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BLD2013-00100
• BUILDING PERMIT APPLICIIION BLD13-00100 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00100 Received Date: 4/2/2013 SITE ADDRESS: 121 WINDSHIP DR PORT TOWNSEND, 98368 OWNER: WARNIE W TURLEY TRUSTEE PHONE: 3603854586 LAVON TURLEY TRUSTEE 121 WINDSHIP DR PORT TOWNSEND WA 98368-2513 KALA POINT#1 SUBDIVISION: Block: Lot: 63 PARCEL NUMBER: 964700063 Section: 26 Township: 30 N Range: 01 W 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 FIRE DAMAGE REPAIR TO SFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP REP MAIN: 1,521 VALUATION 124,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: 1,255 HEAT TYPE: OCCUPANCY: UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 37500 BEDROOMS: BATHROOMS: Exist: 2 Exist: 2 Prop: Prop: Total: 2 Total: 2 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Plan Check $1,064.54 JLA 04/01/13 140180 APPROVED State Building Code $4.50 JLA 04/01/13 140180 Permit $1,637.75 JLA 04/01/13 140180 APR ` 2 201` Total: $2,706.79 Jefferson County DCD \\firlcmorL\rlofo\fnrmc\G RI fl Ann PIri rnf A/1/W111 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 #: BLD13-00100 SITE ADDRESS: 121 WINDSHIP DR Issue Date: 04/2/2013 PORT TOWNSEND, 98368 Final Date: 11/7/2013 APPLICANT: WARNIE W TURLEY TRUSTEE PHONE: 3603854586 LAVON TURLEY TRUSTEE 121 WINDSHIP DR PORT TOWNSEND WA 98368-2513 SUBDIVISION: KALA POINT#1 Block: Lot: 63 PARCEL NUMBER: 964700063 Section: 26 Township: 30 N Range: 01 W PROJECT DESCRIPTION: FIRE DAMAGE REPAIR TO SFR THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 11/7/2013 \\tidemark\data\forms\F_BLD_Occupancy.rpt 11/18/2013 or 1 SON c III 4111 t O. JEFFERSON COUNTY 5 q DEPARTMENT OF COMMUNITY DEVELOPMENT , `9.1.;`'4 621 Sheridan Street•Port Townsend•Washington 98368 • .±-;.;� 3601379-4450• 360/379-4451 Fax ,g�," ® wvrw.co.jefferson.wa.us/cornmdevetopment Master Permit Application MLA: Project Description(include separate sheets as necessary): 1 Tax Parcel Property Number: l,_,-y ,., ,, > r., ,y Size: „,-2.5 ‘;-J C; (acres/square feet), Site Address and/or Directions to Property: Property Owner(s)of Record: I...,. ,::. _ r, I Telephone: _ -74; . Fax: email: r,. , -, 4" yaw,-.<<:.i' Mailing Address: s - .,_/ , ,/'3 36% Applicant/Agent(if different from owner): : f. , „, Telephone: .,. .. ,f3. .s, Fax: : ,?, f;,, .i email Mailing Address: ;r, . . , it What kind of Permit?(Check each box that applies Building Cl Variance(Minor,Major or Reasonable Economic Use) O Demolition Permit ❑Conditional Use[C(a),C(d),or CI** pi Single Family G Garage Attached/Detached ❑Discretionary"D"or Unnamed Use Classification D Manufactured Home 0 Modular 0 Special Use(Essential Public Facilities)'* O Commercial* 0 Boundary Line Adjustment ' 0 Change of Use 0 Short Plat*' G Address 0 Road Approach 0 Binding Site Plan** G Home Business 0 Cottagelndustry 0 Long Plat** G Propane 0 Planned Rural Residential Development(PRRD)!Amendments Ct Sign 0 Plat Vacation/Alter'ation** 0 Allowed"Yes"Use Consistency Analysis 0 Shoreline Master Program Exemption/Permit Revisions** G Stormwater Management 0 Shoreline Management Substantial Development** 0 Site Plan Approval Advance Determination(SPAAD)' 0 Shoreline Management Variance E0 Temporary Use 0 Comprehensive Plan/UDC/Land Use District Map Amendment LI Wireless Telecommunication* 0 Jefferson County Shoreline Master Program Amendment 0 Forest Practices Act/Release of Six-Year Moratorium 0 Tree Vegetaion Request May require a Pre-Application Conference **Re.uires a PreApplicatian Conference Please identify any other local,state or federal permits required for this proposal,if known: 'DESIGNATION OF AGENT I hereby designate, 4, /,.fro 1�% to act as my agent in matters relating to this application for permit(s). r" / y ■ OWNER SIGNATURE ,r , ._..`=f 1„/_ke!/ Date: { -1/% /1 j By signing this application form,the owner/agent attests thatthe infocfiation provided herein,and in any attachments,is true and correct to the best of his,her or it's knowledge. Any material falsehood or any omissionof 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 provide access and right of to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Stale s access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application tha)he afrhe wants p notice. Date: // Signature:.��fl. , _---.1.--- , _ .r.r. , The actl e-of'a> o Applicant will undertake as a result o y e 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 applicant that the actions that will 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 you are in compliance with the J erson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable;responsibiiity for 8heri�nd complying with the ESA. The Applicant has read this disctai er and signs and dates it.b low. Signature: \—� - , :.r -�r fi-J Date: - t /fit 7 4^1.../ /..,"' G\D,cumae*andSealy;s',carat\LocalStt ngs\TemporaryInwrnetFitcs\QLKK%\ttssterPemst.kpptesd'in 12-19-2C06.doc . ~, . -- - - - •Nt r| BUILDER STATEMENT I The signer of this statement does Jaa%by certi , at they are the Owners of the parcel referenced herein,that they are not ficensedmntractors and that I they will be assuming tbfq resporisibllit9 of th, *emaaum .