• ' 4 a' b '1• .• r • - - 40 a - - * "a',- •- -' IV,. , ' * .&ia 'a ' - a a V Actual V V V V V V VVV V Required V V V . % Used S (in') V 57.2 V 5 (in') =Moment/ 1.00 *Fb L V 8.4 V i% A (in2) = V 24.5 1.00 V * Fv = 19.4 V V A (in') = 1.5 * V/ -1-00 - V V I (in 4) = V V V V 400.2 Ii (in4) = 5*M*LA2 / 48*E*d = V4 V V _0% I2(ifl4) = (Mw/4+M2/3)*L/2/E*d V 13.2 V 3% • • V\ - Prpject #EVVV 161247 • VIV1I Date: V6/16/2016 f - - - Cant. Beam Calculation • Beam No. 30 Description: Left of bed 3, Span Length: 2 ft. V • VV V VV V • Cant. Length: 0.75 ft. V V • Uniform Distributed Load: . V • . DL (psf) LL (psf) Tributary (ft.) DL (plfT) LL (p11) Total (plf) V Roof: . V 20 20- 0 /2+ 0 0 0 - . 0 a , Floor: 14 40 15 /2+ 0 105 300 V 405 V V Wall: 14 0 0 + 0 0 0 0 Deck: V 14 40 0 /2+ 0 0 0 0 I V Self-Weight: V V V . 7.7 V V V Total.= 112.6563 300 V • V V •• V) .- V V Partially Distributed Load (At Cant.): V V V V V V V V V V V V • V V V DL (psf) V LL (psf) V Tributary (ft.) DL (plf) LL (p11) Total (plo , V . V Roof: 20 V V2OV 2,-./2+ V 1 V 40 V 40 ' 80 V V Floor: V V 14 .40 0 /2 + 0 0 V 0 V 0 • V V Wall: V V 4 V -0 16 V + 0 224 0 224 O. V Deck: V. V 14 . 40 0 ,/2+ 0 0 0 0 V V V VV V Total= 264 40.. V 304 V VV V V Point Loads: VV V VV: V • V V DL (lbs.) LL (lbs.) Total (lbs.) Dist. from support i:(ft) V V V V . V Point Load 1: V 0 0 0 0 V Point Load 2 (At Cant.): V 1,910 V V V 0 . 1909.713 V 0.75 V V V • V V V V V V V V Load Results: V V V Design Values: V V V V • V V Support (lbs.): -404 V• VV V Fb = 2325 psi Support 2 (lbs.): 3,677 V V . Fv = 285 psi MaxMoment(ft-lbs.): 1634 = 19.61in-k V V E= • V V 1.6 VX1OA6 pSi V Allowable Deflection = L 1/ 360 0•07 in. V Calc. Def. = o.00 in. V V AllowableDeflection L 2/ 360 = V 0.03 in., V V V V • V V Section Properties: V V V V V V, V V V VVV V V V V V V V V V V f 'V ,. - - - ir V. V 4 ,•. V. $V ' V - - V. -. - V, VI - - . . •.: V• Project #: 161247 V V V' I III Date 6/16/2016 ' -. VV - •V'V • - VV I' V V Vç - BeafrL/Header Calculation Beam No: -' 31: Description: Middle of laundry V '. V JV5V'V V V V V VV V •. V V - - V VVV V • . V - . Span Length: -'. '15.25 ft44.t- V - V 4 V V V V V., V.I,r'1 . 'V V •VV .1 - V 9,VV -,•, V . ,V •V - , Uniform Distributed Load: V DL(psf) LL (p Tributary (ft.) DL (plf) ' LL (plf) Total (plf) Roof •'20 .20V4.0/2+ 0 V 0: •o-. Floor 14 * 40 3.2 /2 + 0 22.4 64 86.4 '- VV 14 '; Wal1: Oi 0 -f 0 0 V o 0 Deck -. 14 , 40 0 /2+ 0 0 0 0 Self Weight 4* 7.7 --7.7 Total = 30 0563 64 94.1 Partially DisttThuted Load Distance from support 1 = 0.0 — V ,7 V •V V V V DL (pfI) LL (psf)4, Tributary (ft) DL (ph) LL (plf) Total (p11) 1' Roof ,20 20 ( 0 /2+ 0 0 0 0 Floor ? ,,14 . 40 o /2 + 0 0 0 0 40 Wall: 14 0 V 0 + ' 0 0 V o 0 V4 -. •, • 4V beck:"-'14 0. 0 /2+ 0 , 0 0 0 Total = 0 0 0 : . . - • • • .-- - -.' V , V . V Point Loads: 'V , • ." ,. • V ' V - DL 11) LL (plf) Total (plf) Dist from support 1 (ft) V PointLoadi:.,10 V o V 12 , i'-PointLoad2: 0 ' . 0- V 0 13 Load Results ' , Design Values - •.;a- - _t , 4' V V ' V •44 VV Supportibs): ''717, -. 4 , ' V•Fb= .2325 psi ... V •. - .Supiort.2Obs): V 717 Fv= 285 V P' Max Moment (ft-lbs) ' 2734 = 32 8i in-k E = 1 6 x io"6 psi Allowable Deflection = L / 360 = 0 51 in Calc Def. = o i8 in. • Je Section Properties: , r . . 'V ,,' . V -."-' -' •- • --:' -%f • V - V, V - .,,'Actual : V V V Required - Used V S (in 3)r ' . '57.2 S (in 3)=Moment/ ' i.00 *Fb= 14.1 - 25% A(in2)'=' Y .. 24.5 - .VA(in2)_15*V/ 1.00 *q..... 3.8 15% '' 1."t - 400.2 'F'(in4)'=5*M*Lt*2748*E*d=.. 14.5-R , '36% H ':- H- - J,. 4 V. Provid ' 1-- 175 14 * SCL 4 V • . ' V 42 '4 .. • V • 'V k. '. V V V V V V V 4 V.. •-• V V •V*VV• V_,V V . 't V •V$•VV A.''- . Adtual' - Required :- % Used S (0) 114.3 -, S (in3) =Moment/ 1.00 *.Fb =. 19.3 - A(in2)-'1.. 49.0 A(in2)=1.5*V/ 1.00 *F . 370. -- 75% I(in4)= 800.3 Ii(in4)=5*M*L2/48*E*d= - : 4.9 1% .12 (in4) = (Mw/4+Mp/3)*LA2/E*d= 31.0 4% - - • 4 - y • Project N 6/ .161247 16 /2016 Cant. Beath Calculation • d • Beam No 32 Description: Left of PWDR Span Length: 3 ft-,- Cant. Length 0.75 ft.- Uniform- Distributed Lodd: i - - DL (ps LL (ps 4Tnbuta (ft) DL (plo LL (plo Total (plo Roof: 20 20 0 /2+ o - 0 0 • 0 Floor: • 14 40 15 /2+ 0 105 , 300 * 405 wall : 14 0 .O + 0 0 0 0 S. Deck: • 14 40 0 /2+- 0 0 0 0 . Self Weight: - 15.3 -- :15.3 - - : Total = 120.3125. 300 420.3 S Partially Distributed Load (At Cant.): DV( LL(psf Tri15utary(ft.) DL(plf) LL (plf) Total (p11) - Roof: 20 20 0 ,/2+-. 0 0 , 0 - 0 Floor: 14 40 0 /2+ 0. 0 0 0 - • - Wall: 14 0 0. + 0 0. 0 0 - It Deck: - 14 40 0 /2 + 0 0 0.. : 0 Total = 0 0 0 4 • Point Loads: . • • : •, DL Obs.) LL (lb) Total Obs.) Dist. from SUpoft1 . Point Load 1: 0 o 0 . .0 ' Point Load 2 (At çant.): 4,832:, 0 4832.158 0.75 .. Load Results Design Values • Siipportlbs.): -61 • :• Fb= 2325 psi . • Support 20bs.): 7,025 - I . Fv 4 '285 psi Max Moment .ftJs.): 3742 = 44.91 in-k .' -- * E=.., 1.6 x1oA6,. psi • , Allowable Deflection= L1/.360= o.ioin. - . •.CalcDef.= ..• o.00in. Allowable Deflection ='L 2/ 360 = 0.03 in * r • 4 Section Properties:- .Actual V • V 4 V . ,•• Required V -. ' % Used IS (in 3) 57.2' . 'S(in3)=Moment/1.25._*Fb . __i6% L4in2)=_V • __' _-24.5,V A(in2)=15*V/1.25 _*FV ____149 61% II(in)='.._' __ ,. .lh(in4)=5*M*L'V2 /48*E*d r __...•.0.9 . 12 (1n4) = (Mw/4+Mp/3)*LA2/E*d= i8 9 - - '. . V,•• V. ._.4.• - VS • -3-.- ' . . 4 .. • - • . Project #: 161247' Ap Date 6/16/2016 40 ' . . V.. . Cant. Beam Calculation V I Beam No., .. Description: Left ofstairs - • 4 ..* I' Span Length i ' 65 ft - 'V.. S '344 4 V. 3 Cant Length 4075 ft . k 5 4 41 •V. •'- V Uniform Distnbuted L6ad i," 5 DL1 (psf) LL (psf) 'Tributary (ft) DL (p11) LL (plf) Total (p11') 40 Roof 20 20..-',_,O/2+ 0 0 0 0 rr 14 - 40 0 /2+ 0 .Floor 0 0 0 5 Wall , 14 ' 0 0 + 0 0 0 0 Deck 14 40. - 0 /2+ 0 0 0 0 Self Weight - .. 77 77 5 - Total = 7 65625 0 7-7 V - .4.. , • "V.- 5 V I •VI . V *''!.VV '4 ' - '4 • ,' 4 4 - 4 - - '1 ' - '4 -- •,•V44 ' DL (psf) LL (psf) Tributary (ft.) . - DL-(plf) LL (p11) 'Total (p11) Roof. 20 20 '42 /2+ - 1 40 40 80 5 Floor:.., J14 40 0 /2 + 0 0 0 0 - Wall! .' V.14 0 16 + 0 224 0 224 4'4 Deck 14 ' 40- 0 /2+ 0 0 0 - o / Total = 264 40 304 .1 ' . J • V• - V V.V ' 4• V , - 5 Point Loads: •.'V ': • • •- . ' ' 4 - V •.V - . • .4 .. r. • S DL (lbs ) LL (lbs) Total (lbs ) Dist from support 1 (ft) 'Point Load 1 0 0 0 0 5 Point Load 2 (A'Cant) 2,922 0 2922-445, ' 0-75 f. Load Results . Design Values ,. .' - VV.' -. . 44. . • 'V-" V 4 .:, •$V •. V V V ' - * V Support i abs) Fb = 2325 psi Support 2 (lbs) 3,532 " Fv = 285 psi 5 Max Momen(ft-lbs) 2279 = 2735 in-k E = 1.6 x io"V6 psi Allowable Defletion4L.i'/ 366 - 0.22 in: V ' Cak. Def. = o.00 in. V Allowable Deflection ='L'2/-36o = 6-03 in,./ 5 - . *4 1 , - • V 4 V• V V -,. r •V •••V •4 V . . .•. V •- Section Properties: -sV; - V 'V 4V4'.4. r • - 1': 4V,, V •, V . - - Provide 1, - 1 x 14 SCL I ô 75 t '* 44 S 4 . 4 4 • ... :."Pro ject#:16247 • ENI Date 6/16/2016 V Beam/H.éàderCá1cu1atioñ IV 1 . • BeamNo.. . 34 Description: Rightofstai;fóiindation plan ' - V. • - I I 'V-' V 4.. - Span Length. - .6.5 ft., * V -• "i- - i. - W Uniform Distributed Load • V I. • V DL : - (psf) (psf)' (ft) DL LL Total LL Tributary (p11) (p11) (pit) - Roof: 20. 20 0 /2+ 0 0 • •. 0 0 W -Floor:, 14 40 7 /2+ 0 49 140 189 •, 1 'Wail: 14'4 0- o + 0. ' o :. o o.. .-Deck: 14 ..40.) 0 /2±.O 0 o- 0 . . S elf Weight: .-," .. 12.3L - Total 61-3047 ' 140 V .201.3 - W 4 PI1iaUy Distributed Load: . - - - Distanc from' Support. I = 0.0 O V ,DL (psf) LL (psf) Tributary (ft.) DL(pit) LL(plf) Total(pff) . Roof: .2O 20, .0 /2--o. o o . 0 - Floor 14 40 0 /2 + 0 0 , 0 0 "Wall:14 0 0 + 104,01 F 0 .. Deck:t 14-' 40 :0 %/2+t0 ,0 .O•. t". o Total = 0 0 0, • - . - V V ' Point Loads: V T , V V V V . V . , . . . -. •. - - V ,, V •I • - * •- -. V •,; DL(plf), -. LL(plf)- Total (p11) Dist. from support i (ft) V • •4'PointLadi: .- 0 V 0 $ 0'' Point Load 2 0 0 0 0 Load Results: V • V Design Values: $, V "Supporti(lbs) 654 1 Fb= 990 psi — Suport 2 (Ibs) 654 Fv = 180 psi • Max Mornent(ft-lbs.): ., 1063 = 12.76in-k ' - . •-' E=, 1.6 X1O'6. psi - V • Allowable Deflection= 'L/ 360= .0.22 in. ,• •$,Calc.Def.=-1V 0-.01 in. : --.- - .• -. V ' - - Section Properties: VV, V V - - * ,- V — V V - -V -' V * V - V-V V V VV V V( •• VV V 'V V . •• Actual - •.* V - *V * ReguiredY • V % Used'. •' S(ih3)= .73.8 •* S(in3)Momefit/ i.00 Fb'= • . 12.9. .17% ' •V "A(in2)=. - 39.4 . A.(iii2)i.*V./...* 1-00-V*Fv = * 5.5 ' - • 14% • ' - - -, 415-3',""- 1 (ifl4)= 5*M*L1s2/48*EM = •t 23.3 6% h!. ' -'Actüal 0 / . Required- • % Used S (in3) S (iñ3)=Moment/ i.00 *.Fb = . 11.8' 17% A(in2)= -- ,''563 •• 4 A(in2)=4i.5..V/ i.0o *Fv. 6.3:. ii% I (in4) 4263.7 . J (jfl) 5*M*LA2 / 48Ed . 33.6 .. 13% - Ir 4 - ' -.2 • • - 4 4• - .. - s..4 's - A 2 . - '. Project #: 161247 NI Date 6/16/2016 * Beam/Header Calculation Beam No - 35 Descnption Front of porch, foundation plan SpañLenth: , 4 -- : . .- 4 S . .•; - . + Uniform Distributed Load '.. DL (psf) LL (psf) Tributary (ft) DL (pif) LL (pit) Total (pit) 'Roof .20 20 O /2+ 0 0 0 0 Floor:. - 14 + 40 7 /2 + 0 49 140 189 Wall 14 0 * 0 + 0 0' 0 0 -' Deck 14 40 0 .."/2 + 0 qp 0 0 0 Self Weight . , 0.0 0.0 I A. Total = 49 140 i89 o F PartiallyDistributedLoãd:' ' 4., - Distancefromsiipporti= •,. 0.0 ' . . . -. DL (pst) LL (p4) Tributary (ft) DL (pit) LL (pit) Total (pit) .Roof: . c 20 20 0'/2+ 0 0 0 .. . 0 Floor 14 40 0 /2 + 0 0 0 0 Wail j4f 14 ' 0 ' 0 + $ 0 0 0 0 -,i4:. -4O.O.,4'/2+ 0 A -, Total = 0 •. 0 - 0 0 0 0 4.1 PointL'd - '- • -. . . * ............ - -4 , 4 DL (pit) * - LL (pit) Total (pit) Dist from support 1 (ft) PointLoadi o.. 0 0 • 0 PointLoad2 0 .. 0 0 .' r Load Results - i Design Values 4 •.f . . 4_$__4 Support i (lbs) 709 Fb = 1350 psi .4 .-' . 5upp0rt2(ibs.):- • 709. . .. Fv= 170 psi Max Moment (ft-lbs) 13294. = 5? 95 in-k E = '1.6 x 10A psi Allowable Deflection = 4L/ 360 = 025 in Caic Def. = 0.03 m i. 4 44 1 -,Section Properties: . - - . + - . - .j ,... - ,. . ..- .- . - *° A •. - .• • w -::- H.. O 4 41, Pr4ovide ci" 1 )i x '' 8 DOUG FIR-L #1 * - 1 :._"1.r 4 i ..,.1. • - - - . - 4 .4_I. • -• - 4. -- *44 - .4 -4 '4+ 4 46 . . . - 4 . •. .- •,. . . - 4 - - + • .4' 1 V l.VV VV • -. V. V - - V V ' V + • .VV! V ' V•VV V V * I••-••••••••-••1 V V Project# 161247 V • IIII * Date 6/16/2016' -V V V V VV. VV V V VV .V • • An - Seismicalysis:' V 1 V V V V W V.. VV • VF • V Risk Category= .. V V IF Site Class V •" V V D . V Importance Factor, 'E 1.00; ;Response Modifiiation Factor, R = V 6.5 V I V V V VV j . V . - V — V V• 5= 1.1440' . V (Per Soils Report) S1= -. 0.439 V V V (Per Soils Report) +.• • Fa = 1 04 (Table 1613 3 '3(1)) F = 1 56 (Table 1613 3 3(2)) • V 5MS = 1.19 S 1 = 0:69 (Eq i6-38;FyxS1). V V V . • . 0.80. t V VV. V V V( ••V. V V (Eq 16-39; 2/3 x SMS) S01 VP V •IV 0.46 .V (Eq 16-40; 2/3 x SM1) V W • • ' SDC5 = V V V. (Table 1613.3.5(1)) • SDC V D V (Table 1613.3.5(2)) V V •• V ".T- V SeismicD.esignCategory=.. V1 V V • * T = 0.02 (Table 12.8-2) 'Cs '= )0.12 (Eq 12.8-2; SOS / (RITE)) h F 12.5 V% -.1% CsMax •V , 0.53 . (Eq 12.8-3 & 12.8-4; SD1 /((R/1E)xT)) V - V T.= V 0.133 V(Eq 12.8-7;CV1.*(h,)'), .smin= 0.01 (Eq 12.8-&12.8-6) V TL = 6 (Figure 22-12) rho = 'Y36 - V VV V V• V V V= 0.12 XW. :V.' • 4 ' • • (Eq 12.8-1; CsxW) V/i4=.- 0.087407 . ._ xW VASP ., V V •V - V V VV•' V . V V DeàdLoadat Roöf= 20 V psf • V Dead LOad at Floor= . 14 psf- ROof - Walls = '10 psf Floor Walls = V V 20 psf . V * I 30 opsf 34 P '-V V - - 1 t V f_ •>V V. V, ,Vq 7. ' •Vfl 5' C. / V V ., - • •,r, •.,- . . - • 4V I [NI V . r .4 •• VV V4 . - sis ____ V - VVIV VVV V {, - -. 'Basic Wind Speed, -V (mph) = , iio- V Topography Factor, K t = Imp6rtance Factor, f= l 00 ' Length of Building, L (ft) = Exposure Category r VV C ' . Width of Building, B(ft)= t Mean Roof Height, h (ft) = '- . 14 Roof Slpe = V •• GUst Effect Factor,VG =. JV 0.85- Wind Load Factór,c= V VV V ,._f L . . 'LVV I ' V Horizonta1 . 7 Roof - g>io° •.V, ;_4V. ?.., , .., V 2238 ' h/L= 093 q= 2262 i': • .. .Horjzonta1 - Wall i. p 7- V V_ Project #: 161247 . Data: 611612016V ,. 1.. TV • 1 V 15 '; 11' 5.. /12 $1 '-'-• 1.3 .- V • . r IO V. :0 VV• V. V C ijidward - leeward Cp war+ P (windward-) P (windwârd+)[ P (leeward) Total Roof -0.56 . -0.60 o.io -10.69 1.99 [-11.41V 13.41 V V V. - V •V V 7-V V . Height (I2 Cp(wjndward) Cp (lèwrd) P (windwl) P (l) P Total Wall 0-15 '-22-38, 0.80 -0.43 15.22 V -8.13 23.35 V 20.- . 0.90 0.85 V 23.70 0.80 -0.43 16.11 -8.13 * 24.24 25 . 094 0.85 24.75 0.80 . -0.43- 16.83 -8.13 6 30 - 0.98 0.85 . 25.80 o.80. -0.43 V 17.55 -8.13 25.67 40 1.04 0.85 27.38 0.80 -0.43 V 18.62 -8.13 26.75: 5o V 1.09 0.85 28.70 - . 0.80 '-0;43 19.52 -8.13 27.64 • 1.13 0.85 29.75 0.80 '. -0.43 20.23 -8.13 -. 28.36k. V - Ø,j4V V• - - V• V V i (UPLIFT) ;, •4 V_ • •V VV Vertical - Roof and g<io° V V - V . 7 V V - V •V*. V - V - V - V V • • ... V;Vk V VVT '.V . V VV . V VV* - V W*VV, V• ' - . V V .u-7 • Vf V V - - V V. .• Vt. -, :-' .- 4. C Wind Loads .VV7 V V V •VV . V - * VV e • . . , - V V -V • V V V. V 'V V V •V 1VV ,V V V •V• k • . - - • W4 V?j, - V - •V . -. • V* V V :V V; 4. • V - * • / 4? •VVV I .. \;., z. --., - VV,V•77 - V VE V WVV ,4. V V VV •V -. -' ' e A- VVV.VV V*V VV 7 VV,V V V * - V . V .V V . I• V... • *V iV •V*V.V..VV V V .•*eVVt VV V.V* V _VV1 I V ci- * V V * IV .) , • V . . VV V - • • - • - V V V •VV V V V VW V V •• V . V V' VVVVV '4Ve. L - V -, . - • V e •I. ,VrV( V V V - - I • StV_V _ -.1 7 * C 4 11/2 O h/2 - h h 2h >2h Pin -23.72 -20.42 - -12.81 -12.30 V -3.42 S V V , V • .:- H' V V V. V •: V* .1 V •V :- . tt V VV•V0 V VV VV O VV V V .. V. - , C,VV 'V • :Jr •tV . V V VV V VV O V VW.V * .48 .. 