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BLD2013-00187
UILDING PERMIT APPLICN BLD13-00187 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00187 Received Date: 6/19/2013 SITE ADDRESS: 30 CONDON LN PORT LUDLOW, 98365 OWNER: DALE L WILLIAMS TRSTE PHONE: 206-883-8234 MARGARET L WILLIAMS TRSTE PO BOX 65129 PORT LUDLOW WA 98365-0129 PORT LUDLOW NO 1 AREA 2 SUBDIVISION: Block: Lot: PARCEL NUMBER: 990400216 Section: 9 Township: 28 N Range: 01 E CONTRACTOR: NORDIC SERVICES INC PHONE: 206-522-9570 9618 MIDVALE AVE N SEATTLE WA 98103 Contractor's License NORDISI180QA Expires 1/1/2014 REPRESENTATIVE: PHONE: PROJECT DESCRIPTION REBUILD OF FIRE DAMAGED HOME, USING EXISTING FOOTPRINT TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 100,000.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2009 OCCUPANCY: HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: CONST TYPE: OTHER: SHORELINE: GARAGE: CONST TYPE: SETBACK: DECK: BANK HEIGHT: SEWAGE DISPOSAL: SEW WATER SYSTEM: 68700 BEDROOMS: BATHROOMS: Exist: Exist: Prop: 2 Prop: 3 Total: 2 Total: 3 outing Date: . L ,l c s` ; Type Amount Paid By: Date: Receipt: Approved/Date Permit $993.75 JLA 06/17/13 142187 APPROVED Plan Check $645.94 JLA 06/17/13 142187 State Building Code $4.50 JLA 06/17/13 142187 JUN 2 5 2013 Total: $1,644.19 Jefferson County DCD \\tidemark\data\forms\F_BLD_App_Bld.rpt 6/19/2013 CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 Carl Smith, Director/Building Official PERMIT#: BLD13-00187 APPLICANT: DALE L WILLIAMS TRSTE PHONE: 206-883-8234 MARGARET L WILLIAMS TRSTE PO BOX 65129 PORT LUDLOW WA 98365-0129 SITE ADDRESS: 30 CONDON LN Issue Date: 06/25/2013 PORT LUDLOW, 98365 Final Date: 6/19/2014 SUBDIVISION: PORT LUDLOW NO 1 AREA 2 Block: Lot: PARCEL NUMBER: 990400216 Section: 9 Township: 28 N Range: 01 E PROJECT DESCRIPTION: PARTIAL REBUILD OF FIRE DAMAGED HOME, USING EXISTING FOOTPRINT THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: R-2 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes THE PROJECT PASSED ITS FIN INSPECTION AND RECEIVED FINAL SIGN OFF ON 6/19/2014 \\tidemark\data\forms\F_BLD_Occupancy.rpt 6/19/2014 , io iy.)o) '3- 1 8'1 DEPARTMENT JEFFERS UNTY OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Townsend•Washington 98368 . 360/379-4450. 360/379-4451 Fax www.Co.jefferson.weuslcomnidevelopment et Master Permit Application MLA: Project Description(include separate sheets as necessary): Re-hcA td Tax Parcel Number: 44 o 4/00 216 Property Size: #lf % acre, (acres/square feet) Site Address and/or Directions to Property: 3c Go idor&_ N � Tba-t Lc,ollea►i 9•s 3 6 5" Property Owner(s)of Record: Its/c. &)l li;ow S Telephone: ,?b6 - $ 13 15 2.51 Fax email: 14/A Mailing Address: ?O 3ok 65"/?4 PT /.crrl I ed 4 756 5- Applicant/Agent(if different from owner): Br:ow, Less in helcsp Telephone:4/25--'iIZ111-• ZOO £2.54 Fax 1 ,-721-613/ email: `taealadibkig.I, Ieires.eew Mailing Address: IO2.9 Igor a sit Ate kIamoi , 14 A 07o 3s What kind of Permit?(Check each box that applies (Building 0 Critical Areas Steward-1 r ai F r F 1 \/_E ❑ Demolition Permit ❑Variance(Minor,Major• .„, •.,-. • .�-r.,, fA Single Family ❑Garage Attached/Detached 0 Conditional Use[C(a), I • C]** ❑ Manufactured Home ❑ Modular ❑Discretionary`D”or Lin i- se Classification ❑ Commercial ❑Special Use(Essential • •I• acili ❑ Change of Use ❑Boundary Line Adjustm ` � 7 2013 ❑ Address ❑Road Approach ❑Short Plat** ❑Home Business 0 Cottage Industry ❑Binding Site Plan** 0 Propane ❑Long Plat** JEFFERSON COUNTY 0 Sign 0 Planned Rural Resider •.-IA• .-",k 1•.'.-t„t, 4:il-t ** 0 Allowed`Yes'Use Consistency Analysis ❑Plat Vacation/Alteration*' ❑Stornwater Management ❑Shoreline Master Program Exemption/Permit Revisions** O Site Plan Approval Advance Determination(SPAAD)* 0 Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* 0 Comprehensive Plan/UDC/Land Use District Map Amendment 0 Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre Application Conference ❑Tree Vegetation Request "Requires a Pre•Applicatlon Conference Please identify any other local,state or federal permits required for this proposal,if known: DESIGNATION OF AGENT I hereby designate a• •r _Mir e A - .u, ■ t• :* as my agent in matters relating to this plication permit(s). � Z OWNER SIGNATURE / /_ a Date: ZC)43 By signing this application form,the ownerfagent attests that the Information provided herein,and In any attachments,Is true and correct to the best of his her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save.indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to pr a access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any req • later inspections. Staffs access and•_ht entry will be assumed unless the applicant informs the County in writing at the time of the app[" he•+she • 'or / 41 Signature: .- . �. Date: �c Z/ `a .w The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the appicant that the actions that MI be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if y in compliance with the Jefferson County•: -lopment exile.The Applicant acknowledges that h ,she or it holds individual and non•transfe le pons City for ailhering to and .• p, f' the ESA. The Applaud has read this die- imer nd •ns= •dates it below. Signature cca C---e ( —t-fei Date - ZO G:\PermitCenter\###FORMS###\DRD FORMS\Master Pemuk Application 5-29-08 doc I LZ 1 K. r 4 BUILDER STATEMENT The signer of this ent does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be mi a ponsibt of the Genera rach r for the proposed prof Signature: At(, c �.�._ . Date: /Z C) GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: A ere':L Servrs.es let._ / MA 13ury se (tab) r z -9s OP ( )S"Z�l'-told/ MAILING ADDRESS: 961'0 islkl rro� A . 1J t-_N/-�A EMAIL: CONTRACTOR'S LICENSE 7�+'� WAINS NUMBER: NUMBER ,2 N FD aCS.�4 $e c§.a Gzy y9',5¢5,5932 ARCHITECT/ENGINEER: Dlic,ipz, Ngivider. /at... PHONE (q )'8L8-42ooOr�7Ax: it)814-6/3/ MAILING ADDRESS: ✓ EMAIL Project Type: Frame Type: Bathrooms: Shoreline; Type of Sewage Disposal: ❑ New S Wood Existing: 3 $1 Sewer © Addition CI Steel ' Proposed: Bank ❑ Community System ❑ Alteration/Remodel o Concrete Total: 7 Height: O Individual System e Repair Q Masonry SEP Permit# Demolition ❑ Outer Bedrooms: Water Supply: Existing: 2 Setback: o Private well C Two Party Proposed: ,----- Type of Heat: /� Public t/ _. 