�nmrmenpn�� S — ,g���_-�� _ '_7 ° ov�� �� GiERAL CONTRACTOR OR MNUFACTURE[)HOME PHONE: ( ) z �� �` ( / ) , �,.;-7 MAILING ADDRESS: , ^ � . � �� EPA, CONTRACTOR'S LICENSE vvmwS NUMBER: /4u,Cl(.5 1 / �" Cs A NUMBER (7:, 2/.1///4/90 ARCHITECT/ENGINEER: /zs h t,_ £�, / PHONE (,`� �) . . e�`,(., �x:(- ) . Z�0'�/ MAILING ADDRESS: /��^/ •�4�. '� ��/, '� ,`^/`/^� �� �'�`�/�*/� � - - Project Type: Frame Type Bathrooms: i Shoreline: Type of Sewage Disposal: 7 New 'X Wood Existing: -,- | -: Sewer | -- Addition - Steel Proposed: 2' Bank -- common�ayn�o ._ c Concrete Total: - ue�m al System A Repair 7::: waonnry | SEP Permit u ,cc '�e. - Demolition - Other: Bedrooms: Water Supply: Exisuno / Setback: Private well - Two Party Type of Heat: Proposed: ) / —~ --- N Total: � ame of System: __ . If this is a Commercial Project you must answer the followinq: Number of Parking Spaces: Current: Proposed: Number Parking Spaces: Number of occupants(includes owners,tenants,employees.etc) Current Proposed IBC Occupancy: IBC Typo of construction: Will you have Food Service? Yes / No If this is a Propane Tank andfor Appliance Installation permit.mark all items below that apply: �O Underground Tank 0 Above ground Tank Size of Propane Tank: O*eat Stove O Cook Stove 0 Woodstove 0 Fireplace Insert 0 Hot Water Tank 0 Pellet Stove 0 Other Is this appliance being installed in a Manufactured I Mobile Home? Yes / No When applying for a permit,nmntaxvpmvaootaoxvnumxn/amoovomuon/mpmnsoowmgaxv/meuvomoos,axproperty ( lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, Including the reserve area. i Square Footage Current Proposed | For Office Use Only Amount | Revision Main Floor Heated / , }.\�,� \ 2 ^^ Engm«ppne,ien: | ___~__ � 2r Floor Heated | Consistency Review: _____^ | -- Other fee: Base e: |t»37,7c-S | Mezzanine Additional Section: — ' Heated Basemen .� � ' ho � \ p�»o»�kw w: \{3i»J , 5J Unheated Basement State Surcharge fee: | Other Unheated | Pot W te Review e Garage/Carport SUBTOTAL Decks 911/Rd Approach fee: | _ . Other TOTAL: c i � Receipt Number: \ | Y`�� J~l 2 Caumc»ec»Number: | } ��/ | � ' ~/ ESTIMATED COST(REQUIRED) �� �l �wvmamom�mmox�um�m ` foundation \ —\ �� /24<()oC) Initials: i A { / c\o""inen"and Se"un°��u�"ca!Settings neise"mT Internet rikc*OLx86\NI2ste,Permit Application u,o-20xm^lo" ������� :______. Simple Heating System Size: Cite Zone 1 Project Information Contact Informatil Turley House Fire Repair Dibble Engineers 121 Windship Drive 1029 Market Street Kirkland WA Port Townsend WA 98368 425-828-4200 ext 239 Indoor Design Temperature 70 Outdoor Design Temperature f C rSc u'I(J ivL I Design Temperature Difference (AT) AT=Indoor-Outdoor Design Temp 70 Conditioned Floor Area 0 — --__ Conditioned Volume Glazing Copy Sum of UA from Glazing Schedule Attic U-Factor X Area = UA R-49 0.027 1050 28.4 R-38 Advanced 0.026 Single Rafter or Joist Vaulted Ceilings U-Factor X Area = UA R-38 Vented 0.027 236 6.4 Above Grade Walls U-Factor X Area = UA R-21 0.056 1162 65.1 Floors U-Factor X Area = UA R-30 0.029 1286 37.3 Below Grade Walls U-Factor X Area = UA 2' Depth Walls 0.042 3.5' Depth Walls 0.041 7' Depth Walls 0.037 Slab Below Grade F-Factor X Length = UA 2' Depth 0.59 3.5' Depth 0.64 7' Depth 0.57 Slab on Grade F-Factor X Length = UA R-10 2' perimeter 0.54 1286 694.4 R-10 Full - Heated 0.55 Sum of UA 832 Envelope Heat Load 58207 Btu/Hour Sum of UA X AT Air Leakage Heat Load Btu/Hour ((Volume X 0.6)X AT)X.018)) Building Design Heat Load 58207 Btu/ Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 1 58207 Btu / Hour If ducts are located in unconditioned space:Sum of Building Heat Loss X 1.15 If ducts are located in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 150% 87310 Btu / Hour Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet(2010 Edition) WSUEEP10-010 Copyright 2010 Contractors or Y Page Printer Friendl Pa e . Page 1 of 2 • General/Specialty Contractor A business registered as a construction contractor with L&I 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 License Name Type Specialty 1 Specialty Effective Expiration Status 2 Date Date Construction Framing And 18006"`917L9 1-800-BOARDUP Contractor Rough Unused 6/29/2009 6/29/2013 Active Carpentry PEAKEWD324N6 PEAKE, WILLIAM Construction D. Unused 8/26/1968 7/3/1981 Archived Contractor PEAKERC192MH PEAKE ROOFING Construction Roofing Unused 7/8/1981 2/4/2010 Ex fired COMPANY INC Contractor p Business Owner Information Name Role Effective Date Expiration Date OMLI, ERIC 01/01/1980 OMLI, DAVIDM 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& 105509458 11/03/2010 Until Cancelled SURETY CO $12,000.00 10/22/2010 10 INSURANCE CO OF 2086182 11/03/2003 Until Cancelled 11/03/2010 THE WEST $12,000.0009/15/2003 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 SURPLUS LINES $1,000,000.0001/05/2011 27 FIRST MERCURY FMWA0000272 02/01/2009 02/01/2011 INS CO $1,000,000.0001/05/2010 26 FIRST MERCURY FMFL002474 02/01/2007 02/01/2009 INS CO $1,000,000.0001/15/2008 25 FIRST MERCURY FMFL001515 02/01/2006 02/01/2008 $1,000,000.0001/25/2007 INS CO Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 4/2/2013 Contractors or Tradespeople Printer Friendly Page Page 2 of 2 • Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 4/2/2013 • • E,OIV CC) JEFFERSON COUNTY K;... a DEPARTMENT OF COMMUNITY DEVELOPMENT ^, . 