2 V •V ••V • : Roof Roof at 2nd FloOr= VV -P ()* 14 . 12.5 ). 15.7 plf iJoa'ã Wa1lat2ndFloor. V .PJ' -12.5 . 6.25 - )= 113.8 Elf V Sum at 2nd Floor V V V - . 129.5 p11 • .4 fr. • 5-.., "• 7 • LI Projecf#:161247 E Date 6/16/2016 Seismic Analysis - Risk Category= II Site Class - ' . - ••D I • Ifnportance Factor, 'E = 1.00 Response Modification FactorR : - .6.5 . - - S= . 1.1440 * - ' (Per Soils Report)' : S= - . -0.439 . - (Per Soils Report) •. . F-= - l.04 (Tale1613.3.3(1)) F,= 1 6 (Table 1613.3.3(2)) SMS =.- .1.19 (Eq 16-37;FxSs) . •SM1 = o.69 (Eq 16-38;Fv xS1) SDS=. --- 0.80 (Eq 16-39;2/3xS 5) SD .0.46 (Eq16-40;2/3xSM1):-, sbc5 = -D '. (Table 1613-3-5(1)) .SDC.= .D- .(Tabll6l3.3.5(2)) • • -. . 1 I Seismic Design Category = . D - 0 . Cr -. -•'.. 54 , • 0.02 (Table. 12.8-2) .•• C5 = - -_4 • 5 _.__ .(Eq 12.8-2; .. 4 ..4 5D5 / (/IE)) - --- 4 - - • h = 22 Csmax = o (Eq 12.873 & i2.8-4-) 5Di / ((R/TE) x T)) T = 0.203 (Eq 12.8-7; Gr x (h)') 'Csini.= 0.01. (Eq 12.8-5 & 12.8-6) a TL = 6 (Figure 22-12) rho 1 30 1 • - • -• - -.5-- - •- - •-- .. - Vr. ', o.i xW . - ., vt '(E12.8q-1;CsSW) J V/1.4=-o.o874o7xW . t ASD - - - - • - • - Dead Load at Roôf= 20 psf . -- Dead Load at Floór= 14 psf . -. Roof Walls = 10 psf Floor Walls = 20 psf • 30 psf I 34 psf, 5- .5 4 '- 5 .. - .5- - * - . • • -. - -• - . 4 . - * '_5•_ .5--. •'- '• 44 I .4* ._4 4- I :.-- - 4_S -5• -;-,- : - .5 - - .-. -, - • . - .5 -S - • - - - ., :-. :- -• - .5 • '•. . '.5 4 55 S I; 5 - 5• .5-- , -- ,•__* -5. .5 5 -5 - - - - - • .5 - • - - • 4 - S - ',. Project#: 161247k 6/16/2016 N Daie: i Wind Analysis , 4 . ic . Wind Speed, V(mph) = no Topography Factor 4 , K, = Bas - Importance Factor, I = '1.o 0 Length of Building, L (ft) = 81 Exposure Category = ' .' C ' Width of Building, B (ft) = 39.5 'Mean Roof Height, h (ft) = 22 Roof Slope = 5 /12 Gust Effect Factor, G,= 0.85 Wind Load Factor, o = . '1-3 - r 4 .. ' Horizontal- Roof g>io qh 2475 h/L= 027 q= 2262 p.1* - 4 .- . - : a- ,t a 4 . Horizontal - Wall - :Cpwindward - Cp leéard C wind!ard + . P (indwrd-) P (windward-a-) P (leeward) P Total Roof -0.26 . -o.60 0.24 - -5.39 - .5.04 - -12.62 17.66 a. Height K Kd I . Cp(windward) Cppeeward) P (windward) P (leeward) P Total Wall 0-15 . 0.85 0.85 . 22.38 0.80 -0.30 15.22 -6.26 21.148 '20., -0.90 0.85 23.70' :0.80 , .-o.30 16.ii -6.26 22.37 .25,' 0.94 0.85 2475' 0.80 -0.30 16.83 76.26 23.09 30 0.98 0.85 25.80 0.80 -0.30 . 17.55.. -6.26 23.8o- 1-0410-85 : 27.38 0.80. -0.30 18.62' -6.26 24.88..' 50 ,1.09 0.85 28.70 - -0.80 -0.30 19.52 -6.26 25.77 .-.2975 -0.30 20.23 _-6.26 . 6-49 2 P (UPLIFT) _7 Vertical Roof and g<io° - --ç).- • - a - .4 Wind Loads . o -h/2 a - h/2 - ii * h - 2h '2h .. -. : Pinternal -18.93 . -18.93 -10.52 -6.31 -3.79 Rf Robf at 2nd Floor= - P * )* , 22 - - 19 ) = 41.3 plf Load'' Wall at 2nd Floor = P * ca)* 19 - 14.5 ) = 78.5 ' PH Sum at 2nd FloOr 119.9 Of 44 - , 14 1. '.. •!'' - • - '--' * . .' j ''4 - ;__ .4 -4 .. •''a . . - - "- 'ti•• . - a4 •'- • ) . 4 r a --b- • " ' - ,a- ,a-• •' 50 4 4 . c• a.. 1 - a --.• . • ' - ,Floor. ' -, ' - '' •: . . . - Load 1st Floor P a4 o 14.5 - 4.5 ) = 167.5 pif . - Projecf#: 161247 IIN11 Date 6/16/2016 Shear Wáll Analysis, . 4. Shear Line 1 Description: Left of bed 1 - , . •. _-; . .. . 0 .t 0 • Wall - A B C D E F - H I Total Length 4. Seismic Load - Uiiit Load (psf) -__Tributary Load (lbs.) W (ft) D (ft)/2 4.73 . 6 P , 2/2 = . 32 4.73 12.5 21/2 606 4.73 6 8/2 . 114 - .0 -o - .- .... 00 -. 0 - .-. 0 Load This Level = 752 Lateral Load From Above-'= 0 - - - Total Load = 752 Wind Load . Unit Load (p11) Tributary Load (lb.) D (ft)/2 119.86 15/2 899 - ----- - 0 0 - o -0 0 -- - .: 0 0 Load This L&el = Lateral Load From Above = Total Load= 899 0 899 1 - -i _0 .. Plate Height 9 '-PierLength= 4 ,.Reduction Factor = .o.89 !. 0 . . 0 . 1 •• q- 0 e ___________________ OTM (ft.-lbs.) - . ____ RM (ft.-lbs.) - -- Wind Uplift (lbs.) 0 - - - 6766(E) 'I- 8o9o(W) o.6xDL= I 7OO.8 .' --38,- Net Moment (ft.-,Ibs.) Up lift Above • .6065(E) _I_7390 (W)•. o (E) __I_(W) Total __•. 1516 (E)I_1885 (W) 0 • • 0• • 0000 • .- . 0 . -4 - - ., . - . . - 0 ,• . 0_0_ :- :0 0 0 . . 51 • I - If _. . - 1 'I' i , O Shear Wall Type Total Load (lbs.) Total Wall -Length(ft) Line Load SWType 1 Capacity (plf) 1 Seismic, 752 4.O0 4 187.9 6 231 Gov. Wind 899 4.00 " 224.7 .6 35O - •, Overturning - Moment Arm. 0' Resisting Dead Load L= 4.0 ft. IH= 9.°ft.I - - R= 2ft./2 1 9ft.IF= 0ft/2 -- Govern ing Load - Strap or Hold Down Capacity (lbs.) Floor to Floor I 1885 - . - 1CS14 •• - 2490 •..•;. - .. . .••••4 - • -", .-• . . - Project#: 161247 Date 6/16/2016 5 ENF She Wall Analysis - - A - -.- , , •1• •• ..•- 4 . - . -. Shear Line 2 Desèription: Right of bath 6'- - . b • , . -.4 .4 . • ;_'!4: Wa11A.'B'. •.Et'- F.. .G- H I .- Total 5 Length. 3.25 ,-.. , 3.25 •- - - 4 ,' 1' '.- -• . •, 4 . Plate Height _ 9 Pier Length = 3 25 Reduction Factor = 0.72 A ,: - - •:--_.: _:-_--: -' ,.- ... ' 4 ..-' ' P . . Seismic Load • : Unit LOàd (pf) 'Tributary. Lbd (lbs.). .W (ft). I D (ft)/2 4.73 . 6 . 2/2 " 32 4.73. . . 12.5 -21/2 . 606 473 :- 1. -. 6 8/2 '. .114 :, ' .., - .:;'_4 . . 0 -. .- . -.. . 0 -. -- -.•--, _____________________ _________ _________ __________________ 1-• ______ - - ... .,.. ... 0 0 -- 4 0 r LoadThisLevel= 752 Lateral Load From Above = - 0 -Total Load= 752 Wind Load Unit Load (pif) Tributary -Load (lbs.) . D (ft)/2. 119.86 . 15/2' 'c -' 899 ____:- - .4 -4 - ,. ..•- - - -• - - .4 0 - - . 0 . '• S.-' - 4 0 0 - ---- . . o 0 -. . -...0 ____ - -4 - ••l ..•- . • - 4 . ' . -- 4 5 'S 0 - ,Load This Level'-- Lateral Load From Above = TotJLoad= .' 899 - .0 - 899 Shear Wall Type - -. . . .- 4Tota1, , Total Wall' I Line Load ' 1 ''e Capacity (rlf "1' 1 - . Load (lbs.) .. Length (ft). * (pif) .. ' Seismic ..752 -3.25 231.3 . '4 253 Gov. -Wind •.. ,- 899 -. -, 3.25 •... 276.6 -' 6 . '350 - -4. - --_-,-_-* 4 '4- .4 4- •- 1 - . 4.- - . - .. - . . - .. -------T Overturning - .-•. •. - - . . •. 4. . - - '..... . Moment - - - .. Resisting Dead Load L= . 3.3ft!..JH ': 9.0ft.-I. .. . R= - 6ft./2 JWrr. . 9ft. IF 0ft./2 S H . - OTM (ft -lbs) RM (ft -lbs) - E.-Wind Uplift abs.) I , 6766(E)'.' J 8090(W). : o.6xDL= I 589.3875 • -92 - - ,• . - - Net Moment (ft.-lbs.) - -• Uplift From AbOve (lbs.) Total Up WWI 6177(E)' h? 7501(W)'.- f ; 0(E) I.o(W) _. _1901(E) I •• . S S - , r •. •• .,?_ + - . . .• •. .- . - 5 - 1 4 4 ,. a. •, 52 .. $ - Governing Load-i . Strapor Hold Down,. . .Capacity (lbs.).. 1. FloOr to F1oor .,. 2400 - -. ... ..1-CSI4 - • . - 2490 - Foundation -. . 2400 ' , STHDI0/HTT4 . 3730 -' - Seismic Load Unit Load (psf) Tributary.. Load (his.) W (ft) D (ft)/2 4.73 ' 16.5 6/2 - 234 4.73 . 20.5 t34/2 1625 4.73 5.5 19/2 247 - 0 4. '0 -'V 4. - V'• 0 0 Wind Load Unit Load (pif) Tributary - Load (lbs.) D (ft)/2 119.86' 40/2 .. . . - 2367 o - - - 0 V V - V - 0 V V 0 -o 0 . Load This Level =, tLàteral L6ad From Above = Total Load = 2367 - - 0 V 2367 V •. V Load This Level V • . - 21o6- Lateral Load From Abov = -. - 0 V 4. Total Load 2106 S. - V , .- Shear Walle - - Total Load (1bs 'V•. __________ _________ V Total Wall" Length (ft) Line Load - (p11) • ' . SW Type Capacity (pli') - Seismic 4 21o6 .. 6.00 • 351.1 3 ' - 490 . Gcjv. Wind - - 2367 '9. 6.00 394.5 - . 4 - V3 4- - - '2 ..•. V . - . -V -- Vt Overturning 1' Moment Arm ' V Resisting Dead Load -- V - - L = V '6.o ft. IH= 9.o ft. I - . - R'r V 6ft./2 IW, 9ft.'. IF= oft./2. 9 * .OIN: 4: VV Pr9ject #: 16.1.247 ' Shèar Wall Analysis -J . Shear Line . 3 Description: Left of great room . I S. ,.• - . Wall . A -. B C D E F G H , I Total Length :V 6 : .' V V ... 6 • .9OTM (ft -lbs) RM (ft -lbs) Wind Uplift (lbs) - - .18957 (E) V 21305 (W) o.6 x DL = I 2008.8 1 -170 Net Moment (ft.-lbs.) - - . Uplift From Above (115s.) , . - Total Uplift (lbs.) ' V ' V.19296 V .-16948(E)LL (W) . -.' ___0(W). -0_(E) - 2825 (E)I_-3386_W) ' V ' Governing Load . - Strap or Hold Down T.. ' Capacity (lbs.) V V Floor to Floor 3386 ' ' V 2-CSI4 ''. ' '4980 V -. ' Foundation - VV' 3386 1 STHDIO/HTT4 . V 3730 S. e I : . c' Project #: 161247 Shear wall' Analysis ': • Shear Line . 4 description: Right of master bed ¶. .4 .Wa11,-A': B::.cHz-D .E Cc H J-.Total Length 6 6 - - 4. .• ,. .• e. • ..•.•. -4 f .-,, .,.. 4 ,-.... . - . • • -. _____________________________ - --•'. .-. *-• 0 Seismic Load Unit Load (sf) .__Tributary Load (lbs.)s .W (ft) I D (ft)/2 4.73 16.5 . .. 2/2 . 78 4.73 . i. 20.5 .34/2 .. 1625 4.73 5.5 19/2 . •' .,. 247 4.73 ;.- 15 . 10/2 . . 355 0 -0 -0 • .'. -.- -.- 0 -. .1' , .• - - - ,. 0 -Shear. Wall Type Total Loa1d(1bs.L iTotal Wall ,.Length (ft) Line Load .(lf)SW Type, 6.00 _-. 384.2... _Capacity(plf) Gov. Seismic __.2305 ;. Wind . __2727._. .600 _" 454.5 .. _.3,'___490 _4__..53 44 Loàd This Level= 2305 ,Lateral Ldad Fiom Above = .- * -.-'. 0 4, -Total I~oad= .. '-- 2305 - - .., Wind Load -. Unit Load (p11) ,F Tributaiy.. Load (lb's.) .' D (ft)/2 l. 119.86 . 46/2 . 2727 - - 0 . .. . _••_I.t . '( • ,.• -.- 0 0 • - ,,- Att 0 0 0 40 -'O Load This Level = Lateral Load. From Above = Tota1Loitd= ' 2727 . 0 , 2727 Overturning- • • ,. Moment Arm-., - ResistingDeadLoad 6.oft.IH=. 9.'0 ft. .-H- R=.. 2ft./2 IWr 9ft. IF= .0ft./2 OTMM-7ibs) ________4 . .RM(ft__ibs) Wind Uphft(lbs) -20745(E) _•(.._24541(W)'. . o.6xDL= _.1576.8 .. :. '- • .- . NetMoment(ft-lbs.) .. , Uplift From Above(lbs.) Total Uplift(lbs.)_ - 19169(E) .J 22964(W), _0(W) .0(E) ___-I _3884(W) :3195(E)-1 : - .• 4•_,. . .' . . .. .. . 0 4 .•4 4' - .. 44 4 ... . .... t t,4 .- ., .. - - . 4 . -• • . . . . .-. - . 4 - J I ' •_Ii•s ' -II '4 ' • -' - - - - Governing Load Strap or Hold Down • .Capacity (lbs.). Floor to FlOor - - ..3884'-- .' 2-CSI4 - - 4980 - ' •' Overturning - ' Moment Arm . - ' ..Résisting DeadLoad L= - io.8ft. I H = 9.0 ft. I , R= 2ft./2 JW. 9ft. IF= •.- oft./2 5 -.4 . * _-.4 .4 • - - t ,.. . - . -'-. . - - 14 • - ' 0 "Project #: 161247 • N Date 6/16/2016 • . '.;' Sheàr Wall An'a1ysis Shear Line 5 Descnption Left of bed 2 '.- - . .- Wall -' , A B '. C D - F G" H '' I - ' Total Length 10.75 - 10.75 Seismic Load,. -: - ' Unit Load (psf) Tributary Load (lbs.), W (ft) D (ft)/2' .4.73 ' 151 10/2 355 -4.73 ''. 211,16/2 795 - 473 - 111 20/2 ' 508 '4 '0 - - 0 0 0 Load This Level= 1657 * - Lateial Load From Above = . . 0 - . . Total Loaa,= 1657 Wind Load ' Unit Load (p11) ,Tributaiy Load (lbs.) D (ft)/2 119.86 8/2 , .1648 • • 0 -''O - . 0 4. 4 0 0 0 0 ç - 'Load This Level = Lateral Lbd From Above = Total Load , 1648 - • 0 .1648 S.,. Shear Wall Type Total Load (lbs.)' Total Wall .Length_(ft). Line Load. '(If) _... . Type. -Capacity (plf) Seismic 10.75 _SW _. Gov. Wind _•-1657 _1648 1648 ' ,'10.75, 153-3' .154.2._6___-._260 _.6 _350 8 • .OTM(ft.-lbs.) . ,RM(ft.-lbs.) , Wind Uplift(lbs.) 14916 (E)'._14832 (W) . 0.6 x DL =_I_5061.638 -'-ion .• • _-. Net Moment (ft.-lbs.) , uplift From Above(lbs.) ' - .Total Uplift(lbs.) _ '' 4. 9855(E)I_9771 (W)_- 0 (E).__I_0 (W) ' '• 917_(E)I'_-1011 _(W) -' * , - - - • 4 .. *. . - ,_ 4' - ,-: - 4*- - " 4 • - -- . _ ,- - . - ' .' -- 55 S..__ • _. _. _ . .- 4 , ' ___- . - . --- . -5 -. - - - - - Governing Ldad' . - •- Strap or Hold Down -Capacity (lbs.) -' Floor to Floor -J - i0n. 1-CSI4 - - - -. 24901. + . 4 -. - V. . N Date 6/16/2016 Project #: 161247 1' V ,T ..,.VShëär WaHAnahfsis .•' Shear Line 6. ',Dscnption Right -of bed 3 V. Vj+ V+ V - •%;4 . _. - 4 ... —' . Wall .B..-4RC .D-'E F G . I Total Length * -' 4 4 IV - - - V .• V +. V, • Plate Height = , Pier Length =j 4 Reduction Factor = o_89 - V V . • 4V V V V. V V'i_ V V - . V - •• I- ;+ V --___OTM(ft.-lbs.) RM(ft.-lbs.). ..Wind Uplift (lbs.).. V V V V 11722(E).- _Ifl9708(WY 796.8- J, -76 V . io V Net Moment (ftlbs:)-_: _-,t. Uplift From Above(lbs.) Total Ujlift (lbs.) 4 . V V 10925(E)._I_8912 (W):4 - _(E)I_.+0(W) 2731(E) 'I 2304 (W) . V 4. W :V.VVV VV;'.. . - V :V. •. -4. GoverningLoad' _;[.V +.. _Strap or Hold Down (lbs.) FlbortoFloor - _Capacity Foundation _2731c.J VV 2731-_V V[•V V __2-CSI4 __V 4980 _VSTHD10/HTT4 3730 -- _•V+,, V Shear Wall e- ________. - V V .. Total- + V V Total Wall-, . Line Load SW Trne V Capacity 1 V ..VSS Load (lbsi) Length (ft).. V V(plf). VVV V Seismic • 4.00' 325.6 __________________________ ___________ _________________________________ %4.. •'• _V _3 _436 . Gov. Wind _____-1079:V _1302i V 400 V V 269.7 _V _.6 _V 350 Overturning ..'V Moment Arm ..;.Resisting Dead Load __- L __40ftIHz__V 9.oft._. R=_4ft./2 IW _.'9ft.IF= __V0ft./2 ' Seismic Loads. V (- Unit Load (psf) -.Tributary:' . Load (lb s.) W (ft) I D____ (ft)/2 4.73 . . 21 --16/2 V 795 4.73 . 11 20/2 . .508 V.;. .. +. .01 r. • E 0 : V 4V+V 4 VV V -.+ 0 -, V 'V - + - •,V ' 4 0 V V V.4 V k - 0 - : V ;.-. - -- o V , ,,.LoadThjs'Levelz : -LateiálLdd From Above = , V o " TotaILoad= 1 1302 J V Wind Load - V Unit Load (pif) i Tributary V V V Load abs.)_ V D (ft)/2.: 119.86 .18/2 . 1079 V V ••••V V 0 0 V V , 0 V . 0 0 ___ _____ _________ V•VV .V . V • V V V • £ . 0 V V 0 V -10 ___ __ ___ _____ _ _ _ _ •V . 0 - - Load This Level = Lateral Load From Above = Total Load 1079 V V 0 1079 T V V. - .• - •V V V •V V -V 56,.• V V • : V - V VV• iVIVV + 4 • V VV - V - V •V V V V çrV:. •. V S V V V. V5 V •$4.VV V V VA VV4'4VV V4. V V £V V, VV1*+ , V+4 • V 4 !VV '•_ --V VV.VV.VV V q 41 V•4 4 4 4 - V V V, :• Overturning .' - Moment Arffi' - Resiting Dead Load L= 12.0ft.IH= 9.oft. 1.. R 20ft./21W= . 9ft.' IF oft./2 -S - - - :- :. • • -. ':- . . - . Project#:.11247' LNI Date Shear Wall Analysis 1 • Shear Line 7 Descnption Rear of kitchen . I 4 - Wall . A 7 a C D E F G '. \. H Ic - Total + Length' -12 . . : . - 12 4 Load This Level'= - _ Lateral Load Fiom Above , '.0 Tota1Load= .. 3395 ' Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) FD-(ft)/2 4.73 6 17/2 234 4.73. ' 33 2/2 .' 