11- 1-.7° 1 Total: _z.______ Name of System n/y.&pfc �If this is a Commercial Proiect you must answer the following: Number of Parking Spaces; Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No if this is a Propane Tank and/or Appliance Installation permit.mark all items below that apply: 1 Underground Tank 1 Above ground Tank Size of Propane Tank: 1 Heat Stove 1 Cook Stove 1 Woodstove 1 Fireplace Insert 1 Hot Water Tank 1 Pellet Stove 1 Other Is this appliance being installed in a Manufactured I Mobile Home? Yes / No When applying for a perm/t to install a propane tank you must also submit a site plan showing all of the buildings,ail properly lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, includin• the reserve area. S• are Foote•a Current Pro.._ed I ' ��. . '. ; ;� Main Floor Heated EH Bld App Review 2"°Floor all a p4%111 Consistency Review: Other Heated Base fee: Mezzanine ' Additional Section: IL krilakitliiiti Heated Basement Plan Check fee: MgilCil MOM 12`' Unheated Basement Kil C t, k--- r w‘ '#,Z1: 1 � State Surcharge fee: u Other Unheated 11111111MMINEW4;4,151 Pot Water Review fee; MEI II Garage/Carport 111111111111111444MWM 1 SUBTOTAL MEM illiittliftLir,Decks —) FFERSON COUN 911/Rd Approach fee: Other DEPT.OF OMMUNITY DE i, - . p� TOTAL:.- t14 i8I } Receipt Number. Cash/Check Number: 1 ozvikP ESTIMATED COST(REQUIRED) Date: *Fair value of all labor and materials foundation to finish 1t" \ i r'db, ��___ initials: G:1,PermitCenterr###FORMS###VAD FCORMS\Master Permit Application 5-29-08.dac Contractors or Tradespeople Printer Friendly Page Page 1 of 2 • • General/Specialty Contractor A business registered as a construction contractor with LEI'to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name NORDIC SERVICES INC UBI No. 600458809 Phone 2065229570 Status Active Address 9618 Midvale Ave N License No. NORDISI180QA Suite/Apt. License Type Construction Contractor City Seattle Effective Date 11/1/1982 State WA Expiration Date 1/1/2014 Zip 98103 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses Specialty Effective Expiration License Name Type Specialty 1 2 Date Date Status Construction Framing And 1800B**917L9 1-800-BOARDUP Contractor Rough Unused 6/29/2009 6/29/2015 Active Carpentry PEAKEWD324N6PEsKE,WILLIAM Construction D. Unused 8/26/1968 7/3/1981 Archived Contractor PEAKERC192MH PEAKE ROOFING Construction Roofing Unused 7/8/1981 2/4/2010 Expired COMPANY INC Contractor Business Owner Information Name Role Effective Date Expiration Date OMLI, ERIC 01/01/1980 OMLI, DAVID M 01/01/1980 OMLI,GERALDINE 01/01/1980 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 11 TRAVELERS CAS ft 105509458 11/03/2010 Until Cancelled $12,000.00 10/22/2010 SURETY CO 10 INSURANCE CO OF 2086182 11/03/2003 Until Cancelled 11/03/2010 $12,000.00 09/15/2003 THE WEST Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date Westchester 29 Surp Lines Ins G24111490002 02/01/2012 02/01/2014 $1,000,000.00 01/03/2013 Co 28 WESTCHESTER G24111490001 02/01/2010 02/01/2012 $1,000,000.0001/05/2011 SURPLUS LINES 27 FIRST MERCURY FMWA0000272 02/01/2009 02/01/2011 $1,000,000.00 01/05/2010 INS CO 26 FIRST MERCURY FMFL002474 02/01/2007 02/01/2009 $1,000,000.00 01/15/2008 INS CO 25 FIRST MERCURY FMFL001515 02/01/2006 02/01/2008 $1,000,000.00 01/25/2007 INS CO Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 6/19/2013 4 • i , JEFFERSON COUNTY ; .i FE C E o v 44 r . DEPARTMENT OF COMMUNITY DEVELOPMENT �' JUN 1 7 2013 �� III 621 Sheridan Street• Port Townsend•Washington 98368 I 360/379-4450 •360/379 451 Fax http://www.co.jefferson.wa.us/commdevelopment! ` JEFFERSON COUNTY _ PP PT OF COMMUNITY DEVELOPMENT Stormwater Calculation Worksheet MLA# PROJECT/APPLICANT NAME: killk se5 RR-Astoty/DrIAA 4 hi cl DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to classify the proposal as"small,""medium,'or large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan,if required. PARCEL SIZE II.E..SITES Size of parcel j_ acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet 14/0,N / sq/ft Land-disturbing activity is any activity that results in movement of earth,or a change in the existing soil cover(both vegetative and non-vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling, excavation,and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species,other than noxious weeds,that are uldigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir,western hemlock,western red cedar,alder,big-leaf maple,and vine maple;shrubs such as willow,elderberry,salmonberry, and salal;herbaceous plants such as sword fern,foam flower,and fireweed. LAND DISTURBING ACTIVITY.CONVERSION OF NATIVE VEGETATION.AND VOLUME OF CUT/FILL Calculate the total area to be cleared,graded,filled, Answer the following two questions related to excavated,and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be deared for: Does the project convert%acres or more of Construction site for structures 0 sq/ft native vegetation to lawn or landscaped areas? Drainfield,septic tank,etc. l0 sq/ft Circle: Yes (N� Well,utilities,etc. / sq/ft Does the project convert 2 34 acres or more of native vegetation to pasture? Driveway,parking,roads,etc. /6 sq/ft Cirde: Yes (:# Lawn,landscaping,etc. sq/ft Other compacted surface,etc. . sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance piS sq/ft Cut / Fill (culyd) [over] stormwater cat worksheet—REV.2/20/2008 1 • • • • • Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops, walkways,patios,driveways,parking lots or storage areas, concrete or asphalt paving,gravel roads,packed earthen materials, and oiled,macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORNIWATER CALULATIONS—IMPERVIOUS SURFACE EXISTING. Structures(all roof area) ,/5_ sd/ft Structures(all roof area) 2. '5 sglft Sidewalks pl sq/ft Sidewalks sqfit Patios sq/ft Patios Sq Solid Decks sq/ft Solid Decks (without infiltration below) (without infiltration below) Driveway,parking,roads,eta. C sq/ft Driveway,parking,roads,etc '$O sq/ft Other 