621 Sheridan Street• Port Townsend • Washington 98368 O 360/379-4450 • 360'379-4451 Fax ING� http://www co.jefferson.wa.us/commdevelopment/ Stormwater Calculation Worksheet r PROJECNAPPLJCANTNAMC L ` A1,0uc !n 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(I.E.,SITE) Size of parcel O.5 acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet - 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 indigenous 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 CUTIFILL Calculate the total area to be seared,graded, filled, Answer the following two questions related tc excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: Does the project convert 3/d acres or more of Construction site for structures ,; sq/ft native vegetation to lawn or landscaped areas? Drainfield,septic tank, etc. sq/ft Circle: Yes o Well,utilities,etc 0 sq/ft Does the project convert 2 '/4 acres or more of native vegetation to pasture? Driveway, parking,roads,etc. si, sq/ft Circle: Yes Lawn, landscaping, etc. t f sq/ft Other compacted surface, etc. C. sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance Q sq/ft Cut Fill (cu/yd} :over] stormwater chic wcrksheet Rev 9.9.2010-REV 9/912010 • • Impervious surface is a hard sir-face 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 quant?;es or at an increased rate of flow from the flow present under natura 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. STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW EXISTING Structures(all roof area) sq/ft Structures (all roof area) l 5 z ( sq/ft Sidewalks sq/ft Sidewalks sq/ft Patios , sglft Patios sq/ft Solid Decks ` sq/ft Solid Decks sq/ft (without infiltration below) (without infiltration below) Driveway, parking, roads,etc 0 sq/ft Driveway, parking, roads, etc //C c' sq/ft Other sq/ft Other v sq/ft Total New sq/ft Total Existing i Ct L I sglft TOTAL NEW+TOTAL EXISTING* I ci 2 1 sq/ft *This amount will be used BY STAFF to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT 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 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—an 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. DOD has prepared a submittal tempiate 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 Stormwater Management 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. r c�iti� j CY�bti 1�/L 3�z 7/Z-ca/ (:NOOv.NER OR Au THORIZEp-R PRESENTATIVE SIdNATURE) (DATE) FOR OFFICE USE ONLY SMALL MEDIUM LARGE_ REDEVELOPMENT Stormwater Site Plan: Yes No ,,« ona i ao..4.c.a i*n_aFV aar�n,n 2 f • • DIBBLE ENGINEERS, INC. Expedited Professional Structural Engineering Services Permitting Request Jefferson County Department of Community Development Attn. Carl Smith,Community Development Director 621 Sheridan Street Port Townsend,WA 98368 March 26,2013 DEI Project: 13-050 Re: Turley House Fire Damage Repair 121 Windship Drive Port Townsend,WA 98368 Dear Mr. Smith: In early February,a portion of the Turley Residence at the above referenced address sustained structural damage due to a fire which originated in the chimney flu. On March 4th 2013,Dibble Engineers Inc. (DEI)was on site to complete a review of the structural damage. Since our site visit,we have completed the design of the structural repairs. The structural damage in conjunction with severe smoke damage has made the residence unsuitable for habitation. This in turn has forced Mrs.Turley and her son to be displaced and relocated pending completion of the fire damage repairs. On behalf of the Turley's we would request that you consider granting an expedited review process as a means of minimizing the already substantial inconvenience the family has suffered. Your consideration is appreciated. Sincerely, DIBBLE ENGINEERS, INC. Brian J.Loshbough EIT Project Engineer y�u k p-eatt f � patfrk. r 5 s ° 2 Attachment: Fire Damage Photographs 1029 Market Street Page 1 of 1 P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 �x. a. 4.4 .,;.., x e .„..., .. ._ ,, ,, . . , ,, y a t Yr q r t. of - ''\-- ' d e' . x 1 a a�i .° y L.lir, ,. . .04 '1 • +' M+k .4,, s. _ 5 fin ,:\ n I q- .9 L_1,:441,4440, � E _ _ , doiiiiis H9F /. ' .: • 77 ,E x : ✓a ; ; � Rx,: 7Y �. -f/' L. Y t� •7,'�f a Y 'i r t _ . F A4. :" ih . 4•* M ,.;. o- r� l } •I It ilit • std. : t 4. . r. ii,/ k s P .' P • ..----..-------__ ___ ir;:i,,,,,..,,,,,,,,:;., - i ' � „ ...... .*,... ..,., ,..!•• ,,,,,,...-:,,,,-,„,,„,„,,',„,-- ....„.. , ,..„--4;.•-•-.0-...;,-„..•,-,,,•..„,-,...-,-,..„.„,..,.., ax roe„ ,..g._ s Y a d , ''.... •:':',';'-'''--'-'--,-,,,,,,,, , y a, t w Y •• ,...„._ ' ' %.. t yam ,� �.' " � ..�`� �� "� `',,�. R. fRg �, ` 3 +i , b , I x .,, a r * ' ' s�r,k ar gip. eG a N'z `� , t Tt� a''* " �`r^•' k 3 ! µFS °.:x,'a'`' .J , u*t� '* R `i r '„ „', � ,�2 fie;, *.,� <, a ! -a ,,. Illt, 4 f ---:0. ,' .. { q., F r 5- > , a• t A m k // P}t . e jl M �` ,x Y m . , . ,,,._ , . :,...... ..I k ,,,., g g � Ii ,, } 1 4 \ 4 . , . , .. ,-,104,„ r, ' r 3 t ._ -, ` 1 4 /f( \ , ,. it r 4:'' ' rs,.b11164italitlialr . 7 .. ........ 444600440410000.4. $ I. '' yY 'u 1r j -a,. k 11 7 1 • • --rte i _Y..t0#r,.4* _`c- ,, _>1 '7'7.' :wr 4 ~iask eth •y f e k"'..:.. =r""''�.,.fir,. lb )I .4 - t ,,-' ft I 1 , - - DIBBLE ENGINEERS 1 t TURLEY HOUSE FIRE DAMAGE REPAIR 1 STRUCTURAL CALCULATIONS I PORT TOWNSEND, WA I PREPARED FOR: Jefferson County Dpt. of Community Development 621 Sheridan Street Port Townsend, WA 98368 D1 rr, ` pb o\ k Y �� vim 7 4 3/acysoi7 Structural Calculations Project#: 13-050 Prepared by ' Dibble Engineers, Inc. March 26, 2013 1 I 1( DIBBLE ENGINEERS, INC. TURLEY HOUSE FIRE DAMAGE REPAIR I STRUCTURAL CALCULATIONS PORT TOWNSEND, WA I I I TABLE OF CONTENTS Section Number ' DESIGN CRITERIA 1 STRUCTURAL CALCULATIONS 2 i ti DIBBLE ENGINEERS, INC. TURLEY HOUSE FIRE DAMAGE REPAIR ' STRUCTURAL CALCULATIONS ' PORT TOWNSEND, WA SECTION 1 DESIGN CRITERIA I IDibble Engineers,Inc.