6oi 4-73 1 10 15/2 349 .4.73 '32/2 1211 - - . 5_•*_S_ S '0 - . o :o ,Wind Load - .'- Unit Load (pif) Tributary, Load (lbs.). D (ft)/2 .. -"119.86 ' 32/2 1918 r. . -. -5 •.. o o - S 0 0 S •,5 .. - 0 i' 0 Load This Level = ' Lateral Load From Above Tota1Load '= 1918 . - 0 1918 Total Load (lbs.) -'-______________ ____________ .Total Wall Length (ft)t. Line Load (pif) ; . SW Type . Capacity (p11) Seismic- . 3395 12.00 . 282.9, '4' 350 , Wind " 1918 12.00 -. . 159.8 - 6 -. 350 k t, 1 -5 4 . -, • OTM (ft -Ibs) RM (ft -ibs) Wind Uplift (ibs) j3O556(E) "a '17260'(W) ' o.6xDL I 14083.2 :-1136,! 5 ' ... • Nef, Moment (ft.-lbs.)' r Uplift FroAbovè (lbs.) I. Total Uplift (lbs.). 16473 (E) I 3176 (W) 0 (E) I 0 (W),. 1373 (E) I :1401 (W)' ,• .55_S. S ,, 4 1 - • '. 57 4- - - - . , - - , -. - -. . - • S * * I - . 4 I • I- •.j - I 4. - . Governing Load.. -- Strap or Hold Down - -. 1 Capacity (lbs.). Floor toFloor 1401' .. . 1-CSI4 2490 F . - Project #: 161247 -. Date 6/16/2016 Shear Wafl.Analysis F4 r Shear Line 8 Description Front of master bed 4 ..' - .-.• 44. . .,-. Wall A V13 -.IC E ._ F G H I Total Length, 2.75' . 2.*2 75 . 'I• 7.5 - • . . . I. 1' Load This --Level = . - 2307 Lateral Load Froth Above '' ' 0 TotalLoad= - 2307 Seismic Load • Unit Load (psf) Tributary Load (lbsl) .W (ft) D (ft)/2 4.73 6 17/2 . . 1." 234 4.73 - .. 33 21/2 ' . 160i 4.73 10 . 15/2 . 349 4.73- ! '--p 8 7/2 . -.123 0 o 0 - o 0 Wind Load Unit Load (p11) Tributary Load (lbs.) D (ft)/2 119.86 27/2 1588 - 0 0 0 0 - •..,• . 4 . 0 - . . 0 • - 0 .0 .0 Load This Level Lateral Load From Above = Total Load= 1588 0 'k., 1588 :.. (. ,. •..• •• ,•- Shear Wall Type . . . Total , Load (lbs) . TOtal Wall Length (ft) Line Load (if) SW Type Capacity (p11) Seismic 2307 . 7.50. . .. 307.6 '- .2 . 600 Gov. Wind -, '1588--, 7.50 2117 6 350- &. "Overturning .. - Moment Arm- ' '' . ., Resisting Dead Load L= 2.8ft. H= 9.0ft. . • R= 20ft./2,W= 9-ft. IF= . •oft.'/2 ' ':•, - OTM (ft -lbs) RM (ft lbs) Wind Uplift (ibs) J 7613 (E) I 5241 7w), 6 x DL = I 739 6125 -260 I Net Moment (ft -lbs) Uplift From Above (ibs) Total Uplift (Ibs) 6873 (E) I .,4501 (W) 0 (E) (W) 2499 (E) I 1897 (W) - Governing Load. .' . . '. Strap or Hold Down . .. Capacity (lbs.) Floor to Floor '. ,2499 . .' . 2-CSI4 . . . 4980 - - Foundation 2499 STHDI0/HTT4 3730 -.-:-. --.--- -- --- .- I I J. - .' ,t•_, . - -. (: -. . -. 58 . .'. •- - . - ....... .'r - - • . - . '- . --- -•. .3.. IF-:' 1. ,- . _4i -. 4. . . -4 4 '.•'J. -'.-- -• ' :'-' S;- . Project-#:161247-5 - V. *5 &V ,Shear Line 8. r _ . S. - -. -. - -' -- V**V,V,Sheai:1461.i lbs FROMSEISI b S1iéWaThDimesidii S. W Width= 2 fl C= 2 75 ___ ________ • V• '= 1.25 ft - - - ' 3 ft . Ix F= 475 ft V ft IV *x . Wz 6.25 _4 I = D+E/2 = 2.75 ft J=A+B/2= 275 ft Li = C+B/2 = . 3.5 ft. ' - • •. .•- . -. 0 =D+E/2=,2.75 ft k / - L. .. • Provide Type 2 Shear, j =. Shear Entire Wall with CS14 Above & Below Opening I iii i 4 -l-_ I . - -- ___________ I K=V*[A/(A+C)]= 615 Abs V . 4 I Y-= KI / J = 615 lbs . •_L.1 ,. • ),I' 0* ' ' Xr.YJ/I= ; 615 lbs * V S - • • '. - • * •• -. - :- --- . '' : -. -' -, . . • S •S • '4 0 -i. . - - • I2 -T I- 'V -. LV . . '4 - - - S •S• ________- . S V. . I ,- * • - '• - * - - I f T[(Y*B/2)/D], 369 lbs U1 = T /(B/2) = 492 plf • K zç I -;-- S II I - 0 , - • -:-' 0 - • - V , • , c LLI - -. •' * - Z [(K*(E/2))/A] 461 lbs Is W = [(K*(E/2))Y*A)] / A = 7154 lbs 4 - u=-. K-/-.A=,0 308 plf "4 •_4_ - V. •' - 5 - I 4 . III fr - J-K--T= .246 .-lbs I•. - -• . K 0. • * V •.• !w z - um=-J/A= 123 Of- . • :- V V f-'-A--. - . -• - - , .. . 4' V -• I '4 4 V = 0 , * I 4 -. •. •- •, - . . '4" -. . Vt.S:'t •,''4*V : V ''•'' j.--'? • -• • V • S •'.•S • .5 - _**' .) --5- •-. '4 . •V0 V . ."4o !' ..t' ---"4*-'. 5c•.- V VV V ." Project #i 161247-• Date: 6/16/2016 V. *V, V V V V V i'VV • V VVV VV S V • Vi.. It - * - - V • - •VV ' - V - - - -. - - 412 A' tit [K(E/)/A] 461 lbs . - = ((Y?A)+(K*(E/2)))/A = 1077 lbs VV ' ujy =. K / A = 308 pif V H-V4---I IV- •' •>V *V -' j V VV:V V •V V>•,>V > V .V,VV •V 77 D = V*H/W= 2104 lbs V Oi4 = ((D*A)(P*A))/F = 433 lbs V V V > VVVV_ R= ((Q*A)-~(N*F))/A = 1489 Is : M=((K*F)+(Q*A)(R*A))/F= 183 lbs P 4.. Uv= ' N/A= 216 pif 5/2 .. -----* . •f V 4_ V 'L=K-N= 183 lbs U =L/(B/2) = 243 PH V - V V4 V _ ,VVVk V VtVV V V V '' '• •V VV c>V:VVI V V - . -. •t. 'V V V t 1_L_1 Lvhhi VIII K=v[c/(A+c)]= * YK*O/L1 = 846 665 i lbs Is -. VVV;_V- V O9V VV, >X=Y*L1/O= 846 lbs V 7 VV VVVVV? V ix V V .V 1VV:V V V, 4> - V - ' Y. $ -=-S/2-=- >VV V V .>. V I If V --I-.:- V V VV •V VV:VV ** ,_ [(y*B/2)/D] = 399 lbs 2) = 532 pif G I II YC z ~.~w , V V . V___V_I V VV VV 'V •' .V V 634 lbs V V V• V 7-203 - Ibis uix= Kic = 308 PIf *J=KT= 447 lbs J/C 163 Of V . .. •.>. V ' Iz wI l - - V - V V4 V • • •VV - V V V IVVV • .*.V -'V VV.V • V . V Jp V V V> )( :- V V - . VVV V V _V V - • V.VV VV VL V E V V V V •V V >V V V • V V L V V• V .VV VVVV.VV _•V VJ, * mV V VV V V •V V+•• •V •V V • • • Project#: 161247 N Date 6/16/2016 Q =[K(E/)/C] = 461 lbs P= ((y*c)+(K*(E/2)))/c 1126 lbs • Ux K/C 308 pif • • ____ D = V*H/W = 2104 Is. • N = (D*C)(P*C))/F = 566 lbs • R = ((Q*C)+(N*F))/C = 1439 lbs - M ((K*F)+(Q*C)(R*C))/F =- 280 lbs - • - Ux= N/ C - 206 ".p1f • h- S/2 M - 4S - - : • XII 'K L -N = 280 lbs • rt/(B/2) 373 pif -a-- -• --- 61 : - .' - 4 • L. :, . • • .. ' - - Project #: 161247 e Date 6116/2016 - • ,. - : Shear Wall Analysis • V Shear Line Description: Front bf bed . • 9 -' 2 . --4 .,. • J FtJ V 4,,' V * I Wall •F C 'H '. I- Total Length 6 4 6 • V 'VV - . •' - - . V - - -1LoadThisLeve1=.13O9 V -. Above •V teral Load From V - 'Total Load . 1309 Seismic Load Unit Load (psf) _Tributary f Lead (lbs.) - -7.W.(ft) D (ft)/2 4.73 V V * 16 -32/2 . 1211 V 473 . . 2.25 11/2 - V 59 473 V 1.5 p11/2 39 V - o o V.*•*. 4;fiV o 0 o ___________ -• -- . .-.. 0 V .S 'Wind Load V Unit Load (pH) Tributary. - Load abs.) D (ft)/2 - 119.86 32/2 1918 0 • V ..0 0 - V 0 • V • . - _0 0 .0 __ ___ •V . • VLoad This Level = Lateral Load From Above = V • Total- Load = 1918 V '. 1918 : Shear Wall Type _________________________ ___________________________________________ • 'V • . •* j . . V 'F V Total $ V V' Load (lbs.)• Wall ' .Length (ft) Line Load (pif) V , SW Time Capacity 1 V Seismic \ 1309. . 6.00 . 218.2 V • 6 260' Gov. Wind ' V V 1918 . 6.00 , 319.6 6 350 V. .4 V ••' fl4' •• -4 . **V ••' • V •• V V, V V •• V. V V Overturning. V • V •, Moment Arm V • Resisting Déàd Load LV= - 6.0 ft. IH= 9.o ft. } o * . .. R= 32ft./2 IW= 9ft. IF 0ft./2 OTM (ft.-lbs.)- '-' • P.M (ft.-lbs.) . Wind Uplift (lbs.) V -[o.6 ] . V flV11781(E)VI 17260(W) VV xDL= .4816.8 - ' -909 . .1. , .. V ' Net Moment (ft.-lbs.) , •.. Uplift From Above (lbs.) - Total Uplift (lbs.) V • 7 V • V 6964 (E) V .a 12443 (W) 0 (E) I •o (W) •- .' u61 (E) I 2983(W) • V VVV • I '. , V• . - V • v. . '1 • fl•V4V• 1 $$* V(V -• •V *tV 4 ' - ••V ' VV V*$ • " : V . . V V Vw .. ..• • . • , •(V/ V •4 V -. 62 V •._ V p V (4 4 V? -t) 4. * - 4_V -. V •• 4 - . - .a •V $ . fit 4 4 4 4 ), •' ,• •,•., V. V V -• -I ,V t VV*IV* 4 V'V 5 _fl• . V - V V .. .. :', V4I' , ---.4.-•, * , ' V • , • . - . • . • - 4 . . , b.P , V V V - Governing Load Strap or Hold Down Capacity (Ibs.). Floor to Floor V - - 2983 2-CSI4 - - - 4980- Seismic Load Unit Load (psf) Tributary. Load (lbs.) W (ft) D (ft)/2 4.73 8 6/2 . 114 - 4.73 21.25 12/2 . 616 4.73 . 2.25 6/2 32 0 - 0 . - 0 4 . '..o - 0 .0 -Load This Level = 761 - Lateral Load From Above = 0 Total Load= 761 Wind Load Unit Load (pIf) Tributary -D (ft)/2 .Load(lbs.) 1._119.86 -.. _19/2 .'-- __.1109 -0 o .1 . 0 -.0 -.. -0 -4 . 0 -. .0 0 o - Load This Level = Lateral Load From Above = ; Tota1Load= 1109 . ..'.1109 -.. - Project #:161247 * Date: 6/16/2016 Shear Wall Analysis ' •- Shear Line 10 Description: Rear ofbèdi - . ., -. • - 1..• -. .--- 41 Wall A B C D E F G H I Total Plate Height = 9 , . Pier Length = 4 Reduction Factor,= 0.89 S . 4. .••, ____,-_.•• - _Shear Wall Type Total Load(lbs.)- -Total Wall. Length(ft) Line Load .(pif). Type - - Seismic ___761- 4.00 • 190.3 _• _SW _Capacity(plf) Gov. Wind _1109 4.0O . -_277.2 _6 _6 ___231 _350 p.,., **1 Overturning . Dead Load -Moment Arm __Resisting L= _4.oft.IH= __9.oft.I_•_. Rr _.12ft./2 _IW__9ft. _IF= 0ft./2 - '• OTM(ft.-lbs.-). - - ---------------------... RM(ft.-lbs.) F0, Wind Uplift (lbs.)•_. __9978(W) 6853(E) .6xDL.I_.1180.8 -227 S Net Moment (ft.-lbs.) H lift From Above(lbs:) (E) I 8797 (W)o -._TotalUplift(lbs.) 5672 (E) I '0'(W) 1418 (E) I 2427 (WI) ,. 4, .-;•_ -,*. • . .-- .:•. -. -, .-• - 1_•._ .. • - - -. . . - -. .- .. . ,. I • - 63 .• . .. t • t 4._ - . -. p - . Governing Load-- Strap or HoldDown. - Capacity (lbs.) Floor to Floor I 2427 1-CSI4 2490 - . - • .; .- - - • Overturning ' - • - - - - - - - - - -- Moment Arm = -.., - - - ... Resisting Dead Load L=. 4.0 ft!- IH= - .9.0 ft. I .- - •- - R= -12ft./2 JW= 9ft. IF= oft./2 H , -•. - •-• - i''-•;_'i '- '- .. Project #-. 161247 S Date 6/16/2016 ' - Shear Wall Anal'sis Shear Line . ii Description Front of bed 1 a Wall - B C D . E F G H I Total Length .4 - - L 5 Seismic Load .. - Unit Load (psf) Tributary - Load (lb): W (ft) I D (ft)/2 4.73 21.25 12/2 ,. .616 4.73 f 2.25 6/2 1' ... -: 32 4 -- 0 - . - - O - - --- - . o • - - o 0 - o a • •.•,•. - - s 0 'LoadThis-Level= ' 648 Lateral Load From Above = o Total Load= .648 Wind Load Unit Lod (1f) Tributary - aLoad (lbs) D (ft)/2 # 119.86 - 1212 - . - 734 0 0 ______ - ;• - 0 - 0 - - 0 -. j ..'.-- -••- .--- ____________________ • I • 0 - 0 0 0 Load This Level = Lateral Load -From Above - - -To tal Load = 734 - o .- 734 -•- -----Shear Wall -: 1~pe -• • Total . 1 'Total Wal1 Lind Load SW Type C ' 1 apacity i•j) &Load abs.) j_length (ft) (if) -- Seismic 648 ]. --400- 162.0-' 6- . 231 Gov. .Wind.' 734 A-00- a1835 6. 350 -.L. .-•..-- - '--• 4.- • •- -• Plate Height = f 9 Pier Length ,= 4 Reduction Factor = 0.89 4., - • - 3' _ - • •. - - 4 -- - - - - - - S - 4 S - -- ,-- • OTM (ft -lbs) - . RM (ft.-lb - Wind Uplift abs.) -. 5830 (E) I 6607 (W) 6 x DL = I i180 8 -227 Net Moment (ft -lbs) lift Froth Above (lbs) (E) 5426 (W) Total Uplift abs.)4650 FL40(E) I' o (W) 1162 (E) I 1584 -S -- -. .------- -:: •'-••.•• - - .-: -.----.- -. - - - .4 4 * 1 4 - OS -. 43• 4 • * 4l• • i 64 5 IS_S - • .'--.•-- •'ri- • - - . '4 - . • * Governing Load'3 Strap or Hold Down, . -.Capacity. (Ibs H- .) FloortoFloor 1584 1-CS14 - - 2490k.. .4 , Shear Wall 1'ype' Total Load (lbs.) . Total Wall' Length (fi) 'Line Load (f) SW Type Capacity (plf) Seismic. , . i168.. _____ ______ '4.00 -' 291.9 4' 311 -. .Wind .. ,'..' .. 2825 .4.00 .7o6.3 ,., 2- . 895 ,Gov. 1 S . 4'.' • - 4' • S 5"' . .5' Overturning - . . ________________ Moment Arth . . ' . . ' Resisting Dead Load L=- 4.0 ft. IH= 9.0 ft. I • . -' R= 2ft./2 IW= i8ft. IF 2ft./2 . .. '• •. . . . '. .. 1. •'. '. I' - - ' 4' •,.- . . . J'_ -- --- . . ..-- Project #: 161247 : ' . ., . . .. Date: 6/16/2016 • . -- --' . j. i . ' - . Shear Wall Analysis . -. , Shear Line' " 12 Description: Leftof garage 3-. - ., S --- ': . ,. Wall •. B. C - D • E F . G H I Total .'Length. 4-,-''' '. . - . ',', . .- ' 4 - , Load This Level= i. .'.. 416 . . -..Lateil Load.FromAb"ove = ' '752 - .•' . ' -' Total Load = 1168 .- - ' Seismic Load Unit Load(psf) 'Tributary Load (1b) W(ft) D(ft)/2 2.54 9.25 3/2 . 'f.. ' 29 2.54 12.5 21/2 325 2.54 -- 6 8/2,,-,. -- 0 - '•5 0 '0 0 'S 0 0 Wind Load ________ Unit Load (p11) -Tributary Load (lbs.) . D (ft)/2 167.52 23/2 1926 o - ' .- •, .5 ' ..o 0 - 0 U •" 4'. 5 . 0 '.0 I • .. 0 'Load This Level = Lateral Load From Above ':Total Load ... 1926 899 2825 4' '.4'-. 4"'... " S ' .' ' m- •-' -;- - 'Plate Height= . * Pier Length 4 ;ReducticinFactor= S 4'' f 6' •'' •t, - . - OTM (ft.-lbs.) ' RM (ft.-lbs.) Wind Uplift (lbs.) - I,' 10508 (E) I 25428 (W) 0.6 x DL = I '1359.36 ' -38 . •• ' . 4' • Net Moment (ft.-lbs.) ift From Above (lbs.) E1516 - Total Uplift (lbs.) - - .9149 (E) . . 24069 (W) (E) I 1885 (W)' - 3804 (E) I 7940 (W) - H ' --4' S. S• - '•. 4, , ' - - 4' , ,' •.'' ' .. • 4' . - • 4' . , .. - . . .' - • :. - ' . ' '.4''. . . 1 " 65 • -- Governing Load Strap or Hold Down ;capacity (lbs.) Foundation. I 7940 HDQ8 wl 4X6 Post' . 9230 .0 0 - .• -- a .. , ' 4. .- •. : .. Project#: 161247 I III Date 6/16/2016 A. • Shear Wall Analysis Shear Line 13 Description Right of garage 3, HFXHS 4 I ' .-• •-. .....- - ., Wall " A -1'--,B .' C ' ' D E F G H I ' 4Total Length 1~ 1.5 -I . - - . .0 -4 . •... .L..,I.O ___________ •.. '-.- . .: .0 I. .....- . -'Loàd This Level -.' -- 416 . Lateral Load From Above = 752 Total Loa d4 ' . . 1168 4 .t' -, ......... 0 - • - ''HFX- - 18x9 Hardy Panel HS -. Seismic Load - Unit Load (jsf)1 Tributary Load(lb.) T(ft) ID (ft)/2 2.54 -9.251. T'3/2 29 2.54 12.5 21/2 .. 325 .. 2.54 .. . _6 8/2 . .. 61 ,.-. ... . o 0 11U L.UdU Unit Load (lf) .Tributary Load abs.) D (ft)/2 167.52 '.,- 23/2 . .' 1926 o o 0 -0 0 0 .0 I 0 4 Load This Level = Lateral Load From Above = TotalLoàd= '. 1926 . 899 . 2825 , . . . -.. - veiurg - - Moment Arm . ' Resisting Dead Load' 1.5ft. IH=. - -9.oft.l. . -' R= 6ft./2JW= 18ft.i.jF=... 2ft./2 -. - OTM(ft.-lbs.) - - .... RM(ft.-lbs.) - - Wind Uplift (lbs.) - 1• 10508 (E)'l 25428(W) ' I 218.16 _o.6xDU= .43 Net Moment (ft.-lbs.) -. Uplift From Above (lbs.) . . - - Total Uplift (lbs.). 10290 (E). 77 25210(W) - _. -o(E) 10(W) 6860(E) I 1684W) ... - c--1. - -I iT . - 4.. -.-:-4,- . •-. .. VIL - '. ._/.. .4. - - .- . :-- 4 . . . * . •.. I ?- ;- - . . '.' - . .. - - - •- - 4 • -, S-* - -' .- 4 -- $. • IT . - .4 66 . *._,_. - --. • .4 ..-.-. - . .4 . . Shear Wall Type - Total Total Wall - Line Load - . SW Type - Capacity (plf) - Load (lbs.) Leñth (ft - Seismic 2560 8.00 . 