1 sq/ft Other sq/ft Total New sglft Total Existing 34^8.S sglft TOTAL NEW+TOTAL EXISTING* 3 Y$S sq/ft *This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v.REDEVELOPM NT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: % Does the site have 35%or more of existing impervious surface? Circle: Yes C No FURTHER INSTRUCTIONS: If the answer is yes,the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no,the proposal is considered new development and the attached Figure 1 should be used. At this juncture,the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—en additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention(SWPP) Best Management Practices(BMPs) Packet Proponents of"medium" projects—those that must meet only Minimum Requirements #1 through #5—and for large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stour rwarrr aterManagement Manual, APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected property. t` �(L 3 ,JLANDQWNER AUTHORI .REPRESENTAT `SIGNATURE) (cAT ) stannotec calc worksheet—REV.212012006 2 Screen: 01 REAL PROPERTY MASTER Mode: INQUIRY Auto Roll : OFF Parcel # 000990400216 Ilko Cd 282109307231 PORT LUDLOW NO 1 AREA 2 Nbhd Cd 3331 LOT 16 Loc ID * Taxpayer Cd WILL 2080 WILLIAMS TRSTE, DALE L T/P Chg Dt 7/24/1987 * Title Owner T/P Chg Usr SR Tax Code 0231 Status TX TAXABLE Land Use 1100 RES-SINGLE Affidavit 54952 Vol/Page / C/U Code COMPLETE ADDRESS WINDOW Taxpayer WILL2080 DALE L WILLIAMS TRSTE MARGARET L WILLIAMS TRSTE D&M WILLIAMS REV TRUST PO BOX 65129 PORT LUDLOW WA 98365-0129 Search Key CMD 6: End Window CMD 7: End of Job DIBBLE ENGINEERS,INC. 10026 06/13/2013 Jeffedir County Department of Development 13-155 Williams Residence Fire age Repair 1,644.19 1001 Checking-Sterl 13-155 Williams Residence Fire Damage Repair 1,644.19 DIBBLE ENGINEERS,INC. 10026 06/13/2013 Jefferson County Department of Development 13-155 Williams Residence Fire Damage Repair 1,644.19 1001 Checking-Sterl 13-155 Williams Residence Fire Damage Repair 1,644.19 4c;o of °°yam JEFFERSON COUNTY o� DEPARTMENT OF COMMUNITY DEVELOPMENT �„� KING , Fri. ys 's \'. Mon. Tye Wed. J nime Received: —1 am/pm Date: `C Date: Contact Name: Ilk 'I 0 e Owner: ,, 1 Contact Number: 360 . di b 1 Owner: _4 t ,. 206 A Address: 0 11, • Notes: C.....-7: (iIQ.Q_L Propane Tank MechanicaFraming Four '—'-- Underground Furance — Framing — Gas — Air Court e_ Cr\ Air Seal Above ground tr Exterior lines Oil — ior shear Ducts St CI� re_ _ for shear _ Interior lines = (J�/ Appliance Pi ?ntilation kb nderfloor Gas/Wood stove — Mar .4_ nsulation 4_, l Final Inspection hAA 11/(k-k Floor — Address Posted For Wall Ceiling Block&Tile Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues, at this time, we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us, assume we will arrive on your requested inspection day. • You may leave an inspection request 24 hours a day, and Inspections are available from Monday through Friday. • We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection, around 9:00 a.m., we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. • An approved set of plans are to be on site with building plans are not on site at time of inspection, a re-inspection fee lmust be paid prior to re-scheduling another inspection. • If no access, no inspections will be performed, and a re-inspection fee must be paid prior to re-scheduling another inspection. Inspectors will not access a home that has personal affects inside when the owner is not present. • Commercial projects require 24 hour notice for inspection. ,.ON ,- wEO *.k JEFFERSON COUNTY .,111+/.4 DEPARTMENT OF COMMUNITY DEVELOPMENT .5-,,,,,q6,° Date: 4) ^((o Time Received: /O') arr/pm Mon. Cie' Wed. Thur. Fri. Date: 6 - ( 7 BLD: 1 5- 1 7 Contact Name: Owner: Contact Number: 360 ,Z4 1.1 y0// Address: 3o Cov)c'- C.,Ai 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection - Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling • Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues, at this time, we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us, assume we will arrive on your requested inspection day. • •You may leave an inspection request 24 hours a day, and Inspections are available from Monday through Friday. • We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection, around 9:00 a.m., we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. • An approved set of plans are to be on site with building permit for all inspections. If permit and plans are not on site at time of inspection, a re-inspection fee must be paid prior to re-scheduling another inspection. • If no access, no inspections will be performed, and a re-inspection fee must be paid prior to re-scheduling another inspection. • Inspectors will not access a home that has personal affects inside when the owner is not present. • Commercial projects require 24 hour notice for inspection. •_ „ . ' • / . • •o.....ir-neq..... • ..*.e.s.,„■:.,',..; . . • . - r V,,,---efz,„_.54. ,,, ./..,441• • - 4 g.),61, v . , L..-,-...,,,,,,,.....,..,....=..,..,....-3- L, - ft-'1141111111111111111101C, . - . . • . • Am . . . :z.....:. ..,..:. - _. _ . • Date AY.i to 'time received /0 i . am / pm Mon. Tue . Wed: TOu --Fri. • BLD: , /3 /07 . . Date: OWNER: 1/),„6/44.0..4 . ..- - . Contact Name: • . . ADDRESS: ,.36. .6 i Contact Number.360 3.16 7--rA 1 - •:- •-.---'•,...,: -: / / :-/, / 206 Notes: ...4 4,5r...L.,/ . • ' " . . . . Foundation Plumbing - Framing Propane Tank • Mechanical . . Setbacks • Under-ground _ Framing Underground Furnace Footing Rough in Air seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines • Oil • Straps Interior shear Interior-lines . Ducts •f . Post Hole " Ventilation Appliance Underfloor _ Gas/wood stove Man-Hornes - Setbacks Insulation . Final Inspection Foundation- -•'-'.. ..,...i --.• Biod<&Tie floor _wall ceiling. Address Posted . - s • . - .g..A.r., ./1 Vtg .st ...-:-.0W-,... ' • • .-..tt.1.1.--.7.,s-t-• MO tiS 6-AAS . - ;4:-.5%M.V.- . •. - - • ;Frei V4.0c-1:41• . 55N° 40 GC sea/ .- . ...... --_........ ,_ - — • Date 7_11:Lig—'time received -- // C) pm . •Mo. TueS. 1,NeizL Thur. . BLD: --- / • • Date: . . OWNER: . . .