-Design Criteria Worksheet I Job Name: Location: Turley House Fire Damage Project#: 13-050 121 Windship Drive Port Townsend,WA 98368 Building Code: 2009 IBC Permitting Authority: Jefferson County Gravity Design Loads: Lumber: I Roof Dead Load Roof Live Load 15 psf 20 psf Item:Species&Grade 2x4: HF#2 Fb Fe 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 1 LL Reducible? Partition Load n/a n/a psf 6x Beams&Post: DF#2 Sill Plate Grade: PT HF#2 750 170 psi 850 150 psi Composite Floor n/a psf Engineered Wood Products: I Glulam: 2400E-V4 Sheathihg (roof) 2400 psi Snow: 15/32 inch Sheathing (floor) 23/32 inch Ground Snow Load p9 20 Sheathing (walls) 15/32 inch I Importance Factor IS $rww.L.Qad P. 1 25 Snow Exposure C. 1.00 Thermal Factor Cr 1.00 I Lateral Wind: I Basic Wind Speed V(3-sec gust) Exposure Category klp.9fP.r.0..F.9g9r..lw..,.............„................ 00 1875 mph Internal Pressure Coefficient'GCP; - I Lateral Seismic: III Site Class(Assumed) D • Ss 1.286 g • S1 0.519 g I IIII F. • F, 1.00 Interpolated 1.56 Interpolated • Ss 0.857 I III SD) • Importance Category II Table 1604.5 • Seismic Use Group 0.519 I Section 1616.2 • Importance Factor lE 1.00 Mil CS 0.13 I . Seismic Design Cat. 1111 Basic LFR System D Tables 1616.3(1)&1616.3(2) 1-Bearing Wall System . K-Light Frame Walls w/Shear Panels,Wood I- . R 6 1/2 • . 3 • Ca 4 U Analysis Procedure Simplifed I I I I .1kriDIBBLE ENGINEERS, INC. TURLEY HOUSE FIRE DAMAGE REPAIR 1 STRUCTURAL CALCULATIONS PORT TOWNSEND, WA ' SECTION 2 STRUCTURAL CALCULATIONS I I Timber Beam Design Strengths I By:BL Material 2x Date:7/30/2012 Grade DF/HF#2 DOL 1.15 Codes: 2009 IBC Beam I 2005 NDS Unfactored Design Value NDS Table 4A Design Values Type Symbol Value PSI Bending Fb 850 I Shear Par to Grain Fv 150 MOE E 1300000 Load Factor Input NDS Section 4.3 I Load Factor Type Symbol NDS Index Value Load Duration Factor CD 2.3.2 1.15 Wet Service Factor CM APP 4A 1.00 Temperature Factor Ct 2.3.3 1.00 I Beam Stability Factor CL 3.3.3 1.00 Size Factor CF 4.3.6 1.00 Flat Use Factor Cf. APP 4A 1.00 Incising Factor CI Table 4.3.8 1.00 I Repetative Member Factor Cr* 4.3.9 1.15 Buckling Stiffness Factor Cr <2x4 NA Factored Design Values Factored Design Value Value(PSI) NDS Table 4.3.1 Pb I 1124.125 F'� 172.5 E' 1,300,000 I Strong Axis Values Nom Member b(in) d(in) Cr Area(in2) Sx(in3) Ix(in4) El„(PSI) Mallow(K-in)1 Vallow(K) 2x4 1.5 3.5 1.5 5.25 3.063 5.36 6,967,188 5.16 0.60 2x6 1.5 5.5 1.3 8.25 7.563 20.80 27,035,938 11.05 0.95 2x8 1.5 7.25 1.2 10.875 13.141 47.63 61,925,195 17.73 1.25 I 2x10 1.5 9.25 1.1 13.875 21.391 98.93 128,611,133 26.45 1.60 2x12 1.5 11.25 1 16.875 31.641 177.98 231,372,070 35.57 1.94 2x14 1.5 13.25 0.9 19.875 43.891 290.78 378,008,008 44.40 2.29 I __. Weak Axis Values Built-up Members Nom Member Sy(in3) I (in4) E*lY(PSI) Mailow(K-in) Nom Member Mailow(K-in)2 Valiow(K) 2x4 1.313 0.984 1,279,688 2.21 (2)2x4 8.98 1.21 2x6 2.063 1.547 2,010,938 3.01 (3)2x4 13.47 1.81 2x8 2.719 2.039 2,650,781 3.67 (2)2x6 19.22 1.90 I 2x10 3.469 2.602 3,382,031 4.29 (3)2x6 28.83 2.85 2x12 4.219 3.164 4,113,281 4.74 (2)2x8 30.83 2.50 2x14 4.969 3.727 4,844,531 5.03 (3)2x8 46.24 3.75 (2)2x10 46.00 3.19 (3)2x10 69.00 4.79 ' ' (2)2x12 61.86 3.88 (3)2x12 92.79 5.82 (2)2x14 77.23 4.57 (3)2x14 115.84 6.86 1 It has been assumed that 2x members will be used in a joist/rafter application so a C,of 1.15 has been applied. For non joist/rafter application divide M,r,„,,by 1.15. 2 No Cr for built up members ,s I I r j Timber Beam Design Strengths By:BL Material 4x Date:7/30/2012 Grade DF/HF#2 DOL 1.15 I Codes: 2009 IBC Beam 2005 NDS Unfactored Design Value NDS Table 4A Design Values Type Symbol Value PSI I Bending Fb 850 Shear Par to Grain Fv 150 MOE E 1300000 I Load Factor Input NDS Section 4.3 Load Factor Type Symbol NDS Index Value Load Duration Factor Co 2.3.2 1.15 Wet Service Factor CM APP 4A 1.00 I Temperature Factor Ct 2.3.3 1.00 Beam Stability Factor CL 3.3.3 1.00 Size Factor CF 4.3.6 1.00 Flat Use Factor Cf„ APP 4A 1.00 I Incising Factor C; Table 4.3.8 1.00 Repetative Member Factor Cr* 4.3.9 1.00 Buckling Stiffness Factor CT <2x4 NA I Factored Design Values Factored Design Value Value(PSI) NDS Table 4.3.1 Fb 977.5 F's, 172.5 IE' 1,300,000 Strong Axis Values Nom Member b(in) d(in) CF Area(in2) S,(in3) lx(in4) E*IX(PSI) Marrow(K-in)' Vauow(K) I 4x4 3.5 3.5 1.5 12.25 7.146 12.51 16,256,771 10.48 1.41 4x6 3.5 5.5 1.3 19.25 17.646 48.53 63,083,854 22.42 2.21 4x8 3.5 7.25 1.2 25.375 30.661 111.15 144,492,122 35.97 2.92 4x10 3.5 9.25 1.1 32.375 49.911 230.84 300,092,643 53.67 3.72 4x12 3.5 11.25 1 39.375 73.828 415.28 539,868,164 72.17 4.53 I 4x14 3.5 13.25 0.9 46.375 102.411 678.48 882,018,685 90.10 5.33 Weak Axis Values Nom Member Sy(in3) ly(in4) Ely(PSI) Marrow(K-in) I 4x4 7.146 12.505 16,256,771 10.48 4x6 11.229 19.651 25,546,354 14.27 4x8 14.802 25.904 33,674,740 17.36 4x10 18.885 33.049 42,964,323 20.31 I 4x12 4x14 22.969 40.195 52,253,906 22.45 27.052 47.341 61,543,490 23.80 I I I 1 I ITimber Beam Design Strengths By:Brian Losghbough IDate:7/30/2012 Codes: 2009 IBC 2005 NDS IMaterial Information Spec. Input I Material 3 1/8 GLB Grade 24F V-4 DOL 1 Length Up to 21' IDesign Value Input(Ref.NDS Table 5A) Symbol Value PSI Fbx 2400 I Fbx 1850 Fyx 265 Ex 1800000 Fby 1450 F, 230 Ey 1600000 I Symbol Load Factor