320.0 :4 350 Gov. Wind 73875 8.00 484.4 4 530 jf V - .,.- .- V . .'. ...• - - - ------. - ---j --; --- ------ - --.. - - •! Overt' rpj - . V Moment Arm - .- . '- J Resisting Dead Load _______________ __ L= 8.o ft. IH= 9.0 ft: • 1R=: 6ft./2 IW= i8ft:• IF=- 15ft./2 . f 4 ENI Pr Date: 6/16/2016 oject #: 161247 : Shear Wall Analysis Shear Line 14 Description Left of garage 2 . . - . . Wall A. B ,.0 D E F G H I Total Length 8 - 8 Seismic Load .- Unit.Load (psf) Tributary I Load (lbs.) W (ft) D (ft)/2 2.54'. 16.5 3/2 . . 63 2:54. 20.5 15/2 391 o - -- -' 0 0 0 .—: - -. - o o — Load This Level '= 453 Lateral Load From Above = ,2106 Total Load= 2560 Wind Load Unit Load (pif) Tributary Load (lbs.).. D (ft)/2',A,' 167.52 18/2 1508 0 — - - _..v•_• 0 V-. -V.-- 0 0 0 0 o- - * •: . . 0 - Load This Level = Lateral Load FrornAbove= Tot;;d Load =F 1o8 2367 7 3875 • -- OTM(ft.-lbs.) . RM-ft.-lbs.) - tWindUplift(lbs.) - .• 23038(E).- I 34874(W) o.6xDL= I 8006:4 -227 . . Net Moment (ft.-lbs.) Uplift From Above abs.) Total Uplift (lbs.). v - 15031 (E) I - 26867 (W) 2825 (E) I 3386 (W) 4704 (E) I 6972 (W) -• 4- • V - -' * .. V 41 V V - .- V - • - V - - -. V V V 67 Governing Load •Strap V or Hold Down .Capacity (lbs.) Foundation 6972 -. V HDQ8 • V 7630 A I - - Project #: 161247 I Ih.II Date 6/16/2016 Shear %VallAnalysis A - - . : Shear Liiie i4.i- DscHrtiör: - Left of garage l. • - . - • c • ,- '..-E- Wall CcD .. -F C • I .Total - - Length 8 - 8 - Wind Load Unit Load (p11) Tributary . Lad (lbs.) D (ft)/2 167.52 36/2 2973 -A . 0 0 .0 - .0 .0 0 0 0 Load This Level = Lateral Load From Above = . Total Load = 2973 0 2973 -. . ,-.. Shear Wall Type -4. • 'Total Load (lbs) 1j 1. 'Total Wall Length (ft) Line Load (If) SW Type A Capacity (pif) Seismic. ' 1050 -. . 8.00 - .131.3 6 260 Wind;,: - 2973 . .371.7 530 ,Gov. ,-• . . ,- •, --,, A- • ., A . . Overturning f: 'MomentArm • - Resisting Dead Load L= 8.oft. H= 9.oft..I.- •. R=- 0ft./2 Jw= 9ft. . IF= 2ft./2 - - OTM(ft.-lbs.) -. .-.. RM(ft.-lbs.) r . wind Uplift (lbs.) - 9451 (E) 'I .26761 (W) A o.6x DL = I 2634.24 - - 0 - Net Moment-(ft.-lbs.)i l Uplift From Above (lbs.) Uplift (lbs.) 6817(E). ..Total J:24126 0(E). I 0(W) 852(E) .3016(W) . • - . . - Seismic Load . Unit Load (psf) Tributary -. Load (lb.) W (ft) ID (ft)/2 - .,. ••---.--. ,. 0 : 2.54 20.5 36/2 J 924 2.54 '.. 5.5 18/2 . 126 . - -. . 0 - . li .$ • * t. ... .._- p - , - -- _______ 0 A • : 0 •.. - "• A. .1 "I ILoad This Level ,= :- 1050 Lateral Load From Above = 0 ;Totàl-Load = 1050 - ,- ':> - - Governing Load - StraporHoIdDown . Capacity(Ibs.) Foundation •.' - A3016A . STHDIO/HTT4 . 3730k i - 45 IA A'A f t. - - /.A • • . (.. ......... • A'-. - :... • M* ........... . .4_ ,- . •A- • -. . , .* • ; -.i ._ * . . • - .--•- - . *•* . • A 4 - . A A A. A'4AJA 'r !:. : •A Shear Wall Type Total Load (1b.) Total Wall Length (ft)' Line Load (lf) - SW Type Capacity (p11) Seismic 3149 4 8.00 393.6 * 3 490 ', Gov. .Wind 5323 8.00. 665.4 - 3. 685 V Overturning S Moment Arm - Resisting Dead Load L= 8-oft. IH= 9.o ft. R= 2ft./2 IW= i8 ft. IF -. lft./2 S. V ,. . ':' I .5 S . Project #: 161247 .. Date: 6/16/2016 : Shear Wall Analysis Shear Line 15 Description: Right of garage 1, .•. . -, S ., ,. .-' S.. : , . S . . Wall A B C . D E F G H I Total Length 8 - ' - 8 'Load This Level = ' 844 * Lateral Load From bo'é = 2305 Total Load= 3149 - Seismic Load Unit Load (psf) Tributary - 'Load (lbs.) W(ft)ID (ft)/2 • ___ ___ 0 2.54 20.5 21/2 * 534 2.54 , 5.5 18/2 126 2.54 14.5 . 10/2 . - 184 --V 0 0 0 0 . - •.Wind Load Unit Load (p11) Tributary Load (lbs.) ' D (ft)/2 167.52 - 31/2. 2597 0 0 0 0 0 0 0 Load This Level Lateral Load From Above = Total Load . 2597 , 2727 5323 144 4 • OTM (ft.-lbs.) '•. " RM (ft.-lbs.) Wind Uplift (lbs.)• ' 4- * 28339 (E). 47909 (W) V 0.6 x DL = I 5401.152 . * -76 ' s' . Net Moment (ft.-lbs.): , Uplift From Above (lbs.) . V Total Uplift (lbs.) t 22938 (E) I 42508 (W) 3195 (E) I 3884 (W) 6062 (E) I 9273 (W) . * V - -,, . • : ' 5 . * - - -:' : • - - • S. • -S - * - - • V -* 4 , .5 - S 4. "- - * S • .. - • S . - • * I , . " : * * 69 - 5 - _ ' •I * - 55 Governing Load t . +Strap.or Hold Down Capacity (lbs.) Foundation I - 9273 • * .HDUII w/ 4x8 Post 11175 '•'.. . S • S - 5" . ,: •* . , • .., S Project #: 161247 . . ., Date: 6/16/2016 Ire Shear Wa11.Analysis - L. .. .! - ''- - - • 4 5..• - - .. . ,4. . • - -. . . Shear Line ,. 16 '-Desctition: Léftof great room 1- . .9 ,. S . . S45.S• - - • '4:. .•. . I * -. - .•_ 4 . . ..S_t ...S S - • Wall :•'E FI G H .: .. Total Length 3254 4 1025 - 'Load This Level = .869 ., ater Load From-Above = I -. ., 1657 4,. Tota1Loád= - '2527 . Seismic Load . . -. Unit Load (psf) Tributary_.. ______ - 4' 'Load (lbs.); W (ft) D= 2.54 . 114.5 .10/2 - .. 184 2.54 . '32 16/2 . . 650 2.54 •. 11 3/2 . -' 35 o '0 '0 0 9 o Wind Load . ___________ __________ _________ __________ ____________ __________ .,; •5", . _____ Unit Load (p11) Tributary Lod (lbs.) . D (ft)/2 167.52 . 26/2 2178 0 0 0 - 0 0 0 5- 5. 0 0 Load This Level Lateral Load From Above '= Total Load= .2178 1648 3826 Shear-Wall Type 5 . ' - Total -•-, '-..Load (lb.) Total Wall S - Length5(ft) Line Load . . (plf). . SWTme -i" '. Capacity 1 . Seismic 2527 . 10.25 '_.246-5 .. 3 . ,. 327 • Wind . 3826 4 10.25 . 373.2 . . 4 - 530 S. . - ., .: •- . , . . . - S • • . . 5- - .• , 4 :44 4" . . S S Plate Height $ . .. Pier Length =,., Reduction Factor = 0.67 5• • •r ; .. . . :-. . ' . . . . S ., 4' 5• .. , ' ' .' . ¶. Overturiijng . Moment Arm '1 ' _% Resisting Dead Load L= '. ;3-0 ft.'-41H= - 9;0 ft. - • . R=. 2ft./2 JW= 18 ft- IF= 15 7' • OTM (ft -lbs) ' RM (ft -lbs) Wind Uplift (lhs) - - 6656 (E) .- 10078 (W) . : i _0.6 x DL = . 1017.9 1 -.. -28 ,. . Net Moment (ft.-lbs.). .' Uplift From Above (lbs.) Total Uplift (lbs.) 5638(E) --I- 9060 (W) 1 0(E) -( o(W)' • - 189 (E) I 3048 (W) . : .. Governing Load .. . Strap or Hold Down Capacity (lbs.) Foundation ' I'. 3048' . . STHDI0/HTT4. - . . . 3730. ' . : r * • (4 1, . . . S .' :•- 44I ' 7 t - -. • '- :" •-:'. . S 70 , , -, ,; 4' -, Overturning Moment Moment Arm .. - . Resisting Dead Load L=' . 8.oft. IH= 9.o ft. I.' R,=' 4ft./2 IW= 18 ft., IF=, 15ft./2' • Ii'u-t '. . ; ; : Projet#: 161247 , • NI Date 6/16/2016 II ':- - . ., L Shear Wall, na s Y -• . Shear Line 17 Description: Right of great room • . . . . . . . Wall. • A' B - C D - E F - H . I, Total Length .. 8' - ' 8 3 Load Thig Level = 650 -. -v Lateral. Load From Above = . . 1302 Total Load = 1953 w - . _.• .-, 4 . - . - .. :,- WindLoad Unit LOad (pif) Tributary. .Load (lbs.)- D (ft)/2 16752 16/2 - 1340 0 0 o '-O 0 0 4t,. '• '- ., . 0 0 LoadThis Level = Lateral Loa'd.From Above =, - Total Load = 1340 - 1079 2419 Seimic Load. -- Unit Load (sf) Tributary Load (1bs.) W (ft) D (ft)/2 2.54 .,'" 32 16/2 -. . 650 - 0 -. 4 .- . - 0 - 41 O - 1 - :- Shear Wall Type' . Total Load (1bs). Total Wall .' Length (ft) Line Load (lf)- SW Type Capacity (plf) Seismic:: ., 193 8:oO- -. 244.1 .- 6 260 .Gov. Wind "2419 8.00 302.4 6 350 - p. - ' I.-. Si • - OTM (ft -lbs) RM (ft.-lb Wind Uplift abs.) • 17575 (E) -'. I 21770(W) , o.6 x DL = I 7622.4 . . -151., . . Net Moment (ft.-lb) . ., Uplift From Above (lbs.) - Total Uplift (lbs.) - 9953(E), 1_-14147(W) 1. 2731(E) 1',2304 (W) ' 39175 (E) 4224(W).- . 4 ', .4 • , ., -4 5'* 4 - .f••_ 4 4 • ,. - . . . 4 • , • - • .• •_%, - . -- ' 4 I '.• ' ,..•. S S .;: ,, . 4- 2.-"• 5,'' - .:- - - • - • . -"4 .5 ' . . - ' 71 - I . - . S•.S - '; 4 •d. • ' . - 4' ,; . - -. Governing Load, .. Strap or Hold Down • - ' Capacity (lbs.)' Foundation - I '4224, . ' . STHDI0/HTT4 4 - 3730 S •• -. -. S. - 'IS 'S S • ... - S - -..: . - ._••_S.. Shear Wall Type S ' .. Tota1,, 1- Total Wall - Line Load SW Type . Capacity (pif) 'Load (ibs) I_Length (ft) (if) Seismic < - 5129 12.00.. _______ _______ _ _ _ _ _ S•,,. 427.4 3 490 Gov. Wind - " 4598 12.00 : 383.2 . .4 530 .5 . - fl • . • I :..— - 1 .1! Project #: 161247 Date: 6/16/2016 Shear Wall Analysis. Shear Line' i8 ... Description: Rear ofgarage2. .. :. • S. 4 ... ' • .o 'U Wa11-1 .F .G.. H I. .Tota1 .Length .i2.. .. -I .• 12 - Seismic Load , - - ... Unit L6dd (psf) Tributary . Loãd'(lbs.) W (ft) D (ft)/2 L2.54. 35.5 .V21/2 :-:. . .924 2.54 ' 10 13/2 .. 159 2.54 :__'S.. 16 32/2 650 . ••,, - L •4i - . - 0 Load This Level= 1733 Late'hlLoad From Above = 3395 T6ta1Load 5129 - - Wind Load Unit Load (p11) Tributary -. Load (lbs.) .D (ft)/2 167.52 32/2 . .2680 0 I. - - •. 0 0 0 0 - 5. . •.0 0 0 Load This Level = Lateral Load From Above = Total Load= 2680 1918 4598 Overturning Moment Arm - - S. Resisting Dead Load L= -" 12.0 ft! IH= 9.o ft. L. R= 20ft:/21W= 18ft. IF= 2ft./2 OTM (ft -lbs) RM (ft -ibs) - Wind Uplift (lbs ) 46157(E) - I' 41382()AT) :' 20010.24, _o.6xDL=4 -1136 -- - . --• -': • Net Moment (ft -lbs) Uplift From Above (lbs ) Total Uplift (lbs) - 26147(E) I 21372(W) - 1373(E) 1 1401(W) 1- 3552(E) I 4318(W) - - II S --.-5-. •• S• 5- ..- -. S i4 q 1 U *U..U5 S 5.5) 5. - *5 5 - S • - . . SSU .5.', 4 U.- • . •. . • - . U S. - S . - I L _7_) - - • U . - . f • p..,, - s- - • • S U. :- - ! :, , - . - , .4 4 '. - s. - • . .0 US - - p * '; -. - S - Goeming Load Strap or Hold Down - Capacity (lbs.) FoundatiOn' • I . 4318 • - HDU5 5645. Overturning a _ Moment Arm . . !Resisting Dead Load L= 5.5ft. IH= 9.° ft. I . R= 20ft./21W=' '18'ft. IF=____ 2ft./2 S t • . .5 , '5 , •- • .1 .- . Project #: 161247 Date 6/16/2016 * Shear Wall Analysis.. : .. Shear Line 19 Desáription: Front of garage 2 -- . Wall A B . C D - F G H I Total Length 5.5 -: . 5.5 ' Seismic Load - - Unit Load(psf) Tributary Load(lbs.).i W(ft). D(ft)/2 2.54 35.5 21/2 924 -2.54 10 13/2 159 2.54 18.5 6/2 129 • :' .•o 0 - 0 - 0 I Load This Level= 1212 Lateral Load From Above = . 2307 Total Load = .. 3519 Wind Load ': thiit Load (plf) Tributary Load (lbs.) D (ft)/2 . 167.52 ,1 26/2 . .2178 0 .0 - - .0 0 - 5_ . S _______ 0 - - 0 -, - Load This Level = . Latral Load From Above = . Total Load 2178 . 1588 .3766 w ,. • •.. - 5 ____________________ . 5 -.,.- •- a Shear Wall Type Total '. Load (lbs.) Total Wall Length (ft) Line Load (lf) r . SW Type . Capacity (p11) Seismic 3519 5.50 639.9 1. 870 Gov. Wind 3766 5.50. 684.7 , 3 - 685 .5 - S • OTM (ft.-lbs.)i . . . . RM (ft.-lbs.) ... .. . Wind Uplift (lbs.) • . - .31673(E) I d, 33892(W) o.6xDL= I 4203.54 1.. . -521- - ... a . . Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) •........ ' - 27469 (E)5 I 29689(W) . o (E) I •o (W) i ,, 4994 (E) I 5919 (W) • . j- H • . - •• -I, 5, 4 . .,. - a . .•- , •' S . . 5, - a .. . . . . . %.. S * . - . . - '1 * .73L . -a . '1 . . 5- . .- .. .5 _-• - - Govern ing Load - - -. Strap . or Hold Down Capacity (lbs.) Foundation - I' 5919 - HDQ8 - •' . .. ' 7630. 4. t •.* •eJ 5. 4 H':-5,, ..• . •_ •. Project #: 161247- I III Date 6/16/2016 4, t.* Shear Wall Analysis - -S. '4' .I •. '0 . - Shear Line ', .. 20 .. Déscrirtion: Front Of great room . . . •-.- -': ) ' '- . •:. •;1 ' .t Wall tA".4 E FIIG eH Total Length . 3 3.5 - 65 Wind Load ________ Unit Load (pif) 'Tributary Load (lbs.) D (ft)/2 167.52 26/2' 2178 - .. 0 -- -. . - , .4. -• 0 S , 1 ,, 0 - . 0 • -, . .: 0 0 : - .. . .5.. . o Load This Level = Lateral Load From Above '= Total Load= 2178 1918 4095 Reduction Factor = 0.67 4 . . . Shear Wall Type ' ' 5 Total ' . LOad (lbs.). . Total Wall Length (ft) T Line Load' j (pifY J I . SW Type.' ' • Ca'aci I • I - Seismic 3301' .6.50. .' 507.8 .j 1' '•580 Gov. 1 Wind ' .. 4095 .-' 6.50 ' j 630.1 . L 3 685. OTM(ft.-lbs.).4.'. . IRM(ft.-lbs.) . 5 Wind Uplift(lbs.) 13710(E),". 1 "17O12(W) o.6xDL= J .1574.64 .-454 .., Net Moment (ft-lbs.) .- '. Uplift From Above (lbs.) J Total Uplift (lbs.) .. . - 12135 (E) 15437 (W) L. 0 (E) f o (W). [4045 (E) I 5600 (W) -' .'.- '-'-1-'s '; •• l 4. 45 , I ' - ,.A "1 ' .' •41 '1 - 4.- ,,, •. , •4 , 5., s••' •" • ' , . - 5_' 5 4- '4 ' I - I •, , - - • .5 '• 4,4-' ' . 4 '" •3'454 , ' ' 4-. -4 1 3 , 4 '' ', .s ' '• 1-.,., - • - ,,, . ' 4 ••,, y 44"4 , - •, - 4 - '4,. . ' '. 'I4j4 . . ,. ,.' 5_' :. - .' - -p 4 •4 .S • . •, .)., .' , ' .- - -4 -, ' . ,., •_4.•, , i.'. ' - 4, . $544 •., .4 -' ""44 - . . . t .'"'.'"V' ' .y • - 54, : J,_ I4' •, _•-:; ' 444i• '-."• - 5' 5 5 .54 4 .-.-.•... 44544_, , 4 .,_ • ' r. • S , - - .4 . •.'. . ,- Sn LoadThisLevel= 1992 4 ' . .. Lateral Load From Above = ." ' -"1309 - Total Load = '-- . 3301 .•.V.•.s . ,', 'PlaeHeight': .•; •.PierLentk= p 3'. '..-•.4 Seismic.Load 1 Unit Load (psf) Tributary Lbad (lbs.'). ,W (ft) D (ft)/2 ' .2.54 .. ..-.' 16 . 32/2 . .. 650 ' 2.54 22 32/2 . . " 894 2.54'. : .'• 11 32/2 '447 0 '-'.4. 5 • . 10 4l • •.,, '--- . - '• ''1.. .0 -.'• .' ' '.. • , .n , - ' . . - . . Overturning 4: Lr '-3.oft.IH=.'' Moment Arm' "9:oft. ,• •. .;. 4' i'.- R=' 32ft./2 Reisflng W= • Dead Load i8ft.. IF= . 2ft./2 Governing Load- ' . Strap or Hold Down Capacity (lbs.) Foundation '.[. 5600 . ' ..HDU5 ' , . 5645 Shear Wall Type . -. Total'. Lod (lbs.) , ' Total Wall Length (ft), - Line Load (r1f') SW Type .' Capacity (plf) Seismic. " 1148 , __________ ____________ ' 4.00' 287.0 . 4 '. 311 Wind '2658 . . 4.00' ,. 664.6 3 685 GoyJ *9-f • . Project#: 161247 - : Date 6/162O16 IV , Shear Wall Analysis Shear Line 21 Description: Rear of garage3 . - * - . . . : .O . Wall'. A B C. D E.- F G.H 'I Total Length '-4 -. •. •' 4 '. :. '• .-.- Seismic Load Unit Load (psf) Tributary Load (lbs.) (ft) D ft)/2 254 * 20.5 1/2 '. 325 2.54 8 6/2.. 61 - ' r ' '•' o o 0 c -' -•- '_ . '0 '.•-. o o 0 * . Load This Level =. 386 Lateral Load From Above = , 761 TotalLoad= --. 1148 -. Wind Load Unit' Load (p11') Tributary Load (ibs:) ID (ft)/2 167.52 - 19/2 . . 