- Contact Name;: • . . ADDRESS: 0 Contact Number. - .--- , • r, 206 Notes: • - . " • . . . • . Foundation PlYr--1-1. 1 - Framing' . Propane Tank . Mechanical ,. . Setbacks — U nder-g rou nd Framing Underground Furnace _ Footing _ Rough in Air seal . Above ground • Gas ______ Stemwall _ Hydronic Exterior shear Exterior lines Oil Straps — Interior shear Interior lines • Ducts Post Hole • Ventilation Appliance • Underfloor _ Gas/wood stove Man-Homes • Setbacks ' Insulation Final Inspection Foundation . . •''.:- .,,i I.? Block&Tie floor _wall ceiling . Address Posted I Date gj'O�-) time received /0/( fi 1 pm Mon. Tues. ,Wed: Thur. - Fri. BLD: l 3 — ig7 Date:1'30 - OWNER: 2 Contact Name: of ADDRESS: 3D (---e-,1400)1/4-1 t—�Ql e Contact Number:360 7� 2 1 i Notes: 206 r , .Foundation Plumbing - Framing Propane Tank Mechanical ' Setbacks Under ground Framing .Under ground Furnace — Footing Rough In Alr seal Above ground Gas — Stemwall __ Hydronic Exterior shear Exterior lines Oil _ Straps Interior shear — Interior lines • Ducts i Post Hole _ Ventilation Appliance - Underfloor Gas/wood stove Man•Honies - Setbacks Insulation. Final Inspection s Foundation `F. SU Block&Tie floor _wall ceiling Address Posted JEFFERSON COU11( 87 DATE 1�J?r211-(.1� RECEIVED FROM C _ i^.LY� 1 "`� DESCRIPTION BARS# AMOUNT CURRENCY �O qq Z '' �C COIN Q�GM �(f�� • q t( Q.��%_ CHEC �e Q o2b c ` �� Ra oo 24A, o ,114.� a m �� V O RECEIVED BY TOTAL 1(0141-k ‘ ell (`! DIBBLE ENGINEERS WILLIAMS FIRE DAMAGE STRUCTURAL CALCULATIONS PORT LUDLOW, WA PREPARED FOR: Nordic Services 9618 Midvale Ave N Seattle, WA 98103 A DID O*g ) v wasiti 4 - , a ( _ { mac 0$ 4, mitsco ,4, 60.10) 37445 sioNAL15x ;. i Structural Calculations Project#: 13-155 Prepared by Dibble Engineers, Inc. June 12, 2013 ikiDIBBLE ENGINEERS, INC. 1 WILLIAMS FIRE DAMAGE STRUCTURAL CALCULATIONS ' PORT LUDLOW, WA I TABLE OF CONTENTS ' Section Number DESIGN CRITERIA 1 I GRAVITY CALCULATIUONS 2 I LATERAL CALCULATIONS 3 Iy DIBBLE ENGINEERS, INC. WILLIAMS FIRE DAMAGE ' STRUCTURAL CALCULATIONS ' PORT LUDLOW, WA SECTION 1 DESIGN CRITERIA I I - i Dibble Engineers, Inc. -Design Criteria Worksheet •I Job Name: Williams Fire Damage Project#: 13-155 Location: 30 Condon LN, Portludlow 98365 I Building Code: 2009 IBC Permitting Authority: Jefferson County Gravity Design Loads: Lumber : 1 Roof Dead Load 15 psf Item:Species&Grade Fb Fx, Roof Live Load 20 psf 2x4: HF#2 850 150 psi Floor Dead Load 15 psf 2x6&larger 2x's: HF#2 850 150 psi Floor Live Load 40 psf 4x Beams&Post: DF#2 850 180 psi I LL Reducible? n/a 6x Beams&Post: DF#2 750 170 psi Partition Load n/a psf Sill Plate Grade: PT HF#2 850 150 psi Composite Floor n/a psf I Engineered Wood Products: Glulam: 2400E-V4 2400 psi Snow: Sheathing (roof) 15/32 inch I Ground Snow Load p9 20 Sheathing (floor) 23/32 inch Sheathing (walls) 15/32 inch Importance Factor Is 1 I Snow Load N Snow Exposure C. 1.00 Thermal Factor Ct 25 1.00 I I I I I ) I • I I I , ' DIBBLE ENGINEERS, INC. WILLIAMS FIRE DAMAGE STRUCTURAL CALCULATIONS ' PORT LUDLOW, WA SECTION 2 GRAVITY CALCULATIUONS I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: 1 p.425.828.4200 www.dibbleengineers.com Printed:6 JUN 2013,2:10PM Wood Beam File=j:\2013 Projects113-155 Williams Fire Damage\Calculationslframing check.ec6 ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Glulam A CODE REFERENCES I Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties I Analysis Method: Allowable Stress Design Fb Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb Compr 1850 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 930 ksi I Wood Species : DF/DF Fc-Perp 650 psi Ebend yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I D 0 0.2035 Lr 0 0.339 S 0 0.339 035 0.33 Lr 0.339 0.55 S 0.339,0.55) 111 AmEMMI•171111NNIIINEEMIMME111111111111111111111 �_.,. d • I 5.125x16.5 5.125x16.5 Span = 18.50 ft Span = 11.50 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 I Varying Uniform Load: D(S,E)=0.0->0.2035, S(S,E)=0.0->0.3390 k/ft,Extent=0.0->>18.50 ft, Trib Width=1.0 ft Load for Span Number 2 Varying Uniform Load: D(S,E)=0.2035->0.330, Lr(S,E)=0.3390->0.0, S(S,E)=0.3390->0.550 k/ft,Extent=0.0->>11.50 ft, Trib Width=1.0 ft I DESIGN SUMMARY _ = Desi.n OK Maximum Bending Stress Ratio 0.343 1 Maximum Shear Stress Ratio 0.272 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb:Actual = 622.79psi fv:Actual = 71.97 psi FB:Allowable = 1,814.87 psi Fv:Allowable = 265.00 psi I Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 18.500ft Location of maximum on span 18.500ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.050 in Ratio= 4453 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.130 in Ratio= 1712 Max Upward Total Deflection -0.000 in Ratio= 768664 I v Maximum Forces&Stresses for Load Combinations ' 6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 I Length=18.50 ft 1 Length=11.50 ft 2 0.129 0.102 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1814.87 1.52 26.99 265.00 0.126 0.102 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1850.00 1.52 26.99 265.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.129 0.102 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1814.87 1.52 26.99 265.00 I Length=11.50 ft 2 0.126 0.102 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1850.00 1.52 26.99 265.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.343 0.272 1.00 0.98 1.00 1.00 1.00 1.00 1.00 12.07 622.79 1814.87 4.06 71.97 265.00 Length=11.50 ft 2 0.337 0.272 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.07 622.79 1850.00 4.06 71.97 265.00 I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425 828 4200 www.dibbleengineers.com Printed:6 JUN 2013,2:10PM File=j:\2013 Projects113-155 Williams Fire Damage\Calculations\framing check.ec6 Wood Bearn ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver.6.13.3.31 Iy Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Glulam A Load Combination I Segment Length Span# Max M Stress Ratios Moment Values Shear Values M V Cd C FN C i Cr Cm C t CL M tb F'b V fv F'v +D+g+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.343 0.272 1.00 0.98 1.00 1.00 1.00 1.00 1.00 12.07 622.79 1814.87 4.06 71.97 265.00 Length=11.50 ft 2 0.337 0.272 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.07 622.79 1850.00 4.06 71.97 265.00 I +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.290 0.229 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1814.87 3.42 60.72 265.00 Length=11.50 ft 2 0.284 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1850.00 3.42 60.72 265.