Input(Ref.NDS 5.3) Value Co 1.15 C Ct t 1.00 1.00 CL 1.00 CV 1.00 I Ci„ 1.00 Cc 1.00 III Adjustments F'bx 2760 F', 304.75 E'x 2070000 I'I I F by 1667.5 I F', 264.5 E'y 1840000 Nominal Member Cv A Sx lx E*Ix b(in) d(in) (NDS 5A) Area(ins) (ins) (in4) E*Ix(P-IN2) Mar,„,(K-in) Vaiiow(K) 31/8 6 1 18.75 18.750 56.25 116,437,500 51.75 3.81 31/8 71/2 1 23.44 29.297 109.86 227,416,992 80.86 4.76 31/8 9 1 28.13 42.188 189.84 392,976,563 116.44 5.71 III 31/8 101/2 1 32.8125 57.422 301.46 624,032,227 158.48 6.67 31/8 12 1 37.50 75.000 450.00 931,500,000 207.00 7.62 31/8 131/2 1 42.19 94.922 640.72 1,326,295,898 261.98 8.57 I 31/8 15 31/8 161/2 1 46.88 117.188 878.91 1,819,335,938 323.44 9.52 1 51.56 141.797 1,169.82 2,421,536,133 391.36 10.48 3 1/8 18 1 56.25 168.750 1,518.75 3,143,812,500 465.75 11.43 3 1/8 191/2 1 60.94 198.047 1,930.96 3,997,081,055 546.61 12.38 I 31/8 21 31/8 221/2 1 65.63 229.688 2,411.72 4,992,257,813 633.94 13.33 1 70.31 263.672 2,966.31 6,140,258,789 727.73 14.29 31/8 24 1 75.00 300.000 3,600.00 7,452,000,000 828.00 15.24 1 ITimber Beam Design Strengths By:Brian Losghbough I Date:7/30/2012 Codes: 2009 IBC 2005 NDS I Material Information Input Material 5 1/8 GLB I Grade 24F V-4 DOL 1 Length Up to 21' Design Value Input(Ref.NDS Table 5A) Symbol Value PSI F� 2400 Fi„, 1850 F 265 IE% 1800000 Fty 1450 Fw 230 Ey 1600000 ILoad Factor Input(Ref.NDS 5.3) Symbol Value Co 1.00 CM 1.00 Ct 1.00 CL 1.00 Cy 1.00 Ct, 1.00 C, 1.00 I Adjustments F't, 2400 F'„„ 265 E',, 1800000 F't., 1450 F'vy 230 E'y 1600000 INominal Member Cy A 5„ 1„ E*1: Manow(K-in) V „, (K) b(in) d(in) (NDS 5A) Area(in2) (in3) (in4) E*I„(P-IN2) Maim,,,(K-in) Vaiim„(K) I 51/8 71/2 1 38.44 48.047 180.18 324,316,406 115.31 6.79 51/8 9 1 46.13 69.188 311.34 560,418,750 166.05 8.15 51/8 101/2 1 53.8125 94.172 494.40 889,924,219 226.01 9.51 5 1/8 12 1 61.50 123.000 738.00 1,328,400,000 295.20 10.87 5 1/8 13 1/2 1 69.19 155.672 1,050.79 1,891,413,281 373.61 12.22 I 5 1/8 15 1 76.88 192.188 1,441.41 2,594,531,250 461.25 13.58 5 1/8 16 1/2 1 84.56 232.547 1,918.51 3,453,321,094 558.11 14.94 51/8 18 1 92.25 276.750 2,490.75 4,483,350,000 664.20 16.30 I- 51/8 191/2 1 99.94 324.797 3,166.77 5,700,185,156 779.51 17.66 51/8 21 1 107.63 376.688 3,955.22 7,119,393,750 904.05 19.01 51/8 221/2 1 115.31 432.422 4,864.75 8,756,542,969 1037.81 20.37 51/8 24 1 123.00 492.000 5,904.00 10,627,200,000 1180.80 21.73 S 1/8 251/2 1. 130.69 555.422 7,081.63 12,746,932,031. 1333.01 23.09 I 51/8 27 1 138.38 622.688 8,406.28 15,131,306,250 1494.45 24.45 51/8 281/2 1 146.06 693.797 9,886.61 17,795,889,844 1665.11 25.80 51/8 30 1 153.75 768.750 11,531.25 20,756,250,000 1845.00 27.16 51/8 311/2 1 161.44 847.547 13,348.86 24,027,953,906 2034.11 28.52 IS 1/8 33 51/8 341/2 1 169.13 930.188 15,348.09 27,626,568,750 2232.45 29.88 1 176.81 1016.672 17,537.59 31,567,661,719 2440.01 31.24 51/8 36 1 184.50 1107.000 19,926.00 35,866,800,000 2656.80 32.60 I I Dibble Engineers,Inc. Engineer:tct Title: e,,_,,.0 c>s,,,-/ur, Project ID: 1029 Market Street I Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:21 MAR 2013,2:20PM I File=J12013 Projects\13-050 Port Townsend Fire DamagelCalculationslbeam checks.ec6 Wood Beam ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: 2x12 Joist Check 1 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 1,150.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 1,150.0 psi Ebend-xx 1,800.0 ksi I Fc Prll 1,800.0 psi Eminbend-xx 660.0 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1 &Btr Fv 180.0 psi Ft 750.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.0746) S(0.125) D(0.02) S(0.033) I * $ r fi 4 in .4', i . t, '',i 4< v = . x xry it:Ark '47"k*: W*:14(4:,,VP, I 2x10 2 Span = 17.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0330, Tributary Width=1.0 ft - PointLoad: D=0.07460, S=0.1250 k @ 2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.817: 1 Maximum Shear Stress Ratio = 0.353 : 1 Section used for this span 2x10 Section used for this span 2x10 I fb:Actual 1,188.98psi 145 fv:Actual Fv:Allowable 63.48 psi FB:Allowable , 4.75psi 180.00 psi Load Combination +D+S+H Load Combination +D+S+H I Location of maximum on span 8.066ft Span Location of maximum on span = 0.000 ft Span#where maximum occurs n#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.394 in Ratio= 518 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.632 in Ratio= 322 Max Upward Total Deflection 0.000 in Ratio= 0 <240 ' Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C I Cr Cm C t CL M fb F'b V fv F'v I D Only 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 +D+L+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 I +D+Lr+H Length=17.0 ft 1 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 +D+S+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.817 0.353 1.00 1.10 1.00 1.15 1.00 1.00 1.00 2.12 1,188.98 1454.75 0.59 63.48 180.00 I +D+0.750Lr+0.750L+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 +D+0.750L+0.750S+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I I g , Project Title: 1029 Dibble MarEnket ineers Street Inc. Engineer: Project ID: I Kirkland,WA 98033 Project Descr: p.425.828.4200 www.d i bblee ngineers.com I Printed:21 MAR 2013,2:20PM File=J:12013 Projects\13-050 Port Townsend Fire Damage 1Calculations\beam checks.ec6 Wood Beam ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: 2x12 Joist Check 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=17.0 ft 1 0.690 0.298 