1550 o - 0 0 • .0 o 0 0 Load This Level = .. Lateral Load From Above = Total Load = ' 1550 . 1109 2658 * 9 '9 , C, I. - . . * .-- . , . 3 • . 9 Plate Height , .9 -,, Pier Length = 4 . Reduction Factor = 0.89 . • . - .-- 'OTM(ft.-lbs.) '- - -- . RM(ft.-lbs.) ';. .-; .. . . Wind Uplift (lbs.) ' •1' . 10331(E) I .23924(W) "0.6 xDL= 1'-,2188.8 -' ' - . -227 , ..,•• ,.' I • Uplift From Abbvè (lbs.) r Total Uplift (lbs.). - . Net Mornnt (ft-lbs.) . • .' 8142(E) I 21735(W) , 1418(E I 2427(W) 3453(E) I .8088(W) H ' •, .• . .- . . . c 9,- • .' •.-., . .,.*.- '- ,. --9 . . '- .9. 75 • , . 9 - * . .. '9 -' 9 .- ---- .. .. . Overturning -- - . Moment Arth . . ' Resisting Eeäd Load. L= 4.oft.IH= 9.oft.'I R' 12ft./2IW=' 18ft.' IF= 12ft./2 Governing Load '' Strap or Hold Down Capacity (lbs.) Foundation I * 8088 HDQ8 wl 4X6 Post 9230 Wind Load - Unit Load (pif) .Tributary .. Load(lbs.) ' D (ft)/2 . 167.52 13/2 . . - .. . 1047 - . 0 4. . . . . 0 - • . 0 ,. -0 .0 0 •- - 0 . 0 ____ ____ • 0, LOad This Level = Lateral Load From Above = Total Load= 1047 734 . 1781 . • S. 0- . Seismic Load.,. - ' - 'Unit Load (psf)' Tributary Lad (lbs.) W(ft) D (ft)/2 2.54 . 20.5 13/2 . 325 - . -.- ____ - ---.-*-.- 0 -. .• :o o -. '-,..•- . -...- 1. 0 0 _________ ___ ___ 1•.. . o 0 ____ ___ _______ • 4' 4 'Load This Level = • 325 Lateral Load From Above = •. 648 '. Total Load ..- -.973 H - ••. r,. - Plate Height = 9 Pier Length = 4 Reduction Factor = o.89 _ S. -• . Shear Wall - Type . . • - - .- r . Total 'Load (lbs.) Total Wall Length (ft) (plf) ' Line Load SW Type Capacity (p11) 4. Seismic. :973 * . 1781 • -' 4.00. 243.3 4 311 Wind .. 4.00 . 1445.3 4 530 - • Project #: 161247 1. EN Date 6/16/20:6 Shear Wall Analysis I Shear Line 22 Description': Front of aiage 3 'An 11 .. -• . ', ' , - • - - , . - r - ... . G . I -Total Length ft 4 - - . ___ • ; ' - • '' _ . - . - -• . . . . 0verturp1n - Moment Arm •. •. ":t_ Resisting Dead Load R= -•12ft./2 JW= 18ft. JF= . 12ft./2 4.oft H=± -g.oftJ-" : -4-. . • •.. 0 OTM (ft -ibs) RM (ft -lbs) Wind Upft (lbs) 8760(E) =16030(W). 0.6xDLr= 2188.8 . Uplift From Above abs.) -227-f - . Net Moment (ft.-lbs.) ... ',. I Total Uplift (lbs.) 6571(E)'. I 13841'(W)' 1162(E) '1584 (W) F2805(E) 1,5271(W) 0 * •.- • •-:,. .. - -S. -! _ S , - ,•,-''- 0 . :•- 1-'1.•5 . -- .. . S...' . 1 0 - '- .••'- '* I 1 .. .. :- • - : 76 . ,- . -'- • , * Governing Foundation. - (. Load .• . Strap or Hold Down • . Capacity (lbs.) . '5271 . . HDU5 :- 5645 .- 4 0 + Projet# 161247 Date 6/16/2016 4- 0 Shear Wall Analysis Shear Line 23 *Description Left of bed 5 4' Wall' A B--- C. D F. ,.G H 1.. Total Length 3.25 3 -a - '.Lod This Level = - -653 - 0 Lateral Load From Abve = • . - • ' Total Load = 653 - - 'Seismic Load -, Unit Load (psf) - Tributary - 'Load (lbs.) W(ft)ID (ft)/2 3.41 211. 18/2 . 63 -0 S .0 4. 5 -.. .• - '.5 0 -' -o - - 0 -- Wind Load. -' - - Unit Load (p11) ITributary ' S - Load (lbs.).' D (ft)/2 ' - - 129.50 '..;' - _'18/2C ' - i18 0 • ."4 . 0 - S i_a - - 0 '8 .0 0 -. - Load This Level = - Lateral Loàd From Above = - Total Load= - - 1182 .' • 0 1182 -. ' - ••' r . -. Plate Height = 12 Pier Length = 3.25 Reduction Factor = 0.54 , 0 •. - '-, -. 0 Shear Wall'Tpe Total - Load (lbs.) Total Wall-: Lènth (ft)'- Line Lôaid 61k) • - SW Te, ,çapacitc(p11) Seismic 653 .5 ________ 3-25 201 ..0 3 265 Gov. Wind 1182 3.25 ' 3.63 .6 4 530 - - ' - . Overt g T''. --' - . ' - .- - . Moment-Arm ' " . ,.. '.4 - Resisting Dead Load-. . L= 3.3ft. IH= 12.0 ft. R= -12ft./2Iwz 12 ft.IF= oft./2 O - • ' - OTM (ft.-lbs.)' ' - "o6xDL `-j. (ft.-lbs.) - ; * ' Wind Uplift (lbs.) 4- 7839 (E) 14180 (W) 912.6 ' -'-185 • Net Moment (ft.-lbs.)' .-- ' Uplift from Above (Ts) Total Uplift (lbs.) • 6926 (E) 13268 (W) 0 (E) I o (W) 2131 (E) I 4267 (W) -I a -- ' . _-5. - . - 4 . - - - 4 • - - • 5 • -' - - - ' I," - - . • , . • 77 0 1 8 8 Govern ing Load 'Strap or'Hold Dowh' Capacity (lbs.) Foundation I 4267 5- HDU5 -' - 5645 Shear Wall Type • $ • Total • Wad abs.) ,Total Wall " Length (ft)' Line Load (pil) __________________ ________ _______________________ , ••' . SW Type Capacity (pif) Seismic . 394 •. .. 4.00, ::98.4 . .. 6 173 Gov. - Wind', 712 4.0O 178.1 6.. .350 '- - - -S ,1 •L s,. 'T. ..,. '- :--- :.r.! .-' - -.. - .•c • Project #: 161247 IN] : . c Date 6/16/2016 - Shear Wa11Anahsis 4 p p Shear Line * 24 ' Descnption Right of bed 5 il- - . - S• P - ' -; . - .- .. • 4_. - .. -. . Wall A -. B C D E F C H I Total Length , 4 - 4 .•• . I- .• Plate Height =: 5t 12 •Pier Length = 4 Reduction Factor = 0 67 S '-: .:•- -_• • .•• . '-•• ._ . . . . :• . — - S - :. , Seismic Load Unit Load (pf) Tributary, Load (lbs.) — W (ft) D (ft)/2 3.41 21 1'. 11/2 394 0 o,. 10 o _______ ___ ___ .•f .0 0 0 _0 _____ ________ _________ ____ • a Wind Load - . Unit Load'(plf) Tributary . Load (lbs.) -• D (ft)/2 129.50 11/2 - 712 0 S. - .. 0 • - S • 0 - 0 '-0 ___ _____ ___________t • .. 0 - --. . So Load This Level = - Lateral Load From Above =, Total Loàd= 712 ' . 712 Load This Level= 394 Lateral Load:From Aboie = 0 ,*, .. Total Load = • 3941 - L S. - • .. Overturning Moment Arm - -: . Resisting Dead Load : L= . 4-Oft.' IH= 12.oft.I - • R= 10ft./21W= 12 ft.'IF= . oft./2 OTM (ft -lbs) -. ' P.M (ft -lbs) - - Wind Uplift (lbs) 4725(E). I 18547(W) o.6xDL= li '12864 -189 -. Net Moment (ft-lbs.) . '- . Uplift Fron1'Above (lbs.)] I Total Uplift (lbs.) - 3438(E) _•'I_.7261(W)... (E)I_0(W)._I 860 (E) _2005 (W) -, .• * 'U : :'• ., . . • - ,. . t-.. :I.,. -,' .• 'S -c . • . . . 4' . P - 'I •• 5 p-,.-_•_ - - $* . . . ' .- .5-. - 1 . - -: .' '• . P 5 - - S P 5 5 , -_- - --5•P •- 5 - -,- .5 -- - . :- • 78 .4 -- . . -. - 54 -. •_ . - - Governing Load ;. . . Strap or Hold DOwh 1 Capacity (lbs.) Foundation . 2005 STHDI0/HTT4 3730 - Shear Wall Type Total Load (lbs.) Total Wall Length (ft) Line Load (if) SW Type Capacity (p11) Seismic 174 644 8.00 80.5 6 260 Gov. Wind 1 1360 ..8.00 . 170.0 6 350 I - ------- '- .t 0 ..., .. ., Project #:161247 N Date 6/16/2016 . . Shear Wall Analysis . Shear Line •25 Description: Rear of bed 5 . . . Wall A B C D E F G H I Total Length 8. - . .... 8 • Seismic Load. Unit Load(psf) Tributary Load(lbs.), W(ft)TD (ft)/2 3.41 18 21/2 . . 644 - 0 0 • • ,. 0 0 0 - 0 0 . .....-, Load This Level = 644 Lateral Load From Above = 0 -. Total Load= F 644 Wind Load Unit Load (p11) Tributary Load abs.) . D (ft)/2 129.50 21/2 - 1360 0 0 0 0 0 - 0 -0 0 Load ThisLevel= Lateral Load From Above = TotalLoad= . 1360 . ., ,.. 0 '1360 St 4. Overturning Moment Arm I . .:Resisting Dead Load 8.oft. IH= 12.oft.I JR= 2ft./2 IW2 12ft. IF= - 0ft./2 • OTM (ft -lbs) RM (ft -lbs) Wind Uphft(ths) . 7731(E)I_16317 (W) 0.6 x DL =_I_3609.6 -76 Net Moment(ft.-lbs.) Uplift From Above(lbs.) Total Uplift (lbs.) • 4122 (E)I_12708 W) _:, o(E)- _(W) 515 (E)I_1664W) : • 0. .. • - S . . . .•__ . * - . - 4 -- • • . -79, 0 - • It • . p... 0 ' - .. '. .• Governing Load . Strap or. Hold Down Capacity (lbs.) Foundation I 1664 STHDI0/HTT4 3730 . YSeismicLoad. - V Unit Load (psf) Tributary.. Load (lbs.) W(ft) I D(ft)/2. 341 , 18 21/2 -, • 644 - -- - 'VVV • 0 4.SV V 4S V ! 0 - - , _ .O VVV:VV o oVV -' V - •C . -. ,- - • - •V*S V V V. ' V V . - •V V *JVj)( - 18X12 Hardy Panel HS VV .Loàd-ThisLevel= V -- 644 V Latral From Above = Fro Above = 0 Total Load= 644 / Wind Load V • Unit Lba'd(plf) V Tributary V Load abs.)' D (ft)/2 -. 129.50 - 21/2 1360 V 0 V V - • -0 0 ___________ V V V - • 0 V -0 0 0 -. . 0 ' V Load This Level = Lateral Load From Above = - V Total-Load=I 1360 0 1360 S Project 16,1247 IIhII I Date 6/16/2016 I . Shear%VallAnalysis - .s .• V - 4 '4 Shear Line 26 Description Front of bed 5, HFX HIS q. ,.Vf1 Wall t- A -r B D E F G H I Total Length 15V t.*V - - V 1.5 1 - T • V W V VV Overturning V V V --,.,,Moment Arm' • Resisting Dead Load V L= 1.5ft.'I.H= 12:oft.I,.1 V1 R= -6ft./2 IW=' 12 ft.', IF= . oft./2 • ____________ V V• - _________ - - - - - - --- _________ - VV• V OTM(ft.-lbs.) V RM(ft.1bVs.) . V $ Wind Uplift'(lbg.) F • ::I .6 (W) 7731 (E) : 0.6 x DD_I_153.9 V •43 V Net Moment (ft.-lbs.)V V . Uplift From Above (lbs.) Total Uplift (lbs.). V - _ 0(E) -_0(W) 5052(E)I_10818(W) V j 7577 (E) 21_6i63( V V ; • V_ - ,,, ••- r - V V V S A - •4 V4*4S VVV• V V V VVV4 VS V'* 4 .V V.V V V C,*VV - V V - * V . V V 44 4YV•4 -,- /- r / ,•._ & '. - • 4 V - V - 4 + V 4 - I V V • V • 4_ •.S4 I t • - V • 4 IVV a - •. V !VV V54'V4 VV * . , 4 V V : --- -- V V - V• VV V i V. - • V VV 4V VVV r a, 4 4• * - V • V. r V 4• i-:-.- r a V V •4 4 . -V 444 • 1 80 S 4* 4 • ... .,.'. • ':' ' #: 1612 7 [NI Project Foundation Analysis • 'Co No. 'Odition i Description: Rear.of garage i and 2 A.BP. = 2006 psf, . ' • Slab Thickness = 4 Footing Dimensions . I • i-StoryFooting= 12 x :2 Post Width = 3.5 2-Story Footing = 15 x 18 - '• " Uniform Distributed Load: • ', • . 'DL (psf) LL (psi') Tributary (ft.). DL (p11') LL (pif) Total (p11) 0 Roof: :20 20 '20 /2±. 1 '220 220 , '440 Floor: 14 . 40 1.6 /2+ 0 11.2 32 . 43.2 • Wall: . . 14 ' 0 . 18 + '0 252 0 252' • • ' Deck: . - 14 40. 0 /2+ 0 01 0 0 . ' , . . ' . '= Total 483.2 252 1735 Continuous Footing Design: 0' '- . O Required Footing Width: , . 735 / ( 2000 - 50 ) = 0.38 ft O Allowable Point Load at ContiiIuous Footing: • i-Story= 2000 * ((2* * ' 12 + 4 )+ 3.5) 12 ,[-"144 ' ' 59i7 lbs. 2-Story= 2000 ((2* 18 + -4 )+ 3.5) . 15 '/ 144 = '9896,jbS.. Pad Footing Design: . 'Pad Allowable 'Width/ Number ' Pt. Load Depth Length . . Rebar Requirements 7106 LB . x 18' w/ ' (4) #4 Bottom Each Way'. O ' 2 11075 LB , 30 x 18 . . 36 ' 'x .' 18 w/ (4) #4 Bottom Each Way 3 15975 LB w/ (5) : #4 Bottom Each -Way ' 4 21725 LB 42 x 18 w/ (6) - '#4 BottOm Each Way, 5 , 28400 LB 48 x 18 w/ . () #4, Bottom Each Way ' • 6 . 35925 LB 54- x 18 w/ () #4 Bottom, Each Way . '7 44375 LB • 'x 60 18 - w/ (8) #4,Bottorn Each Way ,... • ' .•- .. .. H' • . '- • 0 - -- . .• -, - , , . , . , ,. • .• ,,- .' . - 'O - , - , "P - • - -, - -- 0 .' ,. • . ,. - , 0 ' .' ' - 1' - 81: • ,, • -.. ,.-.' '.--, .• . 0 -- : . • .' 1' . Mr Albert Bertha Project No 3484 SD I Limited Geotechnical Evaluation May 5, 2016 1022 Grand Avenue Carlsbad California Page J . TABLE OF CONTENTS I ' I PURPOSE AND SCOPE OF SERVICES I 2 SITE DESCRIPTION AND PROPOSED DEVELOPMENT I I 2 I SITE DESCRJP110N I 22 PROPOSED DEVELOPMENT I 3 FIELD STUDY AND LABORATORY TESTING 2 I 3 I SITEWORK 2 32 LABORATORY TEsliNG 2 4 GEOLOGIC AND SOILS CONDITIONS 3 4.1 REGIONAL SErriNG 3 42 GENERAL SOIL CONDITIONS 3 43 SURFACE AND GROUND WATER 3 4.3.! Surface Water..L..........................................................................................................................................................3 .4.3.2 Groundwater........'....•.•............................................................................................................................................... ............... .....4 I . 4.4 FAULiiNG AND SEIsMiciri' ....... ................................................................................................................................... ...... ... 4.4 .1 Seismic Design Parameters 4 45 OTHER SEISMIC HAZARDs 4 I 5 CONCLUSIONS AND RECOMMENDATIONS 5 51 GENERAL 5 52 EARTHWORK CONSIDERATIONS 5 I 52 I Site anng and Preparation 5 5.21 Engineered Fills ..................................................................................... ................................................................................................ .6 523 Removal Recommendations 6 Removal Bottoms 6 U 524 1.2.5. Ejcon'Qiamcte,f&j ..................................... .............. ...................................................................... .. .................................. 6' 526 Shnnkage and Bulking 6 527 Import soil 7 I 528 Trench Excavations and Backfill 7 53 DESIGN RECOMMENDATIONS 7 53.1 Foundation Design Criteria 7 I Foundation Plan Review 9 I 53 532 Moisture and Vapor Retarding System 10 533 Concrete Construction 10 POST CoNsTRucflON CONSIDERATIONS I I I 54 54 I Landscape Maintenance and Planting I I 542 Drainage II 55 PLAN REviEw AND CONSTRUCTION OBSERVATIONS I I 6 INTENT 12 7 LIMITATIONS 12 I 8 SELECTED REFERENCES 14 ENCLOSURES I Figure I -Site Exploration Map Figure.2 - Regional Geologic Map I I GE OTEK Mr Albert Bertha > Project No .3484-M. Limited Geotechnical Evaluation May. 5, 2016 1022 Grand Avenue P* 63 4. GEOLOGIC AND SOILS CONDITIONS 4j.- REGIONAL SETTING The subject site is situated i within the coastal section of the Peninsular Ranges Geomorphic Province of California The Peninsular Ranges province occupies the southwestern portion of the state of California The Peninsular Ranges contain the deeply eroded remnants of a: single continuous volcano-plutonic arc that formed during the Mesozoic The Peninsular Ranges' dominant structural features are northwestward trending fault blocks The Peninsular Ranges province is bourded by the Transverse Ranges Province to the north, the Colorado Desert Province to the east, Mexico to the south, and the Pacific Ocean to the west Included within the province are the offshore islands of Santa Catalina, San Clemente, and Santa Barbara Major mountain ranges within the province include the San Jacinto, Santa Ana, Santa Rosa, Agua Tibia, and Laguna Mountains The highest elevation is found at San Jacinto Peak (10,805- feet) in the San Jacinto Mountains Summit elevations generally decrease to the west. Slopes in the western portion of the province are gentler, similar to the Sierra Nevada Drainage is generally provided by the San Diego, San Dieguito, San Luis Rey, Santa Margarita, Santa Ana, and San Jacinto Rivers 42 GENERAL SOIL CONDITIONS Based on the exposed conditions, site reconnaissance, and review of published geologic maps, and our general knowledge of the area based on nearby experience the site is underlain by paralic deposits The paralic deposits overlie sedimentary bedrck units of the Tertiary F Santiago Formation The paralic deposits likely exceed 20 feet in thickness The entire surface of the site appears to be blanketed by fairly loose paralic deposits the upper most section of which is very loose and displays some topsoil development. 