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.50 ft 1 0.290 0.229 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1814.87 3.42 60.72 265.00 Length=11.50 ft 2 0.284 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1850.00 3.42 60.72 265.00 +D+W+I-I 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.129 0.102 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1814.87 1.52 26.99 265.00 I Length=11.50 ft 2 0.126 0.102 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1850.00 1.52 26.99 265.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.129 0.102 1.00 0.98 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1814.87 1.52 26.99 265.00 Length=11.50 ft 2 0.126 0.102 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.60 1850.00 1.52 26.99 265.00 I +0+0.750Lr+0.750L+0.750W+11 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.290 0.229 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1814.87 3.42 60.72 265.00 Length=11.50 ft 2 0.284 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1850.00 3.42 60.72 265.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.50 ft 1 0.290 0.229 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1814.87 3.42 60.72 265.00 Length=11.50 ft 2 0.284 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1850.00 3.42 60.72 265.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.290 0.229 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1814.87 3.42 60.72 265.00 Length=11.50 ft 2 0.284 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1850.00 3.42 60.72 265.00 I +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.290 0.229 1.00 0.98 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1814.87 3.42 60.72 265.00 Length=11.50 ft 2 0.284 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.18 525.49 1850.00 3.42 60.72 265.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.50 ft 1 0.077 0.061 1.00 0.98 1.00 1.00 1.00 1.00 1.00 2.72 140.16 1814.87 0.91 16.20 265.00 Length=11.50 ft 2 0.076 0.061 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.72 140.16 1850.00 0.91 16.20 265.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.50 ft 1 0.077 0.061 1.00 0.98 1.00 1.00 1.00 1.00 1.00 2.72 140.16 1814.87 0.91 16.20 265.00 I Length=11.50 ft 2 0.076 0.061 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.72 140.16 1850.00 0.91 16.20 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Defl Location in Span Load Combination Max."+Defl Location in Span I D+Lr+S 1 0.1296 8.372 0.0000 0.000 D+Lr+S 2 0.0533 6.810 D+Lr+S -0.0002 0.193 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.658 14.321 5.466 D Only 0.383 3.306 1.261 Lr Only 0.638 5.508 2.102 S Only 0.638 5.508 2.102 Lr+S 1.275 11.015 4.205 D+Lr 1.020 8.81 3.364 ) D+S 1.020 3.364 D+1..r+S 1.658 14.321 5.466• I I Ier c /U LA,n 6_fre Project No. Sheet No. DIBBLE ENGINEERS, INC. Project Date wl s Subject 7 1 .. By c.,r r,Ac Ame., �Q I 4- F c6o C C C- w^ 3 :S w 57S b ' = S. 4-- +.175- ( 6, € S P 5-,•2 1 10s ; 1 frti4aX Tr L fs /6f /I Wok c<<(o of ' S'1 Ss 6. S Z = >/y3 0 apt I 1 1 I I l.M. 1 I IIWood Column Compressive Capacity Calculator Project Name:Williams Fire Damage Project Number:13-155 I' Date:6/11/2013 By:BL Member:6x6 post Variable 'Variable Type (Value Definition • 0.8 for sawn lumber,0.85 for round timber poles,.9 for glulam or c Input ' composite lumber I Fc Input a NDS Table 4A CD Input '' s�°NDS Table 2.3.2 Cm Input • NDS Table 4A Ct Input ��- NDS Table 2.3.3 CF Input • NDS Table 4A Ci Input ..:„.,11, ;NDS Table 4.3.8 ICT Output 8008 CT= 1+-i (Truss Only,othewise default to 1.0) • 0.59 for visually graded lumber,0.75 for machine evaluated lumber I KT Input ° (Truss Only) 2300 for wood seasoned to 19%or less MC,1200 for unseasoned at Input K ,,time of plywood attachment(Truss Only) M �rt 1 Input 56• Effective Length e . d Input 5 51 larger of width or depth b Input • smaller of width of depth 1 E Input 1600000 NDS Table 4A Emin Input 8 10� :NDS Table 4A Output .78004 9< Emin' =EminCmCtCiCT Emin , II F* Output 1932.1 1 F*c =FcCmCtCFCi c 0.822Emin' FCE Output 81 S Fca_ (je/d)2 Output Dr 1555s'' 1+(FcE/F`c) 1+(FcE/F*c) 2 FcE/F*c C t c — 2c �� 2c c F',(PSI) Output i5 . 02 F'c=FcCmCtCFCLCp Cross Sectional Area(in2) Output ■,§ A=bd Max Comp Load(lb) Solution Max Comp Load=AF'c 1 I. I I I I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: II p.425.828,4200 www.dibbleengineers.com Printed:6 JUN 2013,2:47PM File=j:12013 Projects113-155 Williams Fire Damage\Calculations\framing check.ec6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Vec6.13.3.31 ' Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Glulam B CODE REFERENCES ICalculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties I Analysis Method: Allowable Stress Design Fb Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend yy 1,600.0 ksi 830.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend yy Ft 1,100.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D 0 0.165 Lr(0,0.2750,0.275 i. 16-=�= 275,0.55 S 0.275,0.55) • 5.125x16.5 • 5.125x16.5 • I Span = 15.0 ft Span = 15.0 ft IApplied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 I Varying Uniform Load: D(S,E)=0.0->0.1650, S(S,E)=0.0->0.2750 k/ft,Extent=0.0-->>15.0 ft, Trib Width=1.0 ft Load for Span Number 2 Varying Uniform Load: D(S,E)=0.1650->0.330, Lr(S,E)=0.2750->0.0, S(S,E)=0.2750->0.550 klft,Extent=0.0->>11.50 ft, Trib Width=1.0 ft DESIGN SUMMARY Desi•n OK I Maximum Bending Stress Ratio = 0.331: 1 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 5.125x0.1363.51: .125x16.5 Section used for this span 5.125x16.5 fb:Actual = 612.82 psi fv:Actual = 80.26 psi FB:Allowable = 1,850.00 psi Fv:Allowable = 265.00 psi Load Combination = +D+L000 Load Combination = +D+Lr+N Location of maximum on span 15. 00ft Location of maximum on span 15.