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.79 1,003.80 1454.75 0.50 53.58 180.00 I +D+W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 +D+0.70E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 I +D+0.750Lr+0.750L+0.750W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.308 0.133 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.80 448.25 1454.75 0.22 23.88 180.00 +D+0.750L+0.750S+0.750W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 II Length=17.0 ft 1 0.690 0.298 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.79 1,003.80 1454.75 0.50 53.58 180.00 +D+0.750L+0.750S+0.5250E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.690 0.298 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.79 1,003.80 1454.75 0.50 53.58 180.00 +0.60D+W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=17.0 ft 1 0.185 0.080 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.48 268.95 1454.75 0.13 14.33 180.00 +0.60D+0.70E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.185 0.080 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.48 268.95 1454.75 0.13 14.33 180.00 Overall Maximum Deflections-Unfactored Loads I Load Combination D+S Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.6320 8.376 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS I Load Combination Overall MAXimum Support 1 Support 2 0.627 0.474 D Only 0.236 0.179 S Only 0.391 0.295 ID+S 0.627 0.474 I I I I I I 1 • I I 545, Dibble Engineers,Inc. Project Title: <"t-5, --r e 1 t ,t I1 r. 7= 4 1029 Market Street Engineer: Project ID: II Kirkland,WA 98033 p.425.8284200 Project Descr: .4200 www.dibbleengineers.com I Printed:21 MAR 2013,1:50PM File=j:12013 Projects113-050 Port Townsend Fire Damage\Calcuinted:slbeam 2013,1:50PM Wood BEanl ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: 2x12 Joist Check 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 1150 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 1150 psi Ebend-xx 1800 ksi I Fc-PM psi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625 psi Eminbend-xx 660 ksi Wood Grade :No. 1 &Btr Fv 180 psi Ft 750 psi Density 31.57pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase I D(O.O15) L(O.O4) I * I" i i * 2 2x10 Span = 18.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040, Tributary Width=1.0 ft I = Desi•n OK DESIGN SUMMARY Maximum Bending Stress Ratio 0.859 1 Maximum Shear Stress Ratio 0.273 : 1 Section used for this span 2x10 Section used for this span 2x10 I :Actual = 1,249.61 psi fv:Actual 49.22 psi FB:Allowable 1,454.75psi Fv:Allowable 180.00 psi Load Combinatifb on +D+L+H Load Combination +D+L+H Location of maximum on span = 9.000ft Location of maximum on span = 17.277ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.534 in Ratio= 404 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.734 in Ratio= 294 IMax 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 Cr Cm C t CL M fb F'b V fv F'v I' D Only 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.234 0.075 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.61 340.80 1454.75 0.12 13.42 180.00 +D+L+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.859 0.273 1.00 1.10 1.00 1.15 1.00 1.00 1.00 2.23 1,249.61 1454.75 0.46 49.22 180.00 +D+Lr+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.0 ft 1 0.234 0.075 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.61 340.80 1454.75 0.12 13.42 180.00 +D+S+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.234 0.075 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.61 340.80 1454.75 0.12 13.42 180.00 +D+0.750Lr+0.750L+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.0 ft 1 0.703 0.224 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.82 1,022.41 1454.75 0.37 40.27 180.00 +D+0.750L+0.750S+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.703 0.224 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.82 1,022.41 1454.75 0.37 40.27 180.00 1 I Project Title: Dibble Engineers,Inc. 1 1029 Market Street Engineer: Project ID: 1 Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:21 MAR 2013,1:50PM I Wood Beam File=j:12013 Projects113-050 Port Townsend Fire Damage\Calculations\beam checks.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: 2x12 Joist Check Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V fv F'v +D+W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.0 ft 1 0.234 0.075 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.61 340.80 1454.75 0.12 13.42 180.00 +D+0.70E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.234 0.075 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.61 340.80 1454.75 0.12 13.42 180.00 +D+0.750Lr+0.750L+0.750W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=18.0 ft 1 0.703 0.224 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.82 1,022.41 1454.75 0.37 40.27 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.703 0.224 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.82 1,022.41 1454.75 0.37 40.27 180.00 +D+0.750L+0.750S+0.750W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.703 0.224 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.82 1,022.41 1454.75 0.37 40.27 180.00 I +D+0.750L+0.750S+0.5250E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.703 0.224 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.82 1,022.41 1454.75 0.37 40.27 180.00 +0.60D+W+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.141 0.045 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.36 204.48 1454.75 0.07 8.05 180.00 I +0.Length 70E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.141 0.045 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.36 204.48 1454.75 0.07 8.05 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.7338 9.066 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 0.495 0.495 D Only 0.135 0.135 L Only 0.360 0.360 D+L 0.495 0.495 I I I I I. I I I I I ,!..r,.'