43 SURFACE AND GROUND WATER 4.3 I Surface Water If encountered during the'.earthwork construction, surface water on this site is likely the result of onsite precipitation.Proper site drainage to minimize ponding of water should be provided and is under the purview of the Civil Engineer The plans indicate drainage flow lines will be will be within three (3) feet of the foundation Recommendations are offered to address this GEOtE.K .. ... .. - Mr Albert Bertha Project No 3484 SD I Limited Geotechnical Evaluation May 5, 2016 1022 Grand Avenue:I Page 4 I 4.12 .*,: 2 Groundwater I There is no evidence that near surface groundwater is present on the site 44 FAULTING AND SEISMICITY -. - I I The geologic st'ructure of th& entire southern California area is dominated mainly by northwest-trending faults associated with the San Andreas system The site is in a seismically I active region No active or potentially active fault is known to exist at this site, the site is neither situated within an "Alqusst-Priolo" Earthquake Fault Zone, nor within a State of California Seismic Hazards Zone No local agencies have identified a hazard zone for the site I .4.4.1 Seismic Design Parameters I The site is located at approximately 33 1641 Latitude and '--117.3443 Longitude Site spectral accelerations (Ss and Si), for 0.2 and I.Q. second periods for a Class "C" site, were determined I from the US GS Website, Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude/Longitude, 2010 ASCE 7 (with March 2013 errata) The Class C site designation is considered appropriat The results are presented in thefollowingtable I I 4 I EARs ' Mapped 0.2 Sec Period Spectral Acceleration, Ss -' - 7 -.1.144. Mapped 1.0 sec 'Period Spectral Acceleration, Sit' 0.439, Site Coefficiént,for Site Class "C", Fa'. . . ' -• LOO Site rC6efficient for. Site Class "C", .Fv -: 1.361 - Maximum Considered .'.Earthquake... Spectral Response Acceleration for0.2 Second,SMs' ' I Maximum Considered 'Earthquake Spectral. Response Acceleration for 1.0 Second, SMI '• •0 ,597 .' •, . ' 5% Damped Design Spectral Response Acceleration Parameter at 0.2 Second, SDS 10.762.* -. 5% - Damped Design Spectral Response Acceleration Parameter at I second, SDi 0.398 -, : ' . .. . ,': . .- , ..-- _ _;.. .• .. . ' ' . . . _ ;.. -• 45 OTHER SEISMIC HAZARDS I The site is in an area of gently sloping terrain underlain by paralic deposits and Santiago Formation at depth No evidence of ancient landslides or slope instabilities at this site was observed during our study or through general research No mapped landslides are in the I immediate area of the site Thus, the potential for landslides or slope instability near the site is considered negligible I 4 • I GEOTEK I • •• •0 •• 0 Mr Albert Bertha Project No 3484 SD Limited Geotechnical Evaluation:May 5 2016 022 Grand Avenue Page S. I The potential for secondary seismic hazards of seiche and tsunami are considered to be I negligible due to site elevation (-70 feet MSL) and distance from an open body of water Based on the relatively, dense nature of the near surface units and the lack of shallow groundwater table, the potential for liquefaction and associated dynamic settlement is considered to be negligible I 5. CONCLUSIONS AND RECOMMENDATIONS U p 'S. I. GENERAL: •' •. .:. . ....• .: I The proposed construction appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. Recommendations are provided assuming both raised floor and slab-on-ground type construction In areas of slab on grade surficial soils should be removed and recompacted in accordance with the recommendations that follow In areas with raised floors surficial soils should be removed and recompacted or footings may be extended through surficial soils and I into the reasonably un-weathered paralic deposits 52 EARTHWORK CONSIDERATIONS I It is our understanding that grading is to be minor with grade changes limited to those needed for proper site drainage Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City. of Carlsbad, the 2013 California Building Code (CBC), and recommendations contained in this report. I S 2 I Site Clearing and Preparation In areas of planned grading or improvements, the site should be cleared of existing improvements, vegetation, roots, trash and debris, and properly disposed of offsite Holes resulting from site clearing, tree removal, etc should be observed by the project geotechnical consultant prior to replacement with engineered fill materials Efforts should be made to I check for old foundations and/or sanitary pits and leach lines If present these elements should be removed-and'.replaced with properly compacted, low expansive fill materials The onsite soils, including the upper twelve (I 2) inches of soil, are considered suitable for reuse as I engineered fill provided they are free from vegetation, debris and other deleterious material U • • 2 -, • -. . . . 0 .'GEO:T,EK . 0 • 0 0 • 0 • - 0 0 •0. 0. .•• •0• very low expansive and reasonably similar in nature to on site soil 5.2-.8, Trench Excavations and Backfill In general, temporary excavations within the onsite materials should be stable at I I.(H!V) inclinations for cuts less than 5 feet in height. Where this condition occurs, the trenches may need to be sloped back at flatter inclinations and the slope face cleaned of loose materials and properly, protected Onsite soils generally classify is:"Type C" soils per OSHA guidelines Trench excavations should conform to Cal-OSHA regulations The contractor should have a competent person, per OSHA requirements, on site during construction to observe conditions and to make the appropriate recommendations Utility trench backfill should be compacted to at least 90% relative compaction (as determined per ASTM D 1557) Under-slab trenches should also be compacted to project specifications Where applicable, based on jurisdictional requirements, the top 12 inches of backfill below subgrade for road pavements should be compacted to at least 95 percent relative compaction Onsite materials may not be suitable for use as bedding material, but will be suitable as backfill provided particles larger than 3± inches are removed Compaction should be achieved with a mechanical compaction device Ponding or jetting of trench backfill is not recommended If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches 53 DESIGN RECOMMENDATIONS 5 3 I Foundation Design Criteria Foundation design criteria for a conventional foundation system, in general conformance with the 2013 CBC, are presented below Based on the Expansion Index test results of less than 10, onsite soils near subgrade may be classified as "very low" expansive soils (El20) Below is typical design criteria based on a "very low" expansion potential These minimal recommendations and are not intended to supersede the design by the structural engineer 4 4 GEOTEK Mr Albert Bertha Project No 3484 SD. Limited Geotechnical Evaluation May 5 2016 1022 Grand Avenue Page -8, Shallow foundation elements, if used to support the proposed structures, perimeter walls, and other improvements should be founded either entirely in engineered fill or entirely in competent paralic deposits Structures/improvements should be founded either below a depth :6f'2 feet (in paralic deposits) or in engineered fill as outlined in Section 5.21 above A summary, of our foundation design recommendations for one and two-story structures are presented below I I..:' I...:. MINIMUM DESIGN REQUIREMENTS DESIGN PARAMETER 0:5EI:520 Foundation Depth or Minimum Perimeter Beam Depth (inches below lowest adjacent grade) PerCBC minimum with Depth based on lowest grade within 5 feet Foundation Width (Inches) Per. CBC minimum Minimum Slab Thickness (inches) -4 (actual) . .. ' Minimum Slab Reinforcing . . . No; 3 rebarl8" on-center, pIaed in ' the middle 1/3 . .. . . . . . . . .• . ... . of the slab or equivalent. .. . ..... .. . " .. : 'Minimum Footing Reinforcement -. -.,' . Two:(4) No. 4'Reinforcing Bars- . .. . One (I) top, and one (l)'bottom Presaturatuon of Subgrade Soil below Slabs (Percent of Optimum/Depth in Inches) 100%./. 12 inches I It should be noted that the above recommendations are based on soil support characteristics only The structural engineer should design the slab and beam reinforcement based on actual I loading conditions I The following criteria for design of foundations should be implemented into design 5 -3.1 I Bearing Capacity For footings placed in uniform engineered fill and removals performed as recommended in Section 5.2.3. I a net allowable bearing capacity of 2,000 pounds per, square foot (psf) may. be I used for design of -continuous and perimeter footings 12 inches deep and 12 inches wide, and pad footings 24 inches square and 12 inches deep This value may be increased by 200 po.inds I per square foot for each'.additional 12 inches in depth and I 00 pounds per, square foot for each additional 12 inches in width to a maximum value of 2500 psf Additionally, an increase of one- third may be applied when considering short-term live loads (e g seismic and wind loads) I I GEOTEIC :. Mr Albert Bertha Project No 3484 -SD. I Limited Geotechnucal Evaluation May 5, 2016 I 1022 Grand Avenue Page 9 I 5 3 I 2 Design Settlement Value Based on our evaluation, structural foundations may be designed to withstand a total I settlement of approximately %- inch and maximum differential settlement of one-half of the total settlement. .: :.. . :. . -•. . ..: • •. -. It should be noted that settlement may occur at the connection points between the'b existing and new foundation elements which should be considered in design and construction 1 53,11.3. Lateral Resistance For footings founded on engineered fill materials the passive earth pressure may be computed I as an equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 2,500 psf A coefficient of friction between soil and concrete of 0.30' may be used With dead load forces When combining passive pressure and frictional resistance, the passive I pressure component should be reduced by one-third 5.3.11-4: Miscellaneous Foundation Recommendations A grade beam, 12 inches wide by 18 inches deep (minimum), should be utilized across large openings The base of the grade beam should be at the same elevation or deeper than the I bottom of the adjoining footings To minimize moisture penetration beneath the slab on grade areas, utility trenches should be I backlilled with engineered fill, lean to or concrete slurry where they intercept the perimeter footing or thickened slab edge I Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly, compacted and tested The excavations should be free of loose/sloughed materials I and be neatly trimmed at the time of concrete placement I 53.11. Foundation Plan Review We were provided with Structural Plans for the project prepared By Nelson Engineers dated 3/15/2016 in general the design was based on more conservative soil capacities than'.provided I above and are as such considered acceptable The firm typically recommends that reinforcing bar be used1as slab reinforcement instead of wire mesh as our experience is that it is more U readily positioned near the vertical mid-point of the .slab.'.However, as this is largely a structural issue we defer to the designer's opinion I I . . . .,. . ... ., • • • G.E.o:.E..K .. . .. . ....................•.' . ,. . • . . ...• ......... . ... .•• . .. ... Mr Albert Bertha Project No 3484 SD Limited Geotechnical Evaluation May 5, 2016 022 Grand Avenue Page 10 :5.11.: 2 Moisture and Vapor Retarding System A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable Guidelines for these systems are provided in the 2013 California Green Building Standards..Code (CALGreen) Section 4 505 2 and the 2013 CBC Section 1910 I It should berealized that the effectiveness of the vapor Iretarding membrane can be adversely impacted as the result of construction related punctures,-e.g.,. stake penetrations, tears, punctures from walking on the aggregate layer, etc) These occurrences should be limited as much as possible during construction Thicker, membranes en are gerally more resistant to accidental puncture than thinner ones Products specifically designed for use as moisture/vapor £ retarders may also be more puncture resistant..It is GeoTek's opinion that a minimum I0,mil thick membrane with Joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable, level of moisture transmission through the slab is to a large extent based on the type of flooring used and atmospheric conditions Ultimately, the vapor rtarding system should be comprised of suitable elements to limit migration of water and'.reduce transmission of water vapor through the slab to acceptable levels The selected elements should have suitable properties (i e thickness, composition, strength, and permeance) to achieve the desired performance level Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation 5 3 3 Concrete Construction .:General..'.. .'.' . S S S. •. Concrete construction should follow the CBC and ACI guidelines regarding design, mix placement and curing of the concrete If desired, GeoTek can provide quality control testing of the concrete during construction .