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.075 in Ratio= 2414 Max Upward L+Lr+S Deflection -0.012 in Ratio= 14997 Max Downward Total Deflection 0.194 in Ratio= 928 Max Upward Total Deflection -0.031 in Ratio= 5768 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cm CI Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 I Length=15.0 ft 1 0.124 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.45 229.81 1850.00 1.70 30.10 265.00 Length=15.0 ft 2 0.097 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.75 2400.00 1.70 30.10 265.00 +p+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.124 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.45 229.81 1850.00 1.70 30.10 265.00 Length=15.0 ft 2 0.097 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.75 2400.00 1.70 30.10 265.00 l +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.331 0.303 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.88 612.82 1850.00 4.52 80.26 265.00 Length=15.0 ft 2 0.260 0.303 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.08 623.33 2400.00 4.52 80.26 265.00 I D Engi ,Inc. Project Title: 1029 ibble Market Street neers Engineer: Project ID: Kirkland,WA 98033 Project Descr: IIII p.425.828.4200 www.dibbleengineers.com Printed:6 JUN 2013,2:47PM File=1:12013 Projects113-155 Williams Fire DamagelCalculationslframing check.ec6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver.6.13.3.31 Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Glulam B Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb Pb V fv F'v +p+g+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.331 0.303 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.88 612.82 1850.00 4.52 80.26 265.00 I Length=15.0 ft 2 0.260 0.303 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.08 623.33 2400.00 4.52 80.26 265.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.279 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.02 517.07 1850.00 3.82 67.72 265.00 Length=15.0 ft 2 0.219 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.19 525.94 2400.00 3.82 67.72 265.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=15.0 ft Length=15.0 ft 1 0.279 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.02 517.07 1850.00 3.82 67.72 265.00 2 0.219 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.19 525.94 2400.00 3.82 67.72 265.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.124 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.45 229.81 1850.00 1.70 30.10 265.00 I Length=15.0 ft 2 0.097 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.75 2400.00 1.70 30.10 265.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.124 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.45 229.81 1850.00 1.70 30.10 265.00 Length=15.0 ft 2 0.097 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.53 233.75 2400.00 1.70 30.10 265.00 I +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.279 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.02 517.07 1850.00 3.82 67.72 265.00 Length=15.0 ft 2 0.219 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.19 525.94 2400.00 3.82 67.72 265.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=15.0 ft 1 0.279 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.02 517.07 1850.00 3.82 67.72 265.00 Length=15.0 ft 2 0.219 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.19 525.94 2400.00 3.82 67.72 265.00 +0+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.279 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.02 517.07 1850.00 3.82 67.72 265.00 Length=15.0 ft 2 0.219 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.19 525.94 2400.00 3.82 67.72 265.00 I +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.279 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.02 517.07 1850.00 3.82 67.72 265.00 Length=15.0 ft 2 0.219 0.256 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.19 525.94 2400.00 3.82 67.72 265.00 I +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.075 0.068 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.67 137.88 1850.00 1.02 18.06 265.00 Length=15.0 ft 2 0.058 0.068 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.72 140.25 2400.00 1.02 18.06 265.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.075 0.068 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.67 137.88 1850.00 1.02 18.06 265.00 I Length=15.0 ft 2 0.058 0.068 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.72 140.25 2400.00 1.02 18.06 265.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span Ii 0.0000 0.000 D4.r+S -0.0312 11.480 D+Lr+S 2 0.1938 8.128 0.0000 11.480 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.501 13.229 3.967 D Only 0.116 3.053 0.915 Lr Only 0.193 5.088 1.526 S Only 0.193 5.088 1.526 I Lr+S 0.385 10.176 3.051 D+Lr 0.308 8.141 2.441 .-.D+S 0.308 8.141 2.441 D+Lr+S 0.501 13.229 3.967 I I I I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: II p.425.828.4200 www.dibbleengineers.com Printed:6 JUN 2013,2:46PM File=j:\2013 Projects\13-155 Williams Fire Damage\Calculations'framing checicec6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 I Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Single 2x12,up to 16'spans CODE REFERENCES ICalculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb Compr 850 psi Ebend-xx 1600ksi Fc-Prll 1400 psi Eminbend-xx 580 ksi ' Wood Species : Douglas Fir-Larch (North) Fv Perp 625 psi Wood Grade :No. 1/No.2 p Ft 500 psi Density 31.57 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase I D(0.03) Lr(0.04) + i i i + � � II t x I A 2x12 Span = 16.0 ft IApplied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr=0.020 ksf, Tributary Width=2.0 ft I DESIGN SUMMARY = = Desi•n OK Maximum Bending Stress Ratio 0.869 1 Maximum Shear Stress Ratio 0.244 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 849.54psi fv:Actual = 43.96 psi I FB:Allowable = 977.50 psi Fv:Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.000ft Location of maximum on span = . 