.r4 I, e r:/(,,„. i_`"5 k +,/,,- Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: I Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:21 MAR 2013,1:42PM I Wood Beam File=j:12013 Projects113-050 Pod Townsend Fire Damage 1Calculationslbeam checks.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: Single span 5-1/8 x 10-1/2 GLB ICODE 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 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi I Fc-PM 1,650.0 psi Eminbend xx 930.0 ksi Wood Species : DF/DF Fc Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F V4 Fv 265.0 psi Eminbend yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I D(O.O53) L(O.14) Ii • i * * I 5.125x10.5 Span = 20.0 ft IApplied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: D=0.0530, L=0.140, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.544 1 Maximum Shear Stress Ratio = 0.198 : 1 Section used for this span - 5.125x10.5 Section used for this span = 5.125x10.5 I fb :Actual 1,306.36psi fv:Actual 52.56 psi FB:Allowable 2,400.00 psi Fv:Allowable 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft 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 0.570 in Ratio= 421 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.834 in Ratio= 287 Max Upward Total Deflection 0.000 in Ratio= 0 <240 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 Cr Cm C t CL M fb F'b V fv F'v ID Only 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.173 0.063 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.25 414.37 2400.00 0.60 16.67 265.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.544 0.198 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.25 1,306.36 2400.00 1.89 52.56 265.00 I +D+Lr+1-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.173 0.063 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.25 414.37 2400.00 0.60 16.67 265.00 +p+g+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.173 0.063 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.25 414.37 2400.00 0.60 16.67 265.00 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=20.0 ft 1 0.451 0.164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.50 1,083.36 2400.00 1.56 43.59 265.00 +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 I Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: I Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com I Printed:21 MAR 2013,1:42PM Wood Beam File=j:12013Projects113-050 Port Townsend Fire Damage\Calculationslbeamchecks.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: Single span 5-1/8 x 10-1/2 GLB ILoad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Ft V fv F'v Length=20.0 ft 1 0.451 0.164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.50 1,083.36 2400.00 1.56 43.59 265.00 I +p+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.173 0.063 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.25 414.37 2400.00 0.60 16.67 265.00 +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=20.0 ft 1 0.173 0.063 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.25 414.37 2400.00 0.60 16.67 265.00 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=20.0 ft 1 0.451 0.164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.50 1,083.36 2400.00 1.56 43.59 265.00 +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 Length=20.0 ft 1 0.451 0.164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.50 1,083.36 2400.00 1.56 43.59 265.00 +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 I Length=20.0 ft 1 +D+0.750L+0.750S+0.5250E+H 0.451 0.164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.50 1,083.36 2400.00 1.56 43.59 265.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.451 0.164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.50 1,083.36 2400.00 1.56 43.59 265.00 +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=20.0 ft +0.600+0.70E+H 1 0.104 0.038 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 248.62 2400.00 0.36 10.00 265.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.104 0.038 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.95 248.62 2400.00 0.36 10.00 265.00 Overall Maximum Deflections-Unfactored Loads I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.8343 10.073 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Overall MAXimum 2.050 2.050 D Only 0.650 0.650 L Only 1.400 1.400 ID+L 2.050 2.050 I I I I, I I I I Project No. Sheet No. DIBBLE ENGINEERS, INC. IProject Date Pem a r xx",)a F!.M -><A l.x d,F Fr')APL..-... ' Subject JJ By LC1la!PP 1newd°`' F f`Cr nat ,a" Ge...cft 4k/C.'. �N -• ) Tai , /t.taw = -I. S", Sp a aG: CC�datn Vlvtc, G,c w,re. /r f Na ) 52. 2 /yC -'"� �• ms's (,+J4 z "it (5 2., c ) 17 ) .?? 6 , /l- -:I• !tc,i,f 1/k /v 5'3. 6 1< ✓t c z G'. r . , M l 6— 1 r"Y 'r /v 6'4/3 2 2 ca. ) �l�r�d - / 0 144 p44 , G • of s /,/�"'; Z Ste% 6 k </Y.fv <` e-/ 17—r h it .4 g-- , .P 16 3/a, C.-J G ' — 3/� ( .y,r. )-5-- ) IS 2. q 5. !e—)(L ,r, r I G PcSs-4 ealt 77-;), A rca €)' x 1)/2- 2,76 .ec �do c•l = 12,6' lb �s G lA K {'/614-r!' 