-5.33.2 Concrete Soluble Sulfate The water-soluble sulfate content of the nearby soil samples was tested by others in general accordance with,California Test No 417 Results of -the'-testing'Andicated up Ito 0 003% by weight sulfate content, which is considered "not applicable" (i e negligible) per Table 4 2 I of ACI 3 18 Based upon the test result, no special concrete mix design provisions with regard to I GEOTEK I I :':. . .. .. Mr. Albert Bertha Project No 3484 SD I Limited Geotechnical Evaluation May 5, 2016 I 1022 Grand Avenue Page II I minimum compressive strength, cement type, or water/cement ratio are required to resist .sulfatèáttack. •'. ,. . . H . .. .• ,. - 5.3.3.3 Concrete Flát*ork . : .. Exterior concrete flatwork may be poured directly on compacted native soils Driveways I should be a minimum of 5 inches thick and reinforced with should a minimum of No 3 reinforcing bars place 18 inches on center in two directions Other flatwork should be a I minimum of 4 inches thick and maybe be reinforced with 6x6 No 6 VVWM or. No 3 reinforcing bars place 24 inches on center in two directions Control joints should be placed at approximately 24 times the thickness of the slab 54 POST CONSTRUCTION CONSIDERATIONS -5.41.1 Landscape Maintenance and Planting I Water has been shbWK to weaken the inherent strength of soil Positive surface drainage away from graded es slopshould be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can minimize erosion Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving I the prevailing climate Overwatering should be avoided The soils should be maintained in a solid to semi-solid state I as defined by the materials Atterberg Limits Care should be taken when adding soil amendments to avoid excessive watering Leaching as a method of soil preparation prior to planting is not recommended I 5.4.2,: Dira-iniage :. : .. ,. . ..: ;- •,."- .. I The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized Positive site drainage should be maintained at all times Drainage should not flow uncontrolled down any, descending slope Water should be directed away from foundations I and not allowed to pond or seep into the ground Drainage',should be directed toward approved area(s) and not be blocked by other improvements I 55 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS I We recommend that vary from those addressed herein that site improvement, grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek I I GEOTEK Mr Albert Bertha Project No 3484 SD Limited Geotechnical Evaluation May 5, 2016 1022 Grand Avenue Page 12 representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations These representatives should perform at least the following duties Observe site clearing and grubbing operations for proper removal of unsuitable materials Observe and test bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill.''placement, and collect soil samples for laboratory testing where necessary Observe the fill for uniformity during placement including utility trenches Also, test the fill for field density and relative compaction Observe and probe foundation materials to confirm suitability of bearing materials If requested, GeoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the project for the site We recommend that these agencies be notified'.prior to commencement of construction so that necessary construction permits can be obtained • . •• •... 0 ;. INTENT. • .' • •. ,. . It is the intent of this report to aid in the preliminary design for the proposed improvements Implementation of the advice presented in Section 5 of this report is intended to reduce risk associated with construction':projects The professional opinions and geotechnical advice contained in this report are not intended to imply total'.'performance of -the*..project or guarantee that unusual or variable conditions will not be discovered during or after . construction. • • • :. •: •: •• .....• ..••• . : .................... .......... •: . • The scope of our evaluation is limited to observation of existing..excavation and near surface Con. This evaluation does not and should in no way be construed to..-encompass any areas.,beyond the specific area of proposed improvements as indicated to us by the client Further, no evaluation of any existing site improvements is included The scope is based on our understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region :.7.LIMITATIONS. :.,: •: The materials observed on the project site appear to be representative of the area, however, soil and bedrock materials vary in character between excavations and natural outcrops or .0 0 . .. 0 • .:.G..EO.E.K......... .• .. : . •• • : • H I I : • H.2.. ' - \ • HA-11 I • C' : • — ' \ •:, ___________________ I I 7 • .''-,\ ''- • '• • - " • : • --- 112 *Ifl : — - / =• I 'V \ \ I • •\\ SMMA URIN YS1M IS psolllwlrn•No. • : (. SOUD : \ CONSMCnOJAVASTE IMTALS \ : OR PARnCULATF WA&3(A1EfiG8lSRATEDONcOTjCflON. S " - I .srrts oRcostsucio Aciw sAa as. •Own• \ PLACED, CONVEYED CA DGCkAFAr.D LNTOTW- S \ •1 • •• STR.JTTB1ORgTOBMOWD4SYSTE?I& S S •rij •- • •1 ___________________________ •• PM #U',s!. -- V. .413 V1A1jASW4VF,1bV \ I :M,O4.mMa'.*ntfla sanj!iacno. • S - S ' • - M,aUIthASaAo ,It Afl2WCeabI! S P. • S • S.J! LkOP I)IIr!Io. ?a!L! •• S ccsn lM.Q.I.cInnlloj*poaI!wca.zaa • S S T3St •• S C!*?PU%,.,CMa • * I,) - - I • A.,' - S H - ApPI:te tion Of Hng:rExcavatIon Base Map is a.~ Ion of the Sit an' dated 3/24/2 by Joe Barbano,'Architect •• S -:Sfl'EPN • S S :I384PQetUa Avenue, SUIteA • N : • Site Exploration MapVIsM California 9208 1 -8505 . 3390 Harding Street Carlsbad, California I PN: 3484-SD February 2016 • S S • S • fare1 I • -- G EOT E K CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 ProjetNamé: GràAd Avenue Addition Calculation Date/Time: 13:32, Thu, Mar 10,2016 RECEIVED Page l of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd GENERAL INFORMATION MAR 3 0 2016 01 Project Name Grand Avenue Addition CITY or 02 Calculation Description CARLS BAU Residential I" PING DIVICIgN 03 Project Location 1022 Grand Avenue 04 City Carlsbad 05 Standards Version Compliance 2015 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ7 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 135 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units I 14 Total Cond. Floor Area (ft2) 3429 15 Number of Zones 4 16 Slab Area (ft2) 0 17 Number of Stories 2 18 Addition Cond. Floor Area 2647 19 - Natural Gas Available Yes 20 Addition Slab Area(ft 0 . 21 Glazing Percentage (%) 20.3% COMPLIANCE RESULTS 01 Budding Complies , 02 This building uncorpo'rates featureskthat require field siand!or vffictio by certufi HERS terurde the supervision of a CEC-approved HERS provider. .... v ..A4. I' ' - -•. .r *'. ..ø* .. . . ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDVIft2-yr) Standard Design Proposed Design . Compliance Margin Percent improvement Space Heating 5.79 6.02 -0.23 -4.0% Space Cooling - 4.99 6.53 -1.54 -30.9% IAQ Ventilation 1.08 1.08 0.00 0.0% Water Heating 12.78 6.57 6.21 48.6% Photovoltaic Offset - - 0.00 0.00 - Compliance Energy Total 24.64 20.20 4.44 18.0% Registration Number: 216-A0093982B-000000000-0000 Registration Date/Time: 2016-03-11 08:27:07 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 - Report Generated at: 2016-03-10 13:33:57 - Pa iL-2 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Nathé:GiIid Avenue Addition Calculation Date/Time: 13:32Thu,Mar 10, 2016 -. - . - Page 2of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: lAQ mechanical ventilation Cooling System Verifications: Minimum Airflow Fan Efficacy WattsICFM HVAC Distribution System Verifications: Duct Sealing Domestic Hot Water System Verifications: —None— ENERGY DESIGN RATING --'---'j This is the sum of the annual TDV eneyonsumption for enerusemponents included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24 Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system /1/ << \ Reference Ei rgy UseS Energy Design Rating Margin Percent Improvement Total Energy (kTDVIf2-yr) L "\ 57 6i'13 444 67% * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION . . 01 02 03 04 05 06 07 • Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems • Number of Water. Heating Systems Giand Avenue Addition 3429 1 5 4 0 3 U Registration Number: 216-A0093982B-000000000-0000 - Registration Date/Time: 2016-03-11 08:27:07 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Grand Avenue Addition Calculation Date/Time: 13:32, Thu, Mar 10, 2016 Page 3 of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System I Water Heating System 2 ExistHouse Conditioned HVAC System 782 8 DHW System 1 AdditioniST Conditioned HVAC System 1 872 8 DHW System I Addition2ND Conditioned HVAC System 2 1135 8 DHW System 2 2ndDwelling Conditioned HVAC System 3 640 8 DHW System 3 I TtI r'3 T 4( 1 n c HERS RO\flDER Registration Numbers 216-A00939828-000000000-0000 Registration Date/Time: 2016-03-11 08:27:07 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name Grand Avenue Addition Calculation Date/Time: 13:32, Thu Mar 10 2016 - •Page4ofli Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd OPAQUE SURFACES . 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Ex Wall Front ExistHouse Wall RU 135 Front 144 55 90 Existing No Ex Wall Left ExistHouse Wall RU 225 Left 176 32 90 Existing No Ex Wall Right . ExistHouse Wall RU 45 Right 176 26 90 Existing No Ceiling (below attic) ExistHouse Ceiling Ri 1 782 Existing No Floor Over Crawlspace 1 ExistHouse Raised Crawl RO 782 Existing No Add Wall Front 2x6 AdditioniST R-19 Stucco 3-coat 135 Front 144 5 90 New - N/A Add Wall Back AdditioniST R-13 Stucco 3-coat 315 Back 264 91.4 90 New N/A Add Wall Left -• Addition'iST - R-13 Stucco 3-coat 225 Left 352 112 90 New N/A -Add Wall Right Additithi1ST R-13 Stucco 3-coat 45 Right 272 28 90 New N/A - Add Wall Right-1st 2x6 .AdditiàiiST... R-19 Stucco 3-coat 45 Right 80 90 New N/A Ceiling (below attic)-2 \.Addition1ST 30 Ceiling 157 New N/A Floor Over Crawlspace 1-2 Additlon1ST5,-' 4 RaisedCrwl 1k19" ft fl '( fi 87 New N/A Add Wall Front-2 Additio62ND R-13'811.1060' 3-coat j 135 Frdht 304 66 90 New N/A Add Wall Back -2 Addition2ND \ "R13 St7cca3-ct 315 Bick/ 144 23 90 New N/A Add Wall Left-2 'Addition2ND 225 J'tft U 121.5 90 New N/A Add Wall Right-2 Addition2ND R-13 Stucco 3-coat 45 - Right 288 14.3 90 New N/A Add Wall Right-2x6 Addition2ND R-19 Stucco 3-coat 45 Right 112 24 90 New N/A Ceiling (below attic)-2-2 Addition2ND R-30 Ceiling 200 New N/A Exterior Floor 1 Addition2ND FLOOR R19 420 New N/A Add Wall Front-2-2 2ndDwelling R-13 Stucco 3-coat 135 Front 80 6 90 New N/A Add Wall Back-2-2 2ndDwelling R-13 Stucco 3-coat 315 Back 320 49 90 New N/A Add Wall Left-2-2 2ndDwelling R-13 Stucco 3-coat 225 Left 272 39 90 New N/A Add Wall Right-2-2 2ndDwelling R-13 Stucco 3-coat 45 Right 272 22.5 90 New N/A Add Wail Front-2-24 2ndDwelling R-19 Stucco 3-coat 135 Front 72 21 90 New N/A Ceiling (below attic)-2-2-2 2ndDwelling - R-30 Ceiling . 640 New N/A Exterior Floor 1-2 2ndDwelling FLOOR R19 640 New N/A Registration Number: 216-A00939828-000000000-0000 Registration Date/Time: 2016-03-1108:27:07 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: Grand Avenue Addition Calculation Date/Time: 13:32, Thu, Mar 10, 2016 Page Sot 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Statu Is Verified Existing Condition Attic Asphalt Shingle Roof Ventilated 4 0.08 0.75 No No Existi ng No Addtn Attic Asphalt RB Ventilated 4 0.08 0.75 Yes No New No WINDOWS 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation-Azimuth) - Width(ft) Height (ft) Multiplie r Area (111:2) U-factor SHGC Exterior Shading Status Verified Existing Condition 2-36503068 Ex WalIFront (Front-135) - - 1 55.0 0.32 0.25 Insect Screen (default) New N/A 40402-2040 Ex WaliLeft (Left-225) - - 1 32.0 0.32 0.25 Insect Screen (default) New N/A 5040 2030 --ExWalI Riht (Rig 5).. - - 1 26.0 0.32 0.25 Insect Screen (default) New N/A 2-1616 'Add Wall Front 2x6 (Front 135) - - 1 50 0.32 0.25 Insect Screen (default) New N/A 5080 6050 Add Wall Back (Bick 3i5) f( - 1 j1 4(j0 0 1b .32,o Insect Screen (default) New N/A 2-1080 3080 2-30502-1630 Add Wall Lèft (Left 225)% 2-20402668 tS4- \ U I U eJ2 0, H L° Insect Screen (default) New N/A 2030 1630 jAdd Wall Right (Right-45) I f0'32 Insect Screen (default) New N/A 2-5050 2-2040 Add Wall Front-2 (Front-1 35) - 1 66.0 0.32 0.25 Insect Screen (default) New N/A 2-2450 Add Wall Back-2 (Back-315) - - 1 23.0 0.32 0.25 Insect Screen (default) New N/A 2-3080 2-1630 3-2450 2-3050 Add Wall Left-2 (Left-225) - - 1 121.5 0.32 0.25 Insect Screen (default) New N/A 3-20201616 Add Wall Right-2 (Right-45) - - 1 14.3 0.32 0.25 Insect Screen (default) New N/A 3-2040 Add Wall Right-24 (Right-45) . - - 1 24.0 0.32 0.25 Insect Screen (default) New N/A 2030a Add Wall Front-2-2 (Front-135) - - 1 6.0 0.32 0.25 1 Insect Screen (default) New N/A 3080 2-2040 2-1630 Add Wall Back-2-2 (Back-315) - 1 49.0 1 0.32 0.25 Insect Screen (default) New N/A 2-1630 2-3050 Add Wall Left-2-2 (Left-225) - - 1 39.0 0.32 0.25 Insect Screen (default) New N/A 4650 Add Wall Right-2-2 (Right-45) - - 1 22.5 0.32 0.25 Insect Screen (default) New N/A 2030 3050 Add Wall Front-2-24 (Front-1 35) - - 1 21.0 0.32 0.25 Insect Screen (default) New N/A Registration Number: 216-A009398213-000000000-0000 Registration Date/Time: 2016-03-1108:27:07 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 - Project Name: Grand AvenueAddition Calculation Date/Time: 13:32, Thu, Mar 10, 2016 Page 6 of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd DOORS 01 02 03 04 05 06 Name Side of Building Area (ft2) U-factor Status Verified Existing Condition 2880 Add Wall Back 21.4 0.50 New No 2668 Add Wall Right 17.0 0.50 New No J - N 11 , , •\ 4= L4> V HERS PROV'DER Registration Number: 216-A0093982B-000000000-0000 Registration Date/Time: 2016-03-11 08:27:07 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name Grand Avenue Addition Calculation Date!Time 1332, Thu Mar 10 2016 Pageiof 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd OPAQUE SURFACE CONSTRUCTIONS - 01 02 03 04 05 06 07 * Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-value Assembly Layers • Cavity/ Frame: no insul. /2x4 Top Chrd • 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Asphalt Shingle Roof Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) - Inside Finish: Gypsum Board Ceilings (below ,• - Cavity/Frame: R-9. 