15.066 ft ISpan#where maximum occurs = Span#1 0.208 in Ratio= 921 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.365 in Ratio= 526 Max Upward Total Deflection 0.000 in Ratio= 0<240 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V fv F'v I„ D Only 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 +D+L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 1 +D+Lr+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.869 0.244 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.24 849.54 977.50 0.49 43.96 180.00 +0+S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 I +D+0.750Lr+0.750L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.745 0.209 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.92 728.18 977.50 0.42 37.68 180.00 +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 1 ti Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:6 JUN 2013,2:46PM Wood Beam File=j:12013 Projects\13-155 Williams Fire Damage\Calculations\framing check.ec6 ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Single 2x12,up to 16'spans Load Combination Max Stress Ratios Moment Values Shear Values I Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fl) F'b V fv F'v +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 I +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.745 0.209 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.92 728.18 977.50 0.42 37.68 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=16.0 ft 1 0.745 0.209 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.92 728.18 977.50 0.42 37.68 180.00 +0+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=16.0 ft 1 0.372 0.105 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.96 364.09 977.50 0.21 18.84 180.00 +0.60D+W4l 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.223 0.063 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.58 218.45 977.50 0.13 11.31 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=16.0 ft 1 0.223 0.063 1.00 1.00 1.00 1.15 1.00 1.00 1.00 0.58 218.45 977.50 0.13 11.31 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr 1 0.3646 8.058 0.0000 0.000 I Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.560 0.560 I D Only 0.240 0.240 Lr Only 0.320 0.320 D+Lr 0.560 0.560 I I I I I I I I I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:6 JUN 2013,2:47PM File=j:12013 Projects\13-155 Williams Fire Damage\Calculations\framing check.ec6 Wood Beam ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver.6.13.3.31 I Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Double 2x12,up to 16'spans I CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 I Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi I Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade : No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase I D(0.03) Lr(0.04) I i i i i i � 7 � s e �f r � a:�- �� :< � � s >{✓fie�✓�' -< x - �"r,. x^*.�,�.i :tv I A • 3.0 X 11.250 A Span = 24.0 ft IApplied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr=0.020 ksf, Tributary Width=2.0 ft I DESIGN SUMMARY = = Desi.n OK Maximum Bending Stress Ratio 0.978 1 Maximum Shear Stress Ratio 0.192 : 1 Section used for this span 3.0 X 11.250 Section used for this span 3.0 X 11.250 I fb:Actual = 955.73 psi fv:Actual 34.61 psi FB:Allowable 977.50 psi Fv:Allowable 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.527 in Ratio= 546 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.923 in Ratio= 312 Max Upward Total Deflection 0.000 in Ratio= 0<240 IMaximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V fv F'v I g D Only 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 +D+L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 +D+Lr+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.978 0.192 1.00 1.00 1.00 1.15 1.00 1.00 1.00 5.04 955.73 977.50 0.78 34.61 180.00 +D+S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 I +D+0.750Lr+0.750L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.838 0.165 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.32 819.20 977.50 0.67 29.66 180.00 +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 I I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: 6 f p.425.828.4200 www.dibbleengineers.com Printed:6 JUN 2013,2:47PM Wood Beam File=j:12013 Projects113-155 Williams Fire Damage\Calculationslframing check.ec6 I ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver:6.13.3.31 Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Double 2x12,up to 16'spans ' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Pb V fv F'v +p+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 I +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.838 0.165 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.32 819.20 977.50 0.67 29.66 180.00 I +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.838 0.165 1.00 1.00 1.00 1.15 1.00 1.00 1.00 4.32 819.20 977.50 0.67 29.66 180.00 +0+0.750L+0.750S+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 +0+0.750L+0.750S+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=24.0 ft 1 0.419 0.082 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.16 409.60 977.50 0.33 14.83 180.00 +0.60D+W4l 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.251 0.049 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.30 245.76 977.50 0.20 8.90 180.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=24.0 ft 1 0.251 0.049 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.30 245.76 977.50 0.20 8.90 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span I D+Lr 1 0.9229 12.088 0.0000 Values in 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 n KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.840 0.840 I D Only 0.360 0.360 Lr Only 0.480 0.480 D+Lr 0.840 '0.840 I I I I I I I I I li 7jr ,. ' � : h_ ._ _. SIMPSON LSU/LSSU Adjustable Light Slopeable/Skewable U Hangers StrongTie ��04 This product is preferable to similar connectors because of • a)easier Installation,b)higher loads,c)lower installed cost, `.—w-I •e'Flange to W ; o a combination of these features. ) ,A•Flange 4 OS- ,y The LSU and LSSU series of hangers may be sloped and skewed ' �,' in the field,offering a versatile solution for attaching joists and rafters.These -� hangers may be sloped up or down and skewed left or right,up to 45°. H MATERIAL: See table FINISH:Galvanized.Some products available in ZMAX®coating; �' see Corrosion Information,page 18-19. �� INSTALLATION: •Use all specified fasteners.See General Notes. 