'G 4.4,4 J v>s-Z, / I'r 1 /C f a `L�`l I• �+ r (/t ) /`r .., %."?- C /.77 (7`r--)) 172 .-. 31. 7 ot-°`+rl Wall, 26. ' ,t «iN 7-7 / — 5/r c Vk 5 c a ° c ) ( /72) _ f -�'v'1 , ca 47, Project No. Sheet No. r DIBBLE ENGINEERS, INC. Date I . Subject 04 By r • — 1/601 ice) lo A 10 / - 4.55 "7-i• z- °‘ /, 7 " 45. .4 I I 6" ) ? 11— . Cf,77)) ( 42) V(corro zx g7 /6 146 7— I: /1,1s, ci t/A 0/f(2L,r I I I I I Project No. Sheet No. I DIBBLE ENGINEERS, INC. Project _ Date Subject By 14d-to k F7 0 r a 1- y ' c Tc c¢.r i;��_r 7-art4s `E> — " ICJ 1/ l� la!N A// 7. 75' = i3 , GIr,S 1 EC 10 41/y' `/ 3 if /0 41.00 er/1 'ss Air: r V /� J.�� l // I I I I I I I sin Maps Summary Report g p n' p http://geohazards.usgs.gov/designmaps/us/summary.php?template=m... Imu GS Design Maps Summary Report User-Specified Input I Report Title Turley House Fire Damage Repair Thu March 21,2013 23:04:21 UTC Building Code Reference Document 2012 International Building Code I (which makes use of 2008 USGS hazard data) Site Coordinates 48.06065°N, 122.77754°W Site Soil Classification Site Class D - "Stiff Soil" IRisk Category I/II/III 4.Av°1^1 Port =, , xR�� f° :,, �4 Townsend � P . szs P. Greer ' ° ' Fort Flag ler IState Park 4. Fort Town ,- ,, , •t i State Par lndrsn Island II . n'pr H'ng, Cnirth 4Vhirih '44.t",47=491 "4/17!J c -'4",, r --- 144''';',1,t„,;'4,7.4 ' -; Port Hadloek Irondale Anderson Fake ) � United States � � State Park's s P z Ik Ghimaeum �q --` '' ' USGS-Provided Output I SS = 1.286 g S = 1.286 g S = 0.857 g MS OS II Si = 0.519 g S = 0.779 g Soi = 0.519 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and Iselect the"2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response Spectrum 1.43 0.99 1.30 0.90 1.17 0.81 n 1.04 0.72 0.91 0.63 V 0.78 0.54 • M 0.65 i LO1 m 0.45 f I 0.52 0.36 0.39 0.27 0.26 0.18 I 0.13 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.50 1.00 1.20 1.40 1.60 1.80 2.00 Period,T(see) Period,T(sec) iAlthough this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. I 1 of 2 3/21/2013 4:04 PM Converting Addresses to/from Latitude/Longitude/Altitude in One Ste... http://stevemorse.org/jcal/latlon.php I I Converting Addresses to/from Latitude/Longitude/Altitude in One Step IStephen P. Morse, San Francisco I Batch Mode(Forward) Batch Mode(Reverse) Batch Mode(Altitude) Deg/Min/Sec to Decimal Computing Distances Frequently Asked Questions My Other Webpages address 121 windship drive latitude j city Port Townsend longitude state wa above values must be in decimal zi p 98368 with minus signs for south and west f country United States Determine Lat/Lon Get Altitudes reset Determine Address reset D Access geocoder.us/geocoder.ca(takes a relatively long time) I --- __ _ _____ _ from google latitude J longitude I altitude' I 'decimal ,48 060648 122.777543 1 deg-min-sec 48° 3' 38 3328"l 122° 46' 39.1548'[ I I from tamu latitude L1ongitude�..-- ......_-- altitude decimal 48.0604221369468;-122.77723130153...,,, deg-min-sec 48° 3' 37.5197" -122°46' 38.0327" 121 WINDSHIP DR Port Townsend WA Ifrom yahoo Latitude longitude _ 'altitude; decimal J8.06044 -122.777268 I ,deg-min-seciLB° 3' 37.584" -122°46' 38.1648"1 121 Windship Dr,Port Townsend, Washington 98368 I Data presented here comes from the following websites: I google.(all addresses) geocoder.ca.(US and Canadian addresses only) geocoder.us.(US addresses only) gnsvisualizer.(for altitudes) locatienet.(European addresses only) Iof 1 3/21/2013 4:03 PM h1k!!P: c� mAm -. 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Thur. --Fri. • BLD: /3 _/00 Date: 34J OWNER: f / Contact Name: ,,� Q� ADDRESS: l a1 -€hhdl44 ,O/C Contact Number:360 2.7 �3 Notes: 206 0 A Foundation Plumbing • Framing Propane Tank Mechanical • Setbacks T Under-ground Framing Underground Furnace - Footing Rough In TZ,. Alr seal Above ground _ Gas Stemwall _ Hydronic Exterior shear Exterior lines Oil ^_ Straps Interior shear Interior • Ducts . Post Hole — Ventilation . 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Date O 13 Inspector BUILDING DIVISION(360)379-4450 IN rECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Jefferson County Building•ision Permit Neer: BLD13-00100 Applicant: TURLEY TRUSTEE 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 Rough-in Plumbing G_''; -13 Framing � _ ty0 Airseal �� 7 Insulation: Walls �-l6 -(3 i b Insulation: Floors 6.t6 -t2? t`6 Insulation: Ceiling PS-(6. -p? Wallboard Nailing 173- 30 J Mechanical Systems ".1.3_('J p.L6 Smoke&CO2 _ FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD13-00100 Received Date: 4/2/2013 SITE ADDRESS: 121 WINDSHIP DR Issue Date 4/2/2013 PORT TOWNSEND, 98368 Expiration Date 4/2/2014 OWNER: WARNIE W TURLEY TRUSTEE PHONE: 3603854586 LAVON TURLEY TRUSTEE 121 WINDSHIP DR PORT TOWNSEND WA 98368-2513 KALA POINT#1 SUBDIVISION: Block: Lot: 63 PARCEL NUMBER: 964700063 Section: 26 Township: 30 N Range: 01 W 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: FIRE DAMAGE REPAIR TO SFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP REP MAIN: 1,521 VALUATION 124,000.00 ADD'L: HEAT TYPE: CODE EDITION. 2009 HEAT BASE: 1,255 HEAT TYPE: OCCUPANCY: UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 37500 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Plan Check $1,064.54 JLA 04/01/13 140180 Exist: 2 Exist: 2 State Building Code $4.50 JLA 04/01/13 140180 Prop: Prop: Permit $1,637.75 JLA 04/01/13 140180 Total: 2 Total. 2 Total: $2,706.79 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