1/2x4 Ceiling Ri 1 attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. - R11 .0.083 Over Ceiling Joists: R-1.9 insul. - Inside Finish: Gypsum Board Wall RO . Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.387 Cavity/ Frame: no insul. /2x4 Floors Over . . Floor Deck: Wood Siding/sheathing/decking Raised Crawl RO Crawispace Wood Framed Floor 2x8 © 16 in. O.C. none 0.418 Cavity/ Frame: no insul. /2x8 Inside Finish: Gypsum Board • Cavity/Frame: R-13/2x4 . R-13 Stucco 3-coat Exterior Walls Wood Framed Wall 2x4,@ 16 in O.C. R 13 0.101 Exterior Finish 3 Coat Stucco • t --.' Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 TopCl ordof,Roof Truss @24 : Roof Deck: Wood Siding/sheathing/decking Asphalt RB Attic Roofs Wood Framed Ceilpg in'O none 0 644 Roofing Light Roof (Asphalt Shingle) , 41 U fl U Floor Surface Carpeted Floors Over '(\'I \ U U 0 U U U \ Floor Deck Wood Siding/sheathing/decking Raised Crawl R19 Crawlspa'ce Vood Framed lloor 2x8 © 16 ni OC 19 1R O 047 Cavity/Frame R 19/2x8 *•Ilk # 4 *• Inside Finish: Gypsum Board Ceilings (below . . Cavity/Frame: R-9.1 / 2x4 R-30 Ceiling attic) Wood Framed Ceiling 2x4 @ 16 in. O.C.. R 30 0.032 Over Ceiling Joists: R-20.9 insul. Floor Surface: Carpeted - Floor Deck: Wood Siding/sheathing/decking FLOOR R19 Exterior Floors Wood Framed Floor . 2x6 @ 16 in. O.C. R 19 0.050 . Cavity/Frame: R-19/24 • . - . - Floor Surface: Carpeted • . Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. /2x12 INTFLRF2 Interior Floors Wood Framed Floor . 2x12 © 16 in. O.C. • none - 0.196 Ceiling Below Finish: Gypsum Board Inside Finish: Gypsum Board - Cavity /Frame: R-19/2x6 R-19 Stucco 3-coat Exterior Walls . Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco 11 Registration Number: 216-A0093982B-000000000-0000 Registration Date/Time: 2016-03-11 08:27:07 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name Grind Avenue Addition Calculation Date!Time 13:32, Thu Mar 10 2016 - Page8of11... Calculation Description: Title 24 Analysis' - Input File Name: GrandAveAddition.ribd WATER HEATING SYSTEMS - - - 01 02 03 04 05 06 07 08 Name .. System Type - Distribution Type - Water Heater Number of 'Heaters Solar Fraction (%) Status Verified Existing Condition DHW System 1 DHW Standard Tankless 0.82 ' .1 - none - Altered No DHW System 2 DHW Standard Tankless 0.82 1 - none - New No DHW System 3 ' DHW Standard - Tankless 0.82 1 - none - New No WATER HEATERS 01 02 - .- 03 - 04 05'-06 07. ' 08 Name Heater Elemnt Type - Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R-value Standby Loss (Fraction) Tankless 0.82 Natural Gas Small Instantaneous 0.5 0.82 EF 199990-Btu/hr 0 0' WATER HEATING - HERS VERlFlCA11ONi/ " 03 . 04 05 06 07 Name #Pio~!tisulat if' ion % Parallel Plpi, 4L ty Compact Distribution olnt-of Use Reclrculatlon with Manual Control Recirculation with Sensor Control DHW System I n/ ' /a1 'n/a n/a n/a DHW System 2 P" n/a' ri -P/a' JiS LJ ta ' -. -n/a n/a DHW System 3 n/a n/a n/a n/a n/a n/a SPACE CONDITIONING SYSTEMS 01 ' 02 - 03 - 04 - 05 06 07 08 09 Heating System Cooling System '. . • Distribution Fan Floor Area ' Verified Existing Name System Type. 'Name - Ducted Name Ducted System System Served Status Condition HVAC System 1 Other Heating and faul Yes ac Yes DuctsAltered HVAC Fan 1654 Altered No Cooling System HVA System 2 C Other Heating and fau2 Yes ac Yes DuctsNew HVAC Fan 1135 - New No Cooling S stem HVAC System 3 Other Heating and fau3 Yes ac - Yes DuctsNew HVAC Fan 640 New No Cooling System . - Registration Nimber: 216-A0093982B-000000000-0000 . Registration Date/Time: 2016-03-11 08:27:07 - HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57, CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name Grand Avenue Addition - Calculation Date!Tume 13:32, Thu Mar 10 2016 Page 9 of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd HVAC - HEATING SYSTEMS 01 02 03 Name Type Efficiency faul - CntrlFurnace - Fuel-fired central furnace 80 AFUE fau2 CntrlFurnace - Fuel-fired central furnace 80 AFUE fau3 CntrlFurnace - Fuel-fired central furnace 80 AFUE HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi-speed Compressor HERS Verification ac - SplitAirCond - S!itairconditioning 11.7 system 14 No No ac-hers-cool In' HVAC COOLING - HERS VERIFICATION J/ \\_•_ __________________________________ 01 02 03 04 05 06 Name ,/ ,VenfiedAIrfIow ç ( if Airflow Targets) " LVerifiedEER\ ( Verified SEER Verified Refrigerant Charge - ac-hers-cool / /,' <Required 1JJ 350 Alft#Not Req"uiij' Is 0 Not Required Not Required HVAC - DISTRIBUTIONSYSTEMS 01 02 03 04 05 06 07 08 09 10 Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R-value Location Location Bypass Duct Status Condition Verification DuctsAltered Ducts located in a crawl Sealed and tested 6.0 Crawl Space Crawl Space None Altered No DuctsAltered- space hers-dist Ducts located in attic DuctsNew- DuctsNew (Ventilated and Sealed and tested 60 Attic Attic None New No hers-dist Unventilated) ______________ ____________ ______________ HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Return Supply DuctsAltered-hers-dist Required 6.0 - - - DuctsNew-hers-dist - Required 6.0 — Registration Number: 216-A0093982B-000000000-0000 Registration Date/Time: • 2016-03-11 08:27:07 - HERS Provider: CaiCERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF.01 Project Name Graiid Avenue Addition Calculation Date/Time: 13:32, Thu Mar 10 2016 Page 10 of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd HVAC - FAN SYSTEMS & HERS VERIFICATION 01 02 03 04 Name Type Fan Power (WattsICFM) HERS Verification HVAC Fan Single Speed PSC Furnace Fan 0.58 Required IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam iAQVentRpt. . 79 Default 0 Required I C CERTS, nc0 HERS PROVUDER Registration Number: 21 6-A0093982B-000000000-0000 Registration Date/Time: 2016-03-11 08:27:07 HERS Provider: CaICERTS inc. - CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 - Project Name: Gland Avénué Addition - Calculation Date/Time: 13:32, Thu, Mar 10, 2016 Page 11 of 11 Calculation Description: Title 24 Analysis Input File Name: GrandAveAddition.ribd DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: 7' Mark Gallant Company: Signature Date: r r Gallant Energy Consulting 2016-03-10 13:35:14 . F Address: . CEA/HERS Certification identification (If applicable): 508 W Mission Ave #201 R13-02-10051 A IX if 1iiifli b1mgy( II.i,,t, City/State/Zip: Phone: Escondido, CA 92025 760-743-5408 RESPONSIBLE PERSON'S DECLARATION STATEMENT * I certify the following under penalty of peijury, unddr the laws of the State of California: 1. I am eligible under Division 3 of the Businêssand Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2 I certify that the energy features and perfornance specifications identified on this Certificate of Compliance conform to the requirements of Title 24 Part 1 and Part 6 of the California Code of Regulations. _/ 1.-_- documents 3 The building design features orsytem design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance worksheets calculations plans and specificationssubmitted)o the enforcement 2gen ,;y,,for app ,al with this building permit application Responsible Designer Name La t 1 I esponsible Designer Sigiiature Joseph t fl H C4 /644444t' Barbano Company: H E R p JosephBarba DSine: R '08:27:07 2016-03-11 Architect . Address: . License: 2936 Camino Serbal City/State/Zip: Phone: Carlsbad, CA 92009 760-809-4587 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document; and in noway implies Registration Provider responsibility for the accuracy of the information. - Registration Number: 216-A0093982B-000000000-0000 Registration Date/Time: 2016-03-1108:27:07 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-03-10 13:33:57 4GitY1.0f Carlsbad RESIDENTIAL GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST B-51 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov ;;This form, signed and completed, and all receipts for the recycled materials shall be - submitted to the Building Inspector prior to Final Inspection Site Development Minambryl 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. (X) 4.106.3 The site shall be planned and developed to keep surface water away from buildings. (X) Construction plans shall indicate how site grading or a drainage system will manage all surface water flows. Energy Efficiency 4.201.1 Low-rise residential buildings shall meet or exceed the minimum standard design required by (x) the California Energy Standards. WaterEffucuency and Conservation Indoor Water Use : 4.303.1 Indoor water use shall be reduced by at least 20 percent using one of the following methods: (X) Water saving fixtures or flow restrictors shall be used. 7/01/2011 A 20 percent reduction in baseline water use shall be demonstrated. 4.303.2 When using the calculation method specified in Section 4.303.1, multiple showerheads shall not (X) exceed maximum flow rates. 7/01/2011 4.303.3 Plumbing fixtures (water closets and urinals) and fittings (faucets and shower heads) shall , (x) comply with specified performance requirements. 7/01/2011 Outdoor WathrUse -' 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather- (X) based. EnhancedturabiIity and Red üced,.Maintnance ' 4.406.1 Joints and openings. Annular spaces around pipes, electric cables, conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings (X) with cement mortar, concrete masonry or similar method acceptable to the, enforcing agency. Constructin Waste Manageent Plan - . 4.408.1 A minimum of 65 percent of the construction waste generated at the site is diverted to recycle or (X) salvage. Recycled material receipts from approved recyclers must be attached to this form. 4.408.2 Where a local jurisdiction does not have a construction and demolition waste management (X) ordinance, construction waste management plan, per form B-59, shall be submitted for approval to the enforcing agency. ,.' BuiIdingMaintenace and Opera n lion,,. ' 4 4.410.1 An operation and maintenance manual shall be provided to the building occupant or owner. (X) Environ'mental Quality . . -- ., •, ' V + - , V .j *.. ,._:... ' 0t},' . .• " replaces'- . - .- - 4.503.1 Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase II emission limits where applicable. (X) Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. B-51 Page 1 of 2 Rev. 5/17 Pollutant Control - * 4.504.1 Duct openings and other related air distribution component openings shall be covered (X) during construction. - 4.504.2.1 Adhesive, sealants and caulks shall be compliant with VOC and other toxic compound (x) limits. - . (X) 4.504.2.2 Paints, stains and other coatings shall be compliant with VOC limit. (X) 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic compounds. (X) 4.504.2.4 Documentation shall be provided to verify that compliant VOC limit finish materials have been used. . (X) 4.504.3 Carpet and carpet systems shall be compliant with VOC limits. 4.504.4 50 percent of floor area receiving resilient flooring shall comply with VOC-emission limits (X) defined in the Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or be certified under the Resilient Floor Covering Institute (RFCI) FloorScore program. (X) 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. '.'fIA lnteruorMousture Control * 4 . 4.505.2 Vapor retarder and capillary break is installed at slab on grade foundations. (X) 4.505.3 Moisture content of building materials used in wall and floor framing is checked before (X) enclosure. U lndoorAurQualityand Exhaust k J At ., 4.506.1 Exhaust fans which terminate outside the building are provided in every bathroom. (X) '- ',-.-' EnvuronmentalComfort'* , 4.507.1 Whole house exhaust fans shall have insulated louvers or covers which close when the (X) fan is off. Covers or louvers shall have a minimum insulation value of R-4.2. 4.507.2 Duct systems are sized, designed, and equipment is selected using the following methods: -• - . . 4 (X) Establish heat loss and heat gain values according to ACCA Manual J or equivalent. Size duct systems according toACCA 29-D (Manual D) or equivalent Select heating and cooling equipment according to ACCA 36-S (Manual S)or equivalent. - - lntaller andSpecialinspectorQuaiifucations 702.1 HVAC system installers are trained and certified in the proper installatiOn of HVAC (X) systems. 702.2 Special inspectors employed b the owner must be qualified and able to demonstrate. (X) competence in the discipline they are inspecting. I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016. California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: 1? /\iJL.... Plan Check Number: - Print Name: Signed: . License Number: C't LiftDate: ,B-51 . Page 2of2 Rev. 5/17