4 , ` �- I •Attach the sloped joist at both ends so that the horizontal force \ � �+ developed by the slope is fully supported by the supporting members. 'Y �nolotl $ •To see an installation video on this product,visit www.strongtie.com. \ ,t0h1 v CODES:See page 20 for Code Reference Key Chart. v1. W� �A 1.1.,:s;:vi ,ili :' '. k__.0.1 :,„,iii, 1, Itof14vfl ..,' LSU and LSSU INSTALLATION SEQUENCE ,,a—'I � � I a (For Skewed or Sloped/Skewed Applications) •� life-jr9',.A ( .- la ea / / \\/���' „A°Flanges ° "A°Flanges �fy "' Acute � . ��� A y I Side 1. IIIII 10dx1'fz° 0-45° '� +t, V°° � Nails °` , ..„- $TEP 11 STEP 2 STEP 3 4 �` Nail hanger to slope-cut Skew flange from 0-45°. Attach hanger to Slope to carried member,installing Bend other flange back 45°up or down ° seat nail first.No bevel the carrying member, along centerline of slots acute angle side first Slope to 45 up or down '� necessary for skewed until it meets the header. (see footnote 4).Install `%LSSU41 D installation.Install joist Bend one time only. nails at an angle. (LSSU210-2 similar) LSSU28 nails at 45°angle. Iin These P roducts are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. I Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Joist Model Code Width No. Ga W H A Face Joist Uplift2 Floor Snow Roof Uplift2 Floor Snow Roof Ref. ',. (160) (100) (115) (125) (160) (100) (115) (125) II' Sloped Only Hangers ID 1'/2 LSU26 18 199,6 4% 1'% 6-10d 5-10dx1% 535 665 765 800 415 575 660 690 1% LSSU28 18 1316 7% 1% 10-10d 5-10dx1% 535 1110 1275 1390 415 960 1105 1200 18,F7,L15 --->le 1% LSSU210 18 ire 8'% 1% 10-10d 7-10dx1% 875 1 10 1275 1390 625 960 1105 1200 I 2% LSSUH310 16 236 8% 3% 18-16d 12-10dx1% 1150 2295 2295 990 1930 1930 1930 170 3 LSSU210-2 16 3'% 8% 2% 18-16d 12-10dx1% 1150 2430 2795 3035 990 2160 2485 2700 18,F7,L15 3% LSSU410 16 336 8' 2% 18-16d 12-10dx1% 1150 2430 2795 3035 990 2160 2485 2700 Skewed Hangers or Sloped and Skewed Ill 1% LSU26 18 19/'e 4% 1% 6-10d 5-10dx1% 535 665 765 800 415 575 660 690 1'% LSSU28 18 136 7% 1'% 9-10d 5-10dx11A 450 885 885 885 415 765 765 765 18,F7,L15 • 11/2 LSSU210 18 146 8% 1% 9-10d 7-10dx1'% 785 995 1145 1205 625 860 995 1050 2'% LSSUH310 16 236 8% 3% 14-16d 12-10dx1% 1150 1600 1600 1600 990 1385 1385 1385 170 3 LSSU210-2 16 3'/6 8'%z 2% 14-16d 12-10dx1% •1150 1625 1625 1625 990 1365 1365 1365 18,F7,L15 3% LSSU410 16 39/6 8% 2% 14-16d 12-10dx1% 1150 1625 1625 1625 990 1365 1365 1365 1.Roof loads are 125%of floor loads unless limited by other criteria. I 2.Uplift loads include an increase for wind or earthquake loading with no further increase allowed; reduce when other loads govern. 3.Truss chord cross-grain tension may limit allowable loads.Refer to technical bulletins T-ANSITPISPF,T-ANSITPISP and T-ANSITPIDF(see page 213 for details)for allowable loads that consider ANSI/TPI 1-2007 wood member design criteria. 4.For skewed LSSU hangers,the inner most face fasteners on the acute angle side are not installed. (I' 5.Do not substitute 10dx1'2"nails for face nails on slope and skew combinations or skewed only LSU and LSSU. 6.NAILS:16d=0.162'dia.x 3'/z'long,l0d=0.148'dia.x 3'long,10dx1'2=0.148'dia.x 1'/2 long. See page 24-25 for other nail sizes and information. II 86 , DIBBLE ENGINEERS, INC. WILLIAMS FIRE DAMAGE ' STRUCTURAL CALCULATIONS ' PORT LUDLOW, WA SECTION 3 LATERAL CALCULATIONS I � A NOTE ABOUT LATERAL DESIGN ' The scope of this project is limited reframing fire damaged structural components. The area damage to the lateral force resisting ' components is minimal. Per IBC 3404.4, "Any existing lateral load— carrying structural element whose demand—capacity ratio with the ' alteration considered is no more than 10 percent greater than its demand—capacity ratio with the alteration ignored shall be permitted to remain unaltered." B y inspection, the damaged condition of the existing shear walls does not result in a 10 percent increase to the demand capacity ratio hence no shear upgrade is needed. 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Eal) "Fri r-1 >, ....%46. /� _ w co G 5, DATE: SHEET NAME: DRAWN BY: DIBBLE ENGINEERS, INC. b7 1 ik 06/13/2013 WILLIAMS RESIDENCE JVN PROFESSIONAL STRUCTURAL ENGINEERING SERVICES (� ! STRUCTURAL 1029 Market Street,Kirkland,WA 98033 SCALE: SECTIONS & DETAILS FIRE DAMAGE REPAIR REVIEW BY: Phone(425)828-4200-Fax(425)827-6131 N U7 AS NOTED BJL W W W D I B B L E E N G I N E E R S . C O M — I I I I I I I I I I • Jefferson County Building Division Permit Number: BLD13-00187 Applicant: WILLIAMS TRSTE BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Under Floor Framing 9/3Of i3 Rough-in Plumbing / 0,4/237<, 4/3o/i Framing q/30/i3 Lei Airseal / �T Insulation:Walls /D/7/13 9 Insulation: Floors { ' Insulation:Ceiling Ihrth14-hr 2-13 Y Mechanical Systems `l Smoke&CO2 /" of lo-t-t-13 2- -- '✓ Ulna-tr 5TAMIL4y 1kJ4'1—, FINAL INSPECTION (0 is, I/ FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR 1 O CONDITIONS for Building Permit# : \\tirlamark\rlata\fnrms\F RI 11 Parmit Rlrin mt R/95/9013 • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00187 Received Date: 6/19/2013 SITE ADDRESS: 30 CONDON LN Issue Date 6/25/2013 PORT LUDLOW, 98365 Expiration Date 6/25/2014 OWNER: DALE L WILLIAMS TRSTE PHONE: 206-883-8234 MARGARET L WILLIAMS TRSTE PO BOX 65129 PORT LUDLOW WA 98365-0129 PORT LUDLOW NO 1 AREA 2 SUBDIVISION: Block: Lot: PARCEL NUMBER: 990400216 Section: 9 Township: 28 N Range: 01 E CONTRACTOR: NORDIC SERVICES INC PHONE: 206-522-9570 9618 MIDVALE AVE N SEATTLE WA 98103 Contractor's License NORDISI180QA Expires 1/1/2014 PROJECT DESCRIPTION: PARTIAL REBUILD OF FIRE DAMAGED HOME, USING EXISTING FOOTPRINT TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 100,000.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: SEW WATER SYSTEM: 68700 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $993.75 JLA 06/17/13 142187 Exist: 2 Exist: 3 Plan Check $645.94 JLA 06/17/13 142187 Prop: 0 Prop: 0 State Building Code $4.50 JLA 06/17/13 142187 Total: 2 Total: 3 Total: $1,644.19 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY