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HomeMy WebLinkAboutBLD2013-00233 •UILDING PERMIT APPLICA.ON BLD13-00233 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00233 Received Date: 8/1/2013 SITE ADDRESS: 160 HADLOCK AVE PORT HADLOCK, 98339 OWNER: CARLA S CONKLIN PHONE: 420 CASS ST PORT TOWNSEND WA 983688111 IRONIDALE#1 SUBDIVISION: Block: 38 Lot: 10+ PARCEL NUMBER: 961803803 Section: 35 Township: 30 N Range: 01 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOP REPLACE FOUNDATION UNDER SFR, RELOCATE 6 FEET, REPLACE CHIMNEY TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP ALT MAIN: 688 VALUATION 51,038.00 ADIYL: 688 HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: 134 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: 3 Exist: 2 Prop: Prop: Total: 3 Total: 2 Routing Date: Type Amount Paid By Date: Receipt: Approved/Date Permit $586.00 MEB 07/29/13 142313 Plan Check $380.90 MEB 07/29/13 142313 APPROVED State Building Code $4.50 MEB 07/29/13 142313 Total: $971.40 `c n G? i, ADC'', \\+irlemorle\rle4o\fnrrne RI r Ann PIA rn4 R/1 M111Z ,•5ON ca ."`� ') 2 4i JEFFERSO...UNTY `^' �� f C , DEPARTMENT OF COMMUNITY DEVELOPMENT I 13 ` '4 621 Sheridan Street • Port Townsend •Washington 98368 1G•Q.' 360/379-4450 • 360/379-4451 Fax J U L 2 2013 p www.co.jefferson.wa.us/commdevelopment ` 0 1SgING). U L, D__ LEEERo rnUNTy , Master Permit Application M : I E rr - . , uauua na,i.r,w.111eil i.twr; --c a ject Descr. • (include separate sheets as necessary): i f .t • • ra .AL . ea AA . P ,o r: . . �C�s: Ia.Pi.21ri , ■ a, ..� t I ,mot. alit Tax Parcel Number: 0(p)�e r Property Size: D 2_t' Q,c r. (acres/square feet) ;`Site Address and/or Directions to Property: — \njyt c�c�.l>z. Rd. , t Is av ( , IUD H�'t O C. - NJ-C ) P-k. 1"VkA j CALL WE\ q 8 ci VASk ay-, tA&A WO/L.- , -Y,Property Owners)of Record: f Strt. Kont5on'lLrt C.OrN1i-kin Telephone: 3Co-() —E M— L5 kb Faxx:' i email: Ct.ov� l�►-��L1��yJ. �dt� Mailing Address: I(OD kAsaod.��- a� m)1( )5c P+. H&SROC. -r (�}€ q2s Applicant/Agent(it different from owner): Telephone: Fax: email: Mailing Address: What kind of Permit?(Check each box that applies ❑ Lot or Road Segregation AlBuilding NI-ti-J ..1 W.^, t^"`,A1 ,d (o FI . ❑Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Economic Use) ❑ Single Family ❑Garage Attached/Detached ❑ Conditional Use[C(a),C(d),or C)** ❑ Manufactured Home .❑ Modular . - ❑ Discretionary"D"or Unnamed Use Classification I ❑ Commercial* ❑Special Use(Essential Public Facilities)** • Change of Use ❑Boundary Line Adjustment ❑ Address ❑Road Approach ❑Short Plat** ❑ Home Business ❑Cottage Industry ❑ Binding Site Plan** ❑ Propane ❑Long Plat** Sign ❑ Planned Rurai Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration** ❑ Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions** ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑ 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-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE Date: By signing this application form,the owner/agent 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 provide access . 9 right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later in pec ion-. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application that he ■r sha w!is p or notice i 14.ignature: _f Date: -4 I-4--1' The action or actions ApplicaOrndertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and coul• -d 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 e 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 complian - ith e Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable responsibility or •d ng t• and complyin with the ESA. The Applicant has read this disclaimer and signs and dates it below. ',ignature: Date: ' I—+- 13 G:\PermitCenter\###FORMS###\D•O ORMS\Current DRD Forms\Master Permit Application 5-29-08.doc • • BUILDER STATEMENT The signer of this state nt do-. hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming e r= p■ Si.lity of the Gen- al Contractor for the proposed project. )(Signature: Date: - "4-n-13 .-GENERAL CONTRAC •-4 R MANUFACTURED HOME INSTALLER: PHONE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: �rf L t<ui.Vyt& L PHONE (Rio)3-4cr_2c.1:10 FAX:( ) MAILING ADDRESS: 9.2:1 �0..tk,by- j't•t P.l,""�al. A EMAIL .�Y�l,Cku��1MQ��Pe c, •�Y�. Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: r New 1a' Wood Existing: cg ❑ Sewer C Addition ❑ Steel Proposed: Bank ❑ Community System •( Alteration/Remodel ❑ Concrete Total: Height: k Individual System ❑ Repair ❑ Masonry "S EP Permit# IQ-$ ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: Setback: ❑ Private well ❑ Two Party -Type of Heat: Proposed: Public � l �C. W OA\ Total: Name f System: T 4 I 1 If this is a Commercial Project 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 I Fireplace Insert I Hot Water Tank 1 Pellet Stove 1 Other Is this appliance being installed in a Manufactured/Mobile Home? Yes / No When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines, tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage [ urrént Proposed For�Office Use 0njy Amount Reyi4 qn Main Floor Heated i 'S ' A�� � `y fy EH Bld App Review: 2-Floor Heated �9 eso �c 9 23-s`?.�1_ Consistency Review. Other Heated Base fee: 56 1 ►! Ii Mezzanine 0 Additional Section: Heated Basement Plan Check fee: +9 Unheated Basement b State Surcharge fee: , Other Unheated. Pot Water Review fee: , `' 0 0 Garage/Carport SUBTOTAL QS 0 Decks , i 911/Rd Approach fee: °°`) Other "t `"" '°_ - rI ri 0. , "'"� TOTAL 2_1 . - -- Receipt Number: IIIIIIIIIT ' 3 Cash/Check Number: , tom+ f. � 7E-S_, TIMATED COST(REQUIRED) Date: •Fairmadceivalue of all lab aerials foundation to finish (412-00 . Initials: , , ,...—,--.,.raa u \r.,rs nnn roc∎r..-..e...7rATl F.,....A r.4.,.rP.P>.,,„r AnnGr,r;nn 5-70-OR Me • Cr Cr) H = O Cr LL CV -C Z LL � O H O CO O O •• •• CO � ¢ Cl- CD — m -, LL o -O — NI J O O L C9 "O E Cr "O -I-, CO Z C U C) = H L.L.1 O in CA i--, "O H O O I •- 7 L L L CO N- ei _a U U U W Z O cc O J d IZ = � U 1- I-- O O CD d CO "O CO = O I U CO CC "O CO LLl C = = C) 3 1— CO \ O co O co J U 0 CI) "0 CC CV Z C = ■ � H -- . X ¢ X CV � 3 H NI- � co -o oC co - co w co Z c W co O C77 J W H LL I 0_ LO .- Q CO CC J CI O CO X J Q 10 Y Z • CC � e- U] Q Cr X � O Z I-- LU LO a o # I- I- ¢ ¢ ¢ O CO cn O O U I- C-3 Z C) J CY LLI J Z LU CO 3 � CE J I- I- U7 CO O U L LI "O Q O d Z X W Q I- OC U O CO I-1 I- O J Q U Z CO J CD a. J I- O O Y C!7 Y CA CO Cr O Cr CD CC J W Z 7 d O Q N O C9 H CO J O +, �. U U NI- a U CO - -1� O m o CO >. 0 1� CO CU CO � . o . CO Y 1- Z CO O d" . CA U LCD O 1"-- O O � CO I` O O "O L •- � N U CD CV � d" _ # C O Y CD .. L 3 L Z Y I C - CD O +0 CD O N CD = CD -- = U L CD U CO m "O > CO C.) L L CL - O CO d S- O CO X ++ U "O X 03 CA d CO -- -- CO CD I- I- X C1- I- CO m 4- X X I- L No cJ ON FFER)N COUNTY �P 0O DEPARTMENT OF COMMUNITY DEVELOPMEN • - rd 621 Sheridan Street • Port Townsend • Washington 98368 N'"JZ-A-A--) elpil-e---ntrk 360/379-4450 • 360/379-4451 Fax ,DO„p -j 1pt A COMPLETE BUILDING PERMIT APPLICATION CONSISTS O F 4 Master Permit Application Form. This form is to be completed for all permits referenced on the front page. Each permit applied for will be reviewed according to the specific requirements for that permit, including zoning consistency when appropriate. Consistency review will include checking environmentally sensitive areas, stormwater, site visits, lot coverage and setbacks, etc. The consistency review has an hourly fee, one hour of which is collected at the time of application. The total is calculated after the review and any difference must be received prior to issuance of permits. �q THE PROPERTY OWNER OF RECORD MUST SIGN THIS FORM IZ. Two Sets of Plans for Residential-Three Sets of Plans for Commercial. (Commercial app w/bev or food service requires Health dept Plan Review Form. Two sets of plans are required a building permit, one set is returned as approved construction set. Drawings to be provided with all dimensions&to scale, '/4'= 1' preferred. If an Architect or Engineer(Licensed in the State of WA.) has prepared your plans, one set must have original signature&wet stamp on each page. At plan submittal all lateral &structural calculations by(Architect or Engineer)such as strapping, nailing, shearwalls, beam sizes, grade&species of lumber,truss design, holdowns, etc., shall be on plans and in details. Plans shall include elevations, foundation, floor(structural), roof plans, cross sections&floor plans with all rooms labeled. Manufactured Homes require no plans at time of submittal,However, at time of all inspections,the required Set up manual must be on site with permit or no inspection will be performed.(re-inspect fee will be assessed) •■ M• e Ho - • • m. •• • o - •rd for Assessor office, must have all mobile home information. V 0 Floor plan-We need 3 copies.All rooms must be labeled. Submit on 11X 17 paper size no larger. SPAAD applications have separate requirements. Please refer to the SPAAD instructions. v The Universal Plot Plan (Site Plan)-We cannot copy site plans larger than 11"x 17" If the page is larger than 11"x 17" please submit 7 copies. Make sure your plot plan shows setbacks where applicable; from shoreline, septic tank, drainfield, between well and drainfield,from other structures, from property boundaries, from roads, etc. Refer to the Site Plan Checklist on the reverse side of this page. 11,319014--Averabillty-Informatien. Water approval requires the submission of information on the well or public water supply as described in the Application for Determination of Adequate Potable Water Supply. Please sign and date this form. ✓ k Applied for or Approved On-Site Sewage Disposal Permit. P?'Site Address(911#)and County Road Approach Applications(if you are on a county road)are included on the Master Permit Application. ■ a - 'ig • Acces - - - -c i• • •proval is =•uired if you access your property from a WA State Highway. Call Dale Severson at(360)357-2736. Stormwater Management Calculation Worksheet-All building applications. If the project will be creating more than 2,000 square feet of impervious surface or will have land-disturbing activity of 7,000 square feet or more,a Permanent Stormwater Control Plan and a Construction Stormwater Pollution Prevention Plan (SWPPP)will be required. m Co ction Sto mwater Pollution Prevention Plan (SWPPP) -Building applications for development that includes any one of the following: o Development proposed within an Environmentally Sensitive Area o Projects creating more than 2,000 square feet of impervious surface o Land-disturbing activity of 7,000 square feet or more Provide Any Studies or Reports for the Subject Property For example-Geotech Report, Wetland Delineation, Eagle Habitat Management Plan, Flood Certificate, etc... Permit Fees are calculated and payable at the time of application. • - - • 1. • P- in• - - ••• - = ces in Shoreline Jurisdiction (200 ft of Ordinary High Water Mark.) OTHER PERMIT APPLICATIONS WILL HAVE OTHER REQUIREMENTS . • Site Plan Checklist A Site Plan. All site plans shall be drawn with a straight edge &features shall be to scale using an engineer scale. For Residential Applications A site plan printed on 11 X 17 to scale(if on larger paper please submit 7 copies) Please show the following on all site plans. r/ i North arrow / 0 Title block with the project name, address, drawing title, tax parcel number, &the name/address/phone of /// the person preparing the drawing. ❑ All Property boundaries, dimensions, total parcel acreage or square footage dimensions. O Building footprint square footage for all proposed &existing structures [for Site Plan Approval Advance Determination (SPAAD)applications show buildable area rather than building footprint] ❑ Environmentally sensitive areas such as ravines, seasonal creeks, bodies of water, wetlands, steep slopes, etc. ❑ On-site septic system location or sewer lines(existing or proposed) Show measurement from foundation to septic tank, drainfield, &reserve area. Show transport line. ❑ Well location &water lines. Show 100' radius around well. ❑ Impervious surfaces such as driveways or patios. Show driveways all the way to access road, not just to the property boundary. 0 Setback distances from property boundaries to structures, distance between structures, &distances from structures to environmentally sensitive areas such as wetland, shorelines, steep banks, etc. ❑ Location of any easements&encumbrances such as utility or access easements. ❑ Method & location of stormwater disposal facilitates such as drainage swales, tightlines, dry wells, curtain drains, etc. O For applications on marine or river shorelines show ordinary high water mark, top of banks& heights of banks. ❑ Locate the Propane Tank, Size of tank, A/G or U/G &distance from nearest bld. For Commercial, Industrial, Multifamily&Small-scale Recreational &Tourist Uses as listed in Table 3-1 A site plan prepared by a licensed civil engineer, architect, or landscape architect containing the following information in addition to the general information required above(in these instances, site plans may be printed on larger paper). O All existing & proposed development or use areas. O Existing structures &significant features on the subject property&on adjacent properties. O Property lines, adjoining street, &immediately adjoining properties &their ownership. ❑ The layout of an internal vehicular& pedestrian circulation system, including location&dimensions of existing & proposed improvements on public right-of—way such as roads, sidewalks, &curbs. ❑ Corner grades&existing contours of topography at five-foot contour intervals. O Existing & proposed grades&volume&disposition of excavated material, if applicable ❑ Natural drainage direction &storm drainage facilities& improvements. O Locations of all existing& proposed utility connections. ❑ Parking spaces &driveways. ❑ Proposed landscaping. ito w 1 0 ,,, / .. I ...:7 zc) -____,,,„_,,,.--.. , 6 14.52' 4� et■ 11 _ ` ,•�� \ t :�� e ditch; no �` seas al �►° \ water Ar Kitt,...) T OUf Elea i G f•\ (Iv 60 ,U el 4' `i R � -'� . d N 1 Movt-to.;exs`:n_—_ • ■44 •--->! ex. 3 bedroom 4 i, a.1 .. , I home Loge)s• I,; 4 4 5 i e, t o ;r\`- d Ca ki.nL L, n `'-T ?oft 4aa iAb ,LoPi 9a3 q 0. 0 \. $ , �1 W(ADO) 531- 451-g j 4 B O O A - 4- 0 N - - , 4. . -. _ : ► z 0/ 91at 203$Z33 Pi -x. shed qc° 1 s° %'. .1- '')1 l'O'+‘`*4 WAP . .. - . ---.. * ---/ c=..ua ►♦/ • . q.(QI 803612-.' -, ±N87°33'VI/ 2 0 .. L •1114' s____ - ••••■•■•■•111011■1111111111111■1111111111111.11MIMINI 18-2-c15 s5 C4 4 .a ,&meow break - -- . i 8- —. —0. ....-...: cc) i 7:_.. )i r__________________,T- 1 ' i _ .„ .94 11. LI-) rat ' '' {ilk ' 4J � ``'— I 4 es a . - ii i.ni________. . ,, — J ti, ---- �,� iLl ° JEFFERS©;`V t , J N will. 41 ' . • -final break to be • R��� ak less than 45° .144r-N ------------ g water 0., '�� _ meter �+ �/ 10'water line s/b I. I OW40% Irr j�'� � `1, -4" water main • • sON JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street 1 Port Townsend,WA 98368 Web:www.co.jefferson.wa.us/communitydevelopment . Tel:360.379.4450 Fax:360.379.4451 !Email:dcd(a)co.jefferson.wa.us �SHI N OHO Building Permits&Inspections Development Consistency Review Long Range Planning I Watershed Stewardship Resource Center August 15, 2013 Carla S. Conklin 420 Cass St Port Townsend, WA 98368-8111 RE: SITE ADDRESS: 160 HADLOCK AVE CASE#: BLD13-00233 Dear Ms. Conklin: The Department of Community Development is in the process of reviewing your application. The following information is needed to continue review of your project. Your parcel is located within a known archaeological area. Consequently, your permit application was submitted to the Department of Archaeology and Historic Preservation for comment. Attached is their comment letter. Please review this letter carefully and submit the following: 1) Archaeological Survey prepared by a qualified professional. 2) Information addressing the Historic Preservation bullet points If you have questions on the requirements, please contact Gretchen Kaehler or Michael Houser at the phone number and email addresses identified on the attached letter. Please submit the above information to the Department of Community Development by November 13, 2013. Pursuant to Jefferson County Code(JCC) 18.40.110(3) and(6), if the applicant refuses to submit the additional information or does not request additional time to submit the required information within the ninety(90) calendar day period,the application will be considered abandoned and therefore withdrawn and the applicant shall forfeit the application fee. The Department of Community Development shall not be responsible for notifying the applicant of an impending expiration. Sincerely, AIJP Zoe Ann Lamp, AICP Associate Planner, DRD Lead cc: MLA13-00110 ARTMENT OF CHAEOLOGY& Allyson Brooks Ph.D.,Director HISTORIC PRESERVATION State Historic Preservation Officer August 13,2013 Ms.Zoe Ann Lamp Planner Jefferson County 621 Sheridan Street Port Townsend,WA 98368 In future correspondence please refer to: Log: 081313-09-JE Property:New Foundation 160 Hadlock Avenue, Port Hadlock WA,Irondale Historic District Re: Archaeology-Survey Requested Dear Ms.Lamp: We have reviewed the materials forwarded to our office for the proposed project referenced above. The area has the potential for archaeological resources. It is within the Irondale Historic District which has been determined eligible for both the Washington Heritage Register(WHR)and the National Register of Historic Places(NFHP). The house itself is a contributing element to the Historic District. There is a high probability for historic archaeological resources associated with the Irondale Ironworks and its employees and administrators to be present in the project area. These resources would probably be considered eligible for listing in the WHR and NRHP and would therefore be protected under state law (RCW 27.53). The area also has a high probability for the project area to contain precontact archaeological resources based on the landform and proximity to water. The project area also has the highest probability for containing precontact archaeological resources based on the Washington Statewide Archaeological Predictive Model. Please be aware that archaeological sites are protected from knowing disturbance on both public and private lands in Washington States. Both RCW 27.44 and RCW 27.53.060 require that a person obtain a permit from our Department before excavating,removing,or altering Native American human remains or archaeological resources in Washington. Failure to obtain a permit is punishable by civil fines and other penalties under RCW 27.53.095,and by criminal prosecution under RCW 27.53.090. Chapter 27.53.095 RCW allows the Department of Archaeology and Historic Preservation to issue civil penalties for the violation of this statute in an amount up to five thousand dollars, in addition to site restoration costs and investigative costs. Also,these remedies do not prevent concerned tribes from undertaking civil action in state or federal court,or law enforcement agencies from undertaking criminal investigation or prosecution. Chapter 27.44.050 RCW allows the affected Indian Tribe to undertake civil action apart from any criminal prosecution if burials are disturbed. Therefore,we recommend a professional archaeological survey of the project area be conducted prior to ground disturbing activities. The survey should be sent to DAHP and the interested Tribes for review prior to any ground disturbance.Regarding the house,historically the Irondale Ironworks ERA House, Michael Houser, State Architectural Historian recommends that in order to avoid loss of historic significance: �3TATo State of Washington • Department of Archaeology& Historic Preservation 4 4 s P.O. Box 48343 • Olympia,Washington 98504-8343 • (360) 586-3065 www.dahp.wa.gov X44.1889 any f • S • the finished grade of the house after movement remain at the same historic grade • any restoration of missing exterior features such as porches and stairs be based on physical evidence of such features and/or historic photos or architectural drawings,and • that no additions be added These comments are based on the information available at the time of this review and on behalf of the State Historic Preservation Officer. Should additional information become available, our assessment may be revised. Thank you for the opportunity to comment on this project and we look forward to receiving the survey report. Should you have any questions, please feel free to contact me at(360)586-3088 or Gretchen.Kaehler@dahp.wa.gov or Michael.Houser@dahp.wa.gov. Sincerely, el Gretchen Kaehler Assistant State Archaeologist (360)586-3088 gretchen.kaehler@dahp.wa.gov cc. Kris Miller,THPO, Skokomish Tribes Gideon Cauffman,Archeologist,Jamestown S'KlallamTribe Josh Wisniewski,Archaeologist,Port Gamble S'Klallam Tribe • 2 14.502 17, - - 0 hi,T0 ■ / 0 A (yartibe <-- Air 01— lk ....: &41 --------\ --**------------------------e ditch; no ..-_ .• •.--. -. ---,„__ . „ \ .- • - --- - •,. , 44r- ., water N - - -:.• -.. 1: -. . .. . * ,,,,,, ‘ a - • •- c6f CAWIALX.Z bet - - • *- .. -: I r i--.. k ItiO Via.M.z. citi._ Attf._. i ).\k, L ----, 4 / ' . .1 1)Cri- k-kariko GU-.LOA cliMet - 1 ii PnYA\ ..4t11 I Kovi-to,'exs - - • N. 41 -----)i ex. 3 bedroom ilA i 4 4 <7 ' I 1 Silee—PiCt,IC''' i home 1.2%sc a i: E)66711_ ,4 -Flo:t- 4: 4 - ok..autOlit-Va ---""--111r.ft, 401V -", ..444,41 ' CackeL. C..by&Li- n ; It A - Itho 1-tciAtodk. Pro-t . , 4111.4b, 5 ' ---. •?C) coNe.. '5 SI- ‹- - 1 , 4• \ 4 !Li . I Poo, 1-1(thibt.i.,t_,hiPt c't63- q t 4 0 0 Itt - 041 4 5 (5(D 0 S3I- it5t4S I t 1, . 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OF'AID!e03_61a-v 4 ±N87°33'W qloiD'ISt) boVA o ).i\e, 0 11- .,. .- .---,LI- 1 go I so %i 1. ,01 ,.,e6p_..ww.,4 mr,"4 p _ . ..-7 ---.. .:4 3 ■41 NI* .■4 ------ - 0 4 r •- ---- ---_ _,......... tz-Lci5 sl pi *. , Al■,‘ A , bre ak A ,-.0 -, , ■41.. \ff II■4 0. - 4 -....,„,, 0 17:-- I II*4 , J, ,1 ______ _ ■ 4?.4116 . l'11-) II %iio■ ir 4 6 4 --_____ _ ■ JUL 2 9 a:3 II q44k 4-- - i • 1111116.011W1111111111111111t,4111 ' --____ tit 4 14 41111.1.14 161 & • • - 4.. 0 r Z ih., ...dnihrmrigilliir JEFFERSON CO UNTY . llnll".......__.m■n...mwnud .27 ;.! • _____,..., „,,,,m0;!;■ _ ao DEPT.OF COMMUNITY DEVFFOPMFNT 14 im or- r—final break to be eit, Nr. -k less than 45° r4p.'Nr•M'a 1.Amillim• g/ VirN „. 00 it,46, IN•rmimme--. water r ■INNI•••■• , —10'water line s/b meter f ' r 1410,...tomm■•■,.......,140 , 1 1-110.4rown■ t k k.„,4„ 111141P~A, 1 — ,-4" water main R Or•c■faros‘,.. two ww ,, ih, Atratlifit,....4.,4)1 4. ARM / ---- DEPT COMMUNITY DEVELOPMENT 1-4:AA JEFFERSON COUNTY 621 SHERIDAN ST. PORT TOWNSEND,WA 98368 sli1/4G1 TACOMA WA g1.43 os FEB-'!*15 PM -4 L. .. , .0 Post. •-.: Gx 0 . ' # yi , ' ?...', ,,,ro e"",--744E-a.",... _e. -_,,, 2- 1,A,- zzr*Peo.,...esseastrar ar •.'",• ''. .,- W...."..M Pi TNEY BOWES . •':v.z .. ' . 1:'1" 'Ild:4:17.„.,p#:: C!7 1 p $ 000.48° 8 04 2015 I - '-: r',1A n rHD Fpo v,1 zip c ODE 98368 AM IT#: BLD13-00233 PLICANT: CARLA S CONKLIN 160 HADLOCK AVE NIXIE' 98ti t -.1136-v 6.:062/11./.1.5 p PORT HADLOCK WA 98339 R E TU 7 N TO SE N 0 R 0; NO MAIL RECEPTACLE -11 UNABLE TO FORWARD P 44 se-3396i 2 61: BC: 9836E243921 *2.BZ-6---ft23 4t----UN---40 li 9 8 3 ii llit°Leiriu1iw i i 1 4,1.1?34 1 i',i li'I i l, 44 i,,i,,ri, ,i,, ltil m......ma I� _ - - 'TACOMA ,v rr,6 DEPT COMMUNITY DEVELOPMENT JEFFERSON COUNT • Y , , r \‘ , 621 SHERIDAN St ' s.'Z-ititte" PORT TOWNSEND.WA 98368 (— / 0 \ ANIIT11- BLD13-00233 PLICANT: CARLA S CONKLIN NIXIE 903 684042•IN 01/07/1 5 4 ...gta '.1'.0 SENDER 420 CASS ST UN : PORT TOWNSEND WA 983688111 TO FoRwA.Rr) UNABLE TO FORWARD RETURN TO SENDER .._ i . IIIIIIIiiiiiiiiidioilliiiildiiiiiiiiiiiiiiiiiiiIiIIIIiiiiiiddiutili 963668iii2O • , ier IY ,e�sON cow JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 0 Poi Date: / Time Received: ,,/h amar ro Tue. Wed. Thur. Fri. Date: BLD: /3 - 2-37 Contact Name: Owner: Contact Number: 360 C 2S59 Address: /(oz /--/-/4- Goc_!L 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall x 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 �'Z' `01, JEFFERSON COUNTY 1 �cJ (�,Q,(4 1NDAw _` DEPARTMENT OF COMMUNITY DEVELOPMENT �A21; t � G.v�� 9Sif \0cO Date: 0 Time Received: -- 7 f �e� 6 pm Mon. Tue. Wed. kThur Fri. Date: BLD: 1 - .` 3 Contact Name: Owner: Contact Number: 360 Address: / ) , ' t1t:4K.0C.,(< if tsr' ` 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 F-s" co K� �� JEFFERSON COUNTY 1Sx o DEPARTMENT OF COMMUNITY A-WV Date: 8--7 Time Received: ?"5"-C, (A7nnjpm Mon. Tue. Wed. Thur. Date: BLD: l % •- 2—`33 Contact Name: Owner: Contact Number: 360 5501 ZS` ? Address: Uo 0 (4-A)01-0,44" 206 Notes: PAK 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 %'`)T oo., JEFFERSON COUNTY i cs. ` DEPARTMENT OF COMMUNITY DEVELOPMENT Date:,p///'J/ Jj Time Received: /0 oi) ()pm Mon. Tue. Wed. Thur. 40 Date: . /. ()l a015 BLD: /3.—a 233 Contact Name: ca.,t r/Q COY!kbn Owner: ( (41li k/i Contact Number: 360 E3i ._ 45 in Address: /60 f-/a d lock ae..4.4v— 206 Notes: ndal 6699 tai /C. 4i1.th OilYgiel 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 lnspectio Setbacks Floor �� Foundation Wall Address Posted Block&Tile Ceiling TERRAPIN ARCHITECTURE Pc Richard Berg,Architect • Eric Kuzma,Architect AIA A New Foundation for: 5665 1 May 2013 REGISTERED Carla Conklin A CT 160 Hadlock Avenue Port Hadlock, WA 98339 Ic IARI, . BERG STATE OF WASHINGTON GRAVITY LOADS: 1: Footing, typ. (2) 20"x 20"x 10" deep conc. pad footing w/(3) #4 bars @ 6" o.c. EM/ 2: Footing 28" x 28"x 10"deep conc. pad footing wI(3) #4 bars @ 10" o.c. EM' 3: Footing 24"x 24"x 10" deep conc. pad footing w/(3) #4 bars @ 8" o.c. E/W 4: Porch Footing, typ. (5) 12"x 12" x 10" deep conc. pad footing (un-reinforced pier block) 5: Porch Footing, typ. (2) 14"x 14"x 12" deep conc. pad footing (un-reinfforced). 6: Porch Footing 14" x 24" x 12" deep conc. pad footing (un-reinforced) 7: Existing Floor Joist 1& 2 2x8 (full dimension) DF @ 20" o.c. 8: Existing Porch Joist 2x6 Cedar @ 24" o.c. 9: Beam A 4x8 DF#1 , n 10: Beam B 4x8 DF#1 or Btr. D 11: Existing Floor Beam 5.5x8 DF#1 JUL 2 9 2013 rt 12: Existing Porch Beam 1 P.T. 4x8 JEFFERSON COUNTY L_ DEPT.OF COMMUNITY DEVELOPMENT 13: Existing Porch Beam 2 P.T. 4x6 14: Existing Porch Roof Beam (for ftg. calc. only) page 1 719 Taylor Street, Port Townsend,WA 98368 360-379-8090 www.terrapinarchitecture.com • 1 ■ . page Project:Conklin Eric Kuzma,Architect A1A Location:Footing,1 Terrapin Architecture ./e/ Footing 727 Taylor Street or 1,2099 Interne"&Skiing Code(2005 NDS)1 Pmt Townsend,WA 98368 FoibUng Size: 1.67 FT x 1.67 Fl x 10.00 IN StruCalc Version 8.0.112.0 1-- --s_s J6/1)42013 12:22:27 PM Reinforcement:#4 Bars( 6.00 IN.O.C.E/W/(3)min. Section Footing Design Adequate 1 1 ' , ■ ,. EaffilifaiRINERIES. ISWINfallIACIRAM Allowable Soil Bearing Pressure: Qs= 1500 psf 1 1 Concrete Compressive Strength: Fe= 2500 psi %enforcing Steel Yield Strength: Fy= 40000 psi 1 I Concrete Reinforcement Cover: c= 3 in 10inR EMEINCISIZE Li- (,. Width: W= 1.67 ft ! P , F Length: L= 1.67 ft . Depth: Depth= 10 in , , 3 in Effective Depth to Top Layer of Steel: d= 6.25 in I A I COMMANDBAKELMUIZE 1.67 ft Column Type: Wood Column Width: m= 35 in 1-3.6 in t Column Depth: n= 5.5 in I I I 1-- FOOTING CALCULATIONS Searing Calculations: Ultimate Bearing Pressure: Qu= 1259 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.55 sf 1°in Area Provided: A= 2.79 sf — '' n , ,, ,,, Baseplate Bearing: i -,--- Bearing Required: Bear= 5247 lb I ' Allowable Bearing: Bear-A= 53178 lb , 13 in Ream Shear Calculations(One Way Shear): , Beam Shear: Vul = 987 lb 1.67 ft Allowable Beam Shear: Vc1= 9394 lb Punching Shear Calculations(Two Way Shear): . ,- Critical Perimeter: Bo= 43 in FOOTING LOADING Punching Shear: Vu2= 3750 lb Live Load: PL= 2581 lb Allowable Punching Shear(ACI 11-35): vc2-a= 45810 lb . Dead Load: PD= 931 lb Allowable Punching Shear(ACT 11-36): vc2-b= 78750 lb Total Load: PT= 3512 lb Allowable Punching Shear(ACI 11-37): vc2-c-- 40313 lb Ultimate Factored Load: Pu= 5247 lb Controlling Allowable Punching Shear: vc2= 40313 lb Weight to resist uplift w/1.5 F.S.: U.R.= 225 lb Bending Calculations; Factored Moment: Mil= 13143 in-lb Nominal Moment Strength: Mn= 126608 in-lb ,. Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.55 in Steel Required Based on Moment: As(1)= 0.06 in2 Min,Code Recd Reint'Shrink"Temp,(ACI-I0.5.4): As(2)= 0.40 in2 Controlling Reinforcing Steel: As-reqd= 0.40 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(3)MM. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Id= 15 in Development Length Supplied: Id-sup— 7.02 in Note:Plain concrete adequate for bencfing. Illerefore adequate development length not required. NOTES Project:Conklin Eric Kuzma,ArcditectA1A Location s Footing 2 Terrapin Architecture footing 727 Taylor Street for (2 009 InternatiOnkei Building Code(2005 NDS)] Port Townsend,WA 98368 Pooling Size:2.33 FT x 2.33 FT x 10.00 IN StruCalc Version 8.0.1110 5/1/2013 12:22:57 PM Reinforcement#4 Bars @ 10.00 IN O.C.E/W/(3)min. Section Foote Design Adequate LOADING DIAGRAM' Allowable Sort Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in "' # I 1 With: W= 2.33:ft ! Length: L= 2.33 ft Depth: Depth= 10 in 4 Effective Depth to Top Layer of Steel: d= 6.25 in win, 4 coLufiN Am BASEPLATE SIZE Column Type: Wood 3 in column Width: m= 3.5 in I i 1 L Cokarvr Depth: n= 5.5 in f 2.33 ft ggrarkirgaiMatinONS f-3.s in--f Bing Calms: f f Ultimate Bearing Pressure: Qu= 1369 psf I- l Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required footing Area Areq= 5A sf Area Provided: A= 5.43 sf ro in Baseplate Beating: EL i] J Bearing Required: Bear 10833 i— -r Allowable Bearing: Bear-A= 53178 lb I 3 in Beam Shear Calculations(One Way Shear): i __ '_ Beam Shear: Vu1= 2995.lb 233 rr — i Allowable Beam Shear: Vcl= 13106 lb Prmdkng Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 43 in Pig Shear: Vu2= 92455 lb : U e.Loa& PL= 4789 lb Allowable Punching Shear(ACI 11-35): vc2-a= 45810 lb Dead Load: PD= 2642 lb Allowable Punching Shear(AC1 11-36): vc2-b= 78750 lb Total Load: PT= 7431 lb Allowable Punching Shear(ACI 11-37): vc2-c= 40313 lb Ultimate Factored Load: Pu= 10833"lb Controlling Allowable Punching Shear: vc2= 40313 lb - Weight to resist uplift w/1.5 F.S.: U.R.= 437 lb Bending Calmiations: Factored Moment: Mu= 37861 in-lb Nominal Moment Strength: Mn= 128268 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.40 in Steel Required Based on Moment: As(1)= 0.17 in2 Min.Code Regd Reinf..Shrink./Temp.(ACI-10.5.4):*s(2)= 0.56 in2 Controlling Reinforcing Steel: As-recd= 0.56 in2 Selected Reinforcement: #4`s •-■ 10.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 ieveiopment Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: i d-sup= 10.98 in Plain concrete adequate for bang, trefore adequate development length not requinet • NUM . t Project Conklin Eric Kumla,Architect AA Location:Fooling 3 Terrapin Architecture Footing 727 Taylor Street .. of 009 Irate"Bulldog 03de(2005 AIDS)] Port Townserol,WA 96368 Footing Sue:2.0 FT x 2.0 FT x IG.00 IN /(3) E/W StruCaic Version 80.112.0 5/1/201312.2243 PM Reinforcement:*4 Bats @ 8.00 IN.0.0 min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf I 1 Concrete Compressive Strength: re= 2500 psi 1 Reinforcing Steel Yield Strength: Fy= 40000 psi T i ------- , Concrete Reinforcement Cover: c= 3 in iMinirz_Sin Width: W= 2 ft i Length: 1= 2 ft le in Depth: Depth= 10 in it p o q , _______________ Effective Depth to T013 Layer of Steel: d= 6.25 in i T i '3 itv COLUMN AND BASEPIATESIA Column Type: Wood _L Column Width: m= 3.5 in ztt. 1 ' Column Depth: n= 5.5 in EQOUNGSALIMMIONS 1 i -r- Bearing Cakulations: I Ultimate Bearing Pressure: Qu= 1296 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf , , Required Footing Area: Areq= 3.7751 Area Provided: A= 4.00 sf 16 in Beseplate Beating: --) 0 0. f Bearing Required: Bear= 7716 lb T Allowable Bearing: Bear-A= 53178 lb 3 in Bann Shear Calculations(One Way Shear): i [ Beam Shear: Vul= 1849 lb -1- — -2 ft Allowable Beam Shear: Vc1= 11250 lb Punching Shear Calculations(Two Way Shear): -- Critical Perimeter: BO= 43 in faaarraiStADINfi Punching Shear: Vu2= 6181 lb live Loath PL= 37381b Allowable Punching Shear(Ad 11-35): vc2-a= 45810 lb Dead Load: PD= 1446 lb Allowable Punching Shear(Ari.11-16): vc2-b /gm lb ' Total i oat PT e-.-- 5184 lb Allowable Punching Shear(ACI 11-37): vc2-c= 40313 it) Ultimate Factored Load: Pu= 7716 lb Controlling Allowable Punching Shear: vc2= 40313 b Weight to resist uplift w/1.5 F.S.: U.R.= 322 lb Bonding Calculations: Factored Moment: Mu= 23148 in-lb Nominal Moment Strength: Mn= 127575 in-lb Reinftircentertt Calculations Concrete Compressive Block Depth: a= 0.46 in Steel Requited Based on Moment: As(1)= 010 in2 t4in.Code RetYcl Reinf.Sivink.fremp.(ACI-10.5.4):As(2)= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0,48 in2 Selected Reinforcement: #4's a, 8.0 in.o.c.e/w(3)MM. Reinforcement Area Provided: As.--- 0.59 in2 Development Length Caladations: Development Length Required: Id= 15 in Development Lerigth Simplied: Id-sup= 9 in Note:Plain concrete adequate for bending, '' therefore adequate development length not required. ' NOT p ■ i ' t Project Conklin ■ Eric lquina,Architect AIA Location:Footing 4 T4rrapin Architecture Footing 717 Taylor Street of L2009 International Building Code(2005 NOS)) tetiPt Townsend,WA 98368 Footing Size: 1.0 FT x 1.0 FT x 10,00 IN StruCalt Version 8.0.112.0 511/2013 12:23:10 PM Section Footing Design Adequate CAUTIONS *Footing has been designed without reinforcement 3 in ( FOOTING PROPERTIES ' LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Conarte Corryressive Strength:. re= 2500 psi ' ' lit- Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: e= 3 in I &sin 1 EQMING.SZE [ Width: W= 1 ft i Length: L= 1 ft r-- Depth: Depth= 10 in , Effective Depth to Top layer of Steel: d= 8 in ; I COLUMN AND BASEPLATE SUL I Column Type: Wood Column Width: m= 35 in Column Depth: n= 53 in EginiNGSALCIAAnata lain' . Bearing Caladations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Solt Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 1 sf ' Area Provided: A= 1.00 sf Baseplate Bearing: I ' 1341 Bearing Required: Bear--= 2040 lb Allowable Bearing: Bear-A= 44997 lb 1 I Beam Shear Calculations(One Way Shear): Beam Shear: Vul 0 lb I i ft Allowable Beam Shear: Vcl= 3520 lb Punching Shear Calculations(Two Way Shear): , ... Critical Perimeter: Bo= 24 in EINnINELOADING Punching Shear: Via= 0 lb live Load: Pt.= 975 lb Controlling Allowable Punching Shear: vc2= 0 lb Dead Load: PD= 400 lb Benthng"ens: Total triad: PT= 1375 lb Factored Moment: Mu= 3060 in-lb Ultimate Factored Load: Pu= 2040 lb Nominal Moment Strength: Mn= 17600 in-lb ' Weight to resist uplift w/1.5 ES.: U.R.= 81 lb EMS 1 Project Conklin , ' Erje Kuzma,Architect AM Location:Footing 5 Ter pin Architecture Footing 441raykr Stet _ L2009 International Biderig Cade(2005 NOSH Portilvinsend,WA 98368 Fling Size:1.17 FT x 1.17 FT x 12.00 Ifs Section Design Adequate Strt[Ca Version 8.0./12.0 5/1[201312:23:41}PM s ( f -7-- CAUTIONS *Footing has been designed without reinforcement ;; 3 in, c. j16 PROPERTIES LAA IN6 DL'AARAM 1 ` Allowable Sod Bearing Pressure: Qs= 1500 psf — I _ Gorxzete Compressive Strength: F'e= 2500 psi tint Reinforcing.Steel Yield Strength: FY= 40000 Psi Concrete Reinforcement Cover: c= 3 in 1 3.5 in • W:= L17 ft ' Length: L= 1.17 ft Depth: Depth= 12 in [[[¢ Effective Depth to.Top Layer of Steel: d= 10 in y , COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS ram Bearing Calculations: Ultimate Bearing Pressure: Qu= 1154 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Feting Area: keg 1.17 sf Area Provided: A= 1.37 sf Bearing Refired: Bear= 2299 lb 3 in Allowable Bearing: Bear-A= 44997 lb d Beam Shear Calculations(One Ways Shear): t -- —— —Beam Shear: Vul= 0 lb i IA/ft Allowable Beam Shear: Vcl= 5148 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: BO= 28.08 in Eaarnicaniiintifi Punching Shear: Vu2 0 lb Live Load: PE= 1008 lb Coming Allowable Punching Shear: vc2= 0 lb Dead Load: PD= 572 lb Bending Calculaho' s< Total Load: PT=: 1580 lb Factored Moment: Mu= 4035 in-lb Ultimate Factored Load: Pu= 2299 lb Nominal Moment Strength: Mn= 32175 in-lb Weight to resist uplift WI 15 F.S.: U.R.,= 132 lb NOES II Project Conklin / rage Eric Kuzma,Architect AlA Location:Fo Citing 6 Terrapin ArchlArchitecture ffooting 777 Taylor Street of (2009 International Bilking Code(2005 NOS)] Port Townsend,WA 98368 Footing Size: 1.17 FT x 2.0 FT x 10.00 IN StruCak Version 8,0,112,0 5/1/2013 12:23:25 PM Section Footing Design Adequate CiligKES *fooling has been designed withoiE reinforcement fiEntraniCtEERMS LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in Foams sus I 1 Width: W= 1.17 ft Length: L= 2 ft lo in Depth: Depth--= 10 in Effective Depth to Top Layer of Steel: d= 8 in SaLintatinitASEMILSIzE Column Type: Wood _i__ Column Width: m= 3.5 in ztr f Cann Depth: a= 5.5 in 1---3.5 in---1 FOOTING CALCULATIONS I TI , , Bearing Cakulatitms: Ultimate Bearing Pressure: Qu= 1350 psf 1 I Effective Allowable Soil Bearing Pressure:Qe= 1375 psf i 1 i Required Footing Area:. keg= 2.3 sf Area Provided: A= 2.34 sf roliskl I Baseplate Bearinty 1 Bearing Required: Bear= 4598 lb i f I T Allowable Bearing: Bear-A= 44997 lb 1 1 i tin Bann Shear Cations(One Way Stwar): Beam Shear: Vut= 766 lb. 1 Allowable Beam Shear: Va.= 4118 lb Pundsing Shear Calculalions(Two Way Shear): Critital Perimeter: Bo= 50 in BZIThEralita- Ring Punching Shear: Vti2= 2480 lb tine Load: Pt= 2016 lb Controlling Allowable Punching Shear: vc2= 29260 lb Dead toad: PD= 1144 lb Total twirl PT------ 3160 lb Ultimate factored Load: Pu= 4598 lb Weight to resist uplift W/1.5 ES.: U.R.= 1 t't lb Short Long Direction: Bentarto Cakulations: Bending Calculations: Factored Moment: Mu= 8070 in-lb Factored Moment: Mu= 13795 in-lb Nominal Moment Strength: Mn= 35200 in-lb Nominal Moment Strength: Mn= 20592 in-lb NOTES , rProject:Conklin Bic Kuzma.Architect AIA Location:Existing Roor Joist 1 Terrapin Architecture Roor Joist Ill Taylor Street [2009 International Building Code(2005 NDS)1 Port Towrisend,WA 98368 2.0 IN x7.5 IN x 15.0 FT(7.5+7.5)@ 20 O.C. StruCak Version 8.0.112.0 5/1/2013 12:21:56 PM #2-Douglas-fir-Larch-Dry Use LOADING IMAGRAM Section Adequate By: 184.7% Controlling Factor:Moment DEFLECTIONS Left Center Live Load 0.03 IN L/3037 0.03 IN 1/3037 Dead Load 0.01 in 0.01 in Total Load 0.04 IN 1/2491 0.04 IN L/2451 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: 1/360 ' REACTIONS A B C Live Load 219 lb 625 lb 219 lb Dead Load 70 lb 234 lb 70 lb Total Load 289 lb 859 Its 289 lb Bearing Length 0.23 in 0.69 in 023 in _ " BEAM OAT Left Calf" Span Length 7.5 ft 7.5 ft Unhraced Length-Top 0 ft 0 ft IMSLLOANNG Unbraced Length-Bottom 0 ft 0 ft Uniform Floor Loading Left Center Floor sheathing applied to top of joists-top of joists fully braced. Live Load LL= 40 psf 40 psf Floor Duration Factor 1.00 Dead Load DL= 15 psf 15 psf Total Load -n_= 55 psf 55 psf MATERIAL PROPERTIES -n_Adj.For Joist Spacing wT= 91.7 plf 91.7 plf #2-Douglas-Fir-Lardi . . . Base Values Adjusted Bending Stress: Fb= 900 psi Fte= 1174 psi at--Loo a=0_95 CF--1.20 0----1.15 Shear Stress: Fv= 180 psi F‘e= 180 psi Cd=1.OV Modulus of Elasticity: E= 1600 ksi E= 1600 toil WI.Mod.of Elasticity: E_min= 580 ksi E_mirf= 580 ksi Corrip.0 to Grain: Fc-0 = 625 psi Fc-D'= 625 psi Controlling Moment: -645 ft-lb Over right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: -375 lb At a distance d from the right support of span 1(Left Span) Created by combining all dead loads and live loads on spart(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 6.59 1n3 18.75 in3 Ara(Shear): 3.12 in2 15 in2 Moment of Inertia(deflection): 11.11 in4 70.31 in4 Moment: -645 ft-lb 1835 ft-lb Shear: -375 lb 1800 lb HMIS Project:Conklin Eric Kuzma,Architect AIA Location:Existing Floor Joist 1 Terrapin Architecture Floor Joist 727 Taylor Street [2009 International Building Code(2005 NOS)] Port Townsend,WA 98368 ©20 O.C. StruCalc Version 8.0.112.0 5/1/2013 12:22:00 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By 184.7% Controlling Factor: Moment I YHD.MAGRAIA 430Mtsg&ft 250 Shear(Ms) 0 -250-- -800 -4301fts fA)8 ft 362 ft4tes @ 3ft 0 -700—.0r -645 ft4bs @ 8 ft ■F■4.3 ft 0 0.04 0.03 in 4y1 11.5 ft _4Ik A 7.5 ft 7.5 ft Project:Conklin Eric Kuzma,Architect ALA Location: Existing Floor Joist 2 Terrapin Architecture Floor Joist 727 Taylor Street [2009 International Building Code(2005 NOS)] Port Townsend,WA 98368 10 IN x 7.5 IN x 23.0 FT(11.3+ 11.7)@ 20 O.C. StruCalc Version 8.0.112.0 5/1/2013 12:22:13 PM #2-Douglas-Ar-Larch-Dry Use LOADING DIAGRAM Section Adequate By: 11.3% Controlling Factor: Moment DEELECEMELS Left Center Live Load 0.16 IN L/875 0.17 IN L/811 Dead Load 0.03 in 0.04 in Total Load 0.19 IN L/725 0.21 IN L/660 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: 1/360 REACTIONS A B C Live Load 331 lb 959 lb 340 lb Dead Load 105th 359 lb 110 lb Total Load 436 lb 1318 lb 450 lb Bearing Length 0.35 in 1.05 in 0.36 in 11.33ft 1167ft BEAM DATA I eft Center Span Length 11.33 ft 11.67 ft Unbraced Length-Top 0 ft 0 ft JOIST LOADINfi Unbraced Length-Bottom 0 ft 0 ft Uniform floor Loading Left Center Floor sheathing applied to top of joists-top of joists fully braced. Live Load LL= 40 psf 40 psf Floor Duration Factor 1.00 Dead Load DL= 15 psf 15 psf TE Total Load TL= 55 psf 55 psf MARIAL PROPERTIES #2-Dougas-Fir-Larch Adj. For Joist Spacing wT-= 91.7 plf 91.7 p11 l Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1080 psi Cd=1.00 C1=a87 CF=1,20 Cr-=L 15 Shear Stress: Fv= 180 psi Fv = 180 psi a1=-.1.00 Modulus of Elasticity: E 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comri, n to Grain: Fc = 625 psi Fc ":" = 625 in Controlling Moment: -1516 ft-lb Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 611 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 16.85 in3 18.75 in3 Area(Shear): 5.09 in2 15 in2 Moment of Inertia(deflection): 41.61 in4 70.31 in4 Moment: -1516 ft-lb 1688 ft-lb Shear. 611 lb 1800 lb I NOTES I age Project Conklin Eric Kuzma,Architect A1A Location:Existing Hoar Joist 2 Terrapin Architecture / Floor Joist 727 Taylor Street cif [2009 International Building Code(200S REDS)) Port Townsend,WA 98368 , 10INx7.5INx23.0FT(11.3+11.7)@20OC. #2 Douglas-Fir-Larch Dry Use Stru€atc Version 8.0.112.0 5/1/2013 12:22:17 PM Section Adequate By:11.3` Controlling Factor:Moment VW)DIAGRAM!_ SOd 665 ins 11 ft— — — — — [ 350 1 Shear psi 0 -350... _700_. -653 the ft 11 ft 2000 89e ft-tbar e is f. 1 10U4.n -2000+. -1516 ft-lbs a 11 ft -02....- -9073inift,60 ft [ 41■•■ i tiny 0 ri2! 0_173in @ 17.5 ft 1 .. -_. 11.33 ft 11.67 ft I Project:Conklin page • Eric Kuzma,Architect AEA Location: Existing Deck Joist Terrapin rapin Ar Ardzitecture Floor Joist 727 Taylor Street or [2009 International Bulking Code(2005 NDS)] Port Townsend,WA 98368 1.5 IN x 5.5 IN x 8.0 FT(4+4)@ 24 O.C. StruCalc Version 8.0.112.0 5/1/2013 12:40:37 PM #2-Western Cedars-Wet Use LIMAINEWAGRAM Section Adequate By:181.2% Controlling Factor:Moment 1 .ECILQNS Left Center Live Load 0.02 IN 1/2775 0.02 IN L/2775 Dead Load 0.00 in 0.00 in Total Load 0.02 IN 1/2277 0.02 IN 1(2277 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACEISINS A B C Live Load 140 lb 400 lb 140 lb Dead Load 45 lb 150 lb 45 lb Total Load 185 lb 550 lb 185 lb Bearing Length 0.43 in 1.29 in 0.43 in = 4 e- = a e DEAM DATA Lett Center Span Length 4 ft 4 ft r Unbraced Length-Top 0 ft 0 ft JOIST LOADING Unbraced Length-Bottom O ft O ft Uniform Floor Loading Left rCe t r floor sheathing applied to top of joists-top of joists fully braced. Live Load LL= 40 psf 40 psf Floor Duration Factor 1.00 Dead Load DL= 15 psf 15 psf MATERSAt PROPEBTI>t Total Load TL= 55 psf 55 psf TL Adj.For Joist Spacing wT= 110 plf 110 plf �Y2- Wester Cedars Base Values Adjusted Bending Stress: Fb= 700 psi Fb'= 982 psi Cd=1.0017=0.94 CF 1.30Cr=1.15 Shear Stress: Fv= 155 psi Fv'= 150 psi Cd=1.00 Cm=0.97 Modulus of Elasticity: E= 1000 ksi E'= 900 ksi Min:Mod.of Elasticity: E_min= 370 ksi E min'= 333 ksi Cm=0.90 Comp. 0 to Grain: Fc-0 = 425 psi Fc-0'= 285 psi Gn=0.67 Controlling Moment -220 ft-lb Over right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 227 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections. Req'd Provided Section Modulus: 2.69 in3 7.56 in3 Area(Shear): 2.26 in2 8.25 in2 Moment of Inertia(deflection): 3.6 in4 20.8 in4 Moment: -220 ft-lb 619 ft-lb Shear: 227 lb 827 lb NOIES f page roject:Conklin Eric Kuzma,Architect AIA Location: Existing Deck Joist Terrapin Architecture Floor Joist 727 Taylor Street of 12009 International Budding Cock,(20051€6)1 Port Townsend,WA 98368 1.5 IN x 5.5 IN x 8.0 FT(4+4) 24(IC. StruCaic Version 8.0.112.0 5/1/2013 12:40:42.PM. #2-Westem Cedars-Wet Use Section Adequate By: 1811% Contmlling Factor:Moment I VMDDIAGRAK 300 NS lift.4* 150 Shear ftbs) 0 -150 -300 150 -2751bs.4 ft 124114baerlt fft4h) -220 ft-lbs ft 4ft -0.008 in @ 2.3 ft -0.01 0 0 01••••• 0.02 0.017 in 43 6.1 ft 4ft 4 ft A Project:Conklin Page Eric Kuzma,Architect AIA Location: Beam A Terrapin Architecture /of Multi-Span Floor Beam 727 Taylor Street 12009 International Building Code(2005 NDS)] Port Townsend,WA 98368 3.5 IN x 7.25 IN x 21.51 FT(7.2+7.2+7.2) StruCaic Version 8.0.112.0 5/1/2013 12:18:57 PM #1-Douglas-Fir-Larch-Dry Use Section Adequate By:36.7% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Left Center Right Live Load 0.07 IN L/1197 0.05 IN L/1754 0.07 IN L/1197 Dead Load 0.02 in 0.00 in 0.02 in Total Load 0.09 IN 1/941 0.05 IN L/1703 0.09 IN L/941 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 968 lb 2581 lb 2581 lb 968 lb Dead Load 338 lb 931 lb 931 lb 338 lb Total Load 1306 lb 3512 lb 3512 lb 1306 lb Bearing Length 0.60 in 1.61 in 1.61 in 0.60 in 7.17 ft 7.17 ft 7.17 R^ ��-- BEAM DATA Left Center Right Span Length 7.17 ft 7.17 ft 7.17 ft Unbraced Length-Top O ft 0 ft O ft FLOOR LOADING Left Center Right Unbraced Length-Bottom 7.17 ft 7.17 ft 7.17 ft Floor Live Load FLL= 40 psf 40 psf 40 psf Floor Duration Factor 1.00 Floor Dead Load FDL= 15 psf 15 psf 15 psf Notch Depth 0.00 Floor Tributary Width Side One TW1 = 3.8 ft 3.8 ft 3.8 ft MATERIAL PROPERTIES Floor Tributary Width Side Two TW2= 3.8 ft 3.8 ft 3.8 ft #1 -Douglas-Fir-Larch Wall Load WALL= 0 plf 0 plf 0 plf Base Values Adjusted BEAM LOADING Left Center Right Bending Stress: Fb= 1000 psi Fb' = 1287 psi Reduced Floor Live Load 40 psf 40 psf 40 psf Cd=1.00 C=0.99 CF=1.30 Total Live Load 300 plf 300 plf 300 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Total Dead Load 113 plf 113 Of 113 Of Cd=1.00 Beam Self Weight 6 Of 6 Of 6 pif Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Total Load 418 Of 418 plf 418 plf Min.Mod.of Elasticity: E_min = 620 ksi E_min'= 620 ksi Comp. ❑ to Grain: Fc- ❑ = 625 psi Fc- ❑'= 625 psi Controlling Moment: -2406 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 1594 lb At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 22.43 in3 30.66 in3 Area(Shear): 13.29 in2 25.38 in2 Moment of Inertia(deflection): 33.43 in4 111.15 in4 Moment: -2406 ft-lb 3289 ft-lb Shear: 1594 lb 3045 lb HOES Dam Project:Conklin P Eric Kuzma,Architect AIA Location: Beam A Terrapin Architecture Multi-Span Floor Beam 727 Taylor Street [2009 International Building Code(2005 NDS)1 Port Townsend,WA 98368 15 IN•x 7.25 IN x 21.51 FT(7.2+7.2+7.2) StruCalc Version 8.0.112.0 5/1/2013 12:19:02 PM #1-Douglas-Fir-Larch-Dry Use Section Adequate By:36.7% Controlling Factor:Moment VMD DIASiBat4 —24o°J 1834 ibs ig 14 ft 19Q6— Sln:ar6P o -1676.Ws 614* 3000 1618 ft46s ..3ft 1500 menu 4b) -t SOO -3000— -2406ft49g 7 ft -008 i -0.045 i€r @ 10.8 ft -1.04■ ;.n(in) 0 0.04 0`08 . 0.072 in 3.4 ft A- — -- 7.17 ft 7.17 ft 7.17 ft _ • Ipage Project:Conklin Eric Kuzma,Architect AIA Location:Beam B Terrapin Architecture Multi-Span Floor Beam 727 Taylor Street of [2009 International Building Code(2005 NDS)1 Port Townsend,WA 98368 3.5 IN x 7.25 IN x 13.0 FT(6.5 6.5) StruCalc Version 8.0.112.0 5/1/2013 12:19:15 PM #1&Btr-Douglas-Fir-Larch-Dry Use LOADING DIAGRAM Section Adequate By: 17.1% Controlling Factor: Moment DUELEC11045 Left Center Live Load 0.06 IN L/1202 0.06 IN L/1202 Dead Load 0.01 in 0.01 in Total Load 0.08 IN L/981 0.08 IN L/981 Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: L/240 REACTIONS A C Live Load 1308 lb 3738 lb 1308 lb Dead Load 434 lb 1446 lb 434 It) Total Load 1742 lb 5184 lb 1742 lb Bearing Length 0.80 in 2.37 in 0.80 in A 6.511 6.5 ft BEAN DATA Left Center Span Length 6.5 ft 6.5 ft Unbraced Length-Top 0 ft 0 ft FLOOR LOADING Left Center Unbraced Length-Bottom 6.5 ft 6.5 ft Floor Live Load FLL= 40 psf 40 psf Floor Duration Factor 1.00 Floor Dead Load FDL= 15 psf 15 psf Notch Depth 0.00 Floor Tributary Width Side One TW1 = 5.7 ft 5.7 ft Floor Tributary Width Side Two TW2= 5.8 ft 5.8 ft MATERIAL PROPERTIES Wall Load WALL= 0 plf 0 pif #1&Btr-Douglas-Fir-Larch Base Values Adjusted BEAM LOADING Left Center Bending Stress: ft= 1200 psi Fb`= 1544 psi Reduced Floor Live Load 40 psf 40 psf al=1_00 C1=0.99 CF=1317 Total Live Load 460 plf 460 pit Shear Stress: Iv= 180 psi Fs/= 180 psi Total Dead Load 173 plf 173 plf (21=1.00 Beam Self Weight 6 plf 6 plf Modulus of Elasticity: E= 18011 ksi E' = 1800 ksi Total Load 638 Of 638 plf Min.Mod.of Elasticity: E_min= 660 ksi E_min = 660 ksi Comp. 0 to Grain: Fc-0 = 625 psi Fc-0' = 625 psi Controlling Moment: -3369 ft-lb Over right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -2219 lb At a distance d from the right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 26.19 in3 30.66 in3 Area(Shear): 18.49 in2 25.38 in2 Moment of Inertia(deflection): 33.28 in4 111.15 in4 Moment: -3369 ft-lb 3945 ft-lb Shear: -2219 lb 3045 lb NOTES Project:Conklin pge Eric Kuzma;Architect AIA Location:Beam B Terrapin Architecture Multi-Span Roar Beam 727 Taylor Street 0/ [200$International Building Cc 2005 SIDS)} Port Townsend,WA 98368 13.5 IN x 7.25 IN x 13.0 FT(6.5+6.5) StruCalc Version 8.0.112.0 5/1/2013 12:19:19 PM #1&Btr-Douglas-Fir-Larch-Dry Use Section Adequate By: 12.1 Controlling Factor:Moment WIRMAGRAN 2542 @6ft 1500 Shear(tbs) 0 4500- .. —` -2592 0as @ 6 ft 1895 ft4bs 02ft 2000— -2000— i -3369 ft-tbs @ 6 ft fiOT.... -0.028rst 3.8 ft ,on tiro 0.03�. 0"07—. 0.065iR @9.9ft Project:Conklin Page o/ Eric Ku2ma,Architect AIA Location:Altered Existing Beam Terrapin Architecture Multi-Loaded Multi-Span Beam 727 Taylor Street [2009 International Building Code(2005 NOS)] Port Townsend, WA 98368 '5.5 IN x 8.0 IN x 15.0 FT(7.5 i-7.5) StruCalc Version 8.0.112.0 5/1/2013 12:19:32 PM #1-Douglas-Fr-Larch-Dry Use LOADING DIAGRAM Section Adequate By: 15.1% Controlling Factor: Moment DEFLECTIONS Left Center Live Load 0.04 IN L/2157 0.08 IN L/1126 1 Dead Lead 0.01 in 0.03 in i Total Load 0.05 IN L/1674 0.11 IN L/823 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: 1/240 REACTIONS A B C iniuMINN Live Load 1028 lb 4789 lb 1574 lb Dead Load 563 lb 2642 lb 785 lb Total Load 1591 lb 7431 lb 2359 lb 211 Bearing Length 0.46 in 2.16 in 0.69 in BEAM DAIA Left Center Span Length 7.5 ft 7.5 ft Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Left Center Unbraced Length-Bottom 7.5 ft 7.5 ft Uniform Live Load 33 plf 33 plf Live Load Duration Factor 1.00 Uniform Dead Load 93 Of 93 plf Notch Depth 0.00 Beam Self Weight 10 plf 10 plf Total Uniform Load 135 pif 135 plf MATERIAL EROPERILES 41 -Douglas-Fir-Larch POINT LOADS-LEFT SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 1200 psi F13' = 1200 psi Live Load 968 lb 01=1.00 CF=1.00 Dead Load 338 lb Shear Stress: Fv= 170 psi Fs/ = 170 psi Location 7.5 ft al=1.00 CENTER SPAN Modulus of Elasticity: E= 1600 ksi E = Imo ksi Load Number One Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Live Load 1308 lb Comp. 0 to Grain: Fc-0 = 625 psi Fc-D' = 625 psi Dead Load 434 lb Location 3.83 ft Controlling Moment: 5096 ft-lb TRAPEZOIDAL LOADS-LEFT SPAN 3.82 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 280 plf Controlling Shear: 3172 lb Left Dead Load 112.5 pif At a distance d from left support of span 2(Center Span) Right Live Load 280 plf Created by combining all dead loads and live loads on span(s) 1,2 Right Dead Load 112.5 Of Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 7.5 ft Section Modulus: 50.96 in3 58.67 in3 Load Length 7.5 ft Area(Shear): 27.99 in2 44 in2 ( ER SPAN Moment of Inertia(deflection): 75.06 in4 234.67 1n4 Load Number Moment: 5096 ft-lb 5867 ft-lb Left Live Load 280 plf Shear: 3172 lb 4987 lb Left Dead Load 112.5 plf fISICES ° Right Live Load 280 plf Right Dead Load 112.5 plf Load Start 0 ft Load End 7.5 ft . - Load Length 7.5 ft • Project Conklin Eric Kuzma,Architect AIA ,Location:Altered Existing Beam Terrapin Architecture Multi-Loaded Multi-Span Beam 727 Taylor Street ar [2009 International Building Code(2005 NDS)]. Port Townsend,WA 98368 '5.5 IN x 6.0 IN x 15.0 FT(7.5+7.5) StruCaic Version 8.0.112.0 5/1/2013 12:19:36 PM #1-Douglas-Fir-Larch-Dry Use Section Adequate.By: 1511% Controlling Factor:Moment %MD DIAGRAM 4000 3489 0ss 6 ft 2000* Shear fir a -2000 -± albseatt WOO* 5096 ft46s ft 11 ft 3000— t€t } 0 -3875 ft-[bs a ft 41 -0.031in @0.3ft -0.04* • (in) I ' . j 6..03—, 0.08 rn 11.5 ft -- -_.7.58-- - -__-_. _.... ____. -:-__ _----_-_ _.__..----- --- ---7.5ft _ _.----- 1.-)dgte Project:Conklin • Eric Kuzma,Architect AIA Location: Existing Deck Beam 1 Terrapin Architecture Uniformly Loaded Floor Beam 727 Taylor Street ot [2009 International Building Code(2005 NDS)] Port Townsend,WA 98368 •3.5 IN x 7.25 IN x 11.0 FT StruCaic Version 8.0.112.0 5/1/2013 12:21:16 PM #2-Douglas-Rr-Larch-Wet Use LOADING DIAGRAM Section Adequate By: 12.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.18 IN L/732 Dead Load 0.08 in Total Load 0.26 IN L/508 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 458 lb 458 lb Dead Load 202 lb 202 lb Total Load 659 lb 659 lb Bearing Length 0.45 in 0.45 in ii ft BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft FLOOR LOADING Floor Duration Factor 1.00 Side 1 Side 2 Notch Depth 0.00 Floor Live Load FLL= 40 psf 40 psf Floor Dead Load FDL= 15 psf 15 psf MATERIAL PROPERTIES Floor Tributary Width FTW= 2.1 ft 0 ft #2-Douglas-Fir-Larch Wall Load WALL= 0 plf Base Vai Adjusted Bending Stress: Fb= 900 psi Fb'= 796 psi BEAM LOADING On=0.85 CF=.1..30 a=-0.80 Beam Total live Load: wi= 83 plf Shear Stress: Fv= 180 psi Fv'= 140 Psi Beam Total Dead Load: wD= 31 Of On=0.97 a=0.80 Beam Self Weight: BSW= 6 plf Modulus of Elasticity: E= 1600 ksi 1368 , Total Maximum Load: wT= 120 plf Min.Mod.of Elasticity: E min = 580 ksi E_min' = 496 ksi On— =0.90 a=0.95 Comp. 0 to Grain: Fc- = 625 psi Fc- 0'= 419 psi Cm Controlling Moment: 1813 ft-lb 5.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -594 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 27.35 in3 30.66 in3 Area(Shear): 6,37 in2 25.38 in2 Moment of Inertia(deflection): 54.63 in4 111.15 in4 Moment: 1813 ft-lb 2033 ft-lb Shear: -594 lb 2363 lb HMS Project:Conklin Eric Kuzma,Architect ALA Location: Existing Deck Beam 1 Terrapin Architecture Uniformly Loaded Floor Beam 727 Taylor Street [2009 International B€Otang Co€ 2005 NOS)} Pat Townsend,WA 98368 3.5 IN x 7.25 IN x 11.0 Fr #2 Douglas-Fir-Larch Wet Use StruCale Version 8.0.112.0 5/1/2013 12:21:20 PM Section Adequate By: 12.1% Controlling Factor:Moment I VMD DIAGRAM 700 659 the @Off 350■ Shear(rbs) 0 -350 700 -659 Ms 11ft 1813 nabs 6 ft 1000 ro ad-iby 0 l — Deffedien-0.2— tint O OAS in @ 5.6 n ft • Project:Conklin re Eric Kuzma,Architect ALA Location: Existing Deck Beam 2 Terrapin Architecture Multi-Span Floor Beam 727 Taylor Street of [2009 International Building Cocle(2005 NDS)] Port Townsend,WA 98368 '3.5 IN x 5.5 IN x 10.5 FT(5.2+ 5.2) StruC_alc Version 8.0.112.0 5/1/2013 12:19:50 PM $f2-Douglas-Fir-Larch-Dry Use LOADING DIAGRAM Sedion Adequate By:87.10/0 Controlling Factor:Moment DEFLECTIONS Left Center Live Load 0.02 IN L/2553 0.02 IN L/2553 Dead Load 0.01 in 0.01 in Total Load 0.03 IN L/2067 0.03 IN L/2067 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 348 lb 995 lb 348 lb Dead Load 120th 400 lb 120 lb Total Load 468 lb 1395 lb 468 lb Bearing Length 0.21 in 0.64 in 0.21 in 5.25 ft 5.25 ft BEAM DATA Left Center Span Length 5.25 ft 5.25 ft Unbraced Length-Top 0 ft 0 ft FLOOR LOADING Left Center Unbraced Length-Bottom 5.25 ft 5.25 ft Floor Live Load FLL= 40 psf 40 psf Floor Duration Factor 1.00 Floor Dead Load FIX= 15 psf 15 psf Notch Depth 0.00 Floor Tributary Width Side One TW1 = 1.8 ft 1.8 ft Floor Tributary Width Side Two TW2= 2 ft 2 ft MATERIAL PROPERTIES Wall Load WALL= 0 plf 0 plf #2- Douglas-Fir-Larch Base Values Adjusted BEAN LOADING Lidi Center Bending Stress: Fb= 900 psi Fb'= 932 psi Reduced Floor Live Load 40 psf 40 psf Cd=1.00 a=1.00 CF=1.30 a=o.so Total Live Load 152 Of 152 plf Shear Stress: Fv= 180 psi Fv = 144 psi Total Dead Load 57 Of 57 plf Cd=--1.00 a=0.80 Beam Self Weight 4 plf 4 plf Modulus of sastko: E= 1600 ksi E = 1520 ksi Total Load 213 plf 213 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min' = 551 ksi G=0.95 Comp, to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: -733 ft-lb Over right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -608 lb At a distance d from the right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 9.43 in3 17.65 in3 Area(Shear): 6.31 in2 19.25 in2 Moment of Inertia(deflection): 6.84 in4 48.53 in4 Moment: -733 ft-lb 1371 ft-lb Shear: -608 lb 1848 lb NOTES rage Protect:Conklin Eric Kuzma,Architect MA Location:Existing Deck Beam 2 Terrapin Architecture Multi-Span Floor Beam 727 Taylor Street of {2009 International Building Cc 2005 NOS)] Port Townsend,WA 98368 3.5 IN x 5.5 IN x 103 FT(5.2+ 5.2) StruCalc Version 8.0.112.0 5/1/2013 12:19:54 PM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:87.1=`1 Controlling Factor:Moment VMD DIAGRAM 700ene 698 Ms S ft 356 Shear Otis( 0 350�j Il -7tD0 -698 lbs 5 ft 800e.e. 4121t4be lit Zft 400 MSNnennt(ft-tby 0' - - -400 -800 -733 ft4bs oft 5 ft 0.03 ■ -0-011 in ig 7-5 ft -6At.— Deflection(in) 0 O.Ot— 6.03 11025 in tt A:-:.- ---5.25 ft __ - __ _... _ __._ -.- _.__-- -------- --_-_5.25ff Page Project:Conklin Eric Kuzma,Architect AM Location:Existing Porch Roof Beam(for Ca lc) Terrapin Architecture Roof Beam 727 Taylor Street [2009 International Building Code(2005 NDS)] Port Townsend WA 98368 •3.5 IN x 7.25 IN x 11.0 FT StruCalc Version 8.0.112.0 5/1/2013 12:21:04 PM 42-Douglas-Fir-Larch-Dry Use Section Adequate By:35.8% Controlling Factor:Moment ItIgiatiiiciRMI 1000....„ 920 Mrs 0,,t 0 ft Shear(MO 0 -500.■ -920 lbs@ll ft 3000 2531 ft-tbs 6 ft 1500.■. fiflY 0 0_2.... 0.31 in 5.5 ft A 1 i ft t A T w . n n MZ i ,, > r- X o6' T r- O — 70 r '. rn 0 _ .'` II a 4 -10 n Nil > n �� oo O') C� ffi IV 4 w r- c) WOOD STAIRS z (4 RISERS)20"± DI/E-- i.';') r� NF,ID p01M�k -- - i 10'-0" 3'-�3" / I — ci U) P O (s) o ---I >> i .ri (0 C x \ (5) U1 , a LI_ —1 o rfi ci >> 0 > ( > -< �'7N) •-h u (-; ® N t l N 6 . 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Z1 r m � C�l � 0O � 7�UOwr° � yO7�OM -1 C �lrrnrl7� -..E :-.5 z � ° C�n � > O - � Cn 7.6 rn zrCnO 70 iV Cn < -1 � o , 0S2x 7: rn < 70oq = oc�nG> cn0rnrrnncrnn70it o � G) > N ' OzK Glz >' 7o - zz Z ran Z Z S .� "17, TSZ -- 7r � oC) DO < r111 � � y ->i0 �n p 1- > z Olnrn w n cmii S r Cn rn N 17001 O r- z a? 700 v 0 -i rn a n 5665 -!-n zZ REGISTERED n QrAR lTE ' 1..)w ' RICHARD C. N. BERG ' vr'WWA,HiNQTpN cf, p co rn NEW FOUNDATION FOR: PROPOSED T1E'RRAPIN J D u-I N�' CON KLI N FOUNDATION ARCHITECTURE �� m O, m 160 HADLOCK AVENUE �` ” >1 --1 PORT HADLOCK WA 98339 SECTION & SPEC'S. 727 TAYLOR STREET (360) W S PORT TAYLOR STREE WA 98368 Jefferson County Building Division Permit Number: BLD134023 Applicant CONlLIN BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 201,2,li terhettOnal Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the insiection 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 Setbacks +7//0/4L Min front setback=20 ft. from Hadlock Avenue right-of-way T Min side&rear setback—5 ft Erosion Control i /b/0 Foundation Footing //0 gC.PAO_/1)6701-Litap Foundation Stem Wall 7/2_41/ Z41/ Under Floor Framing _c t l f Heat/Chimney Clearance /c— Mechanical Systems p- Smoke&CO2 ii )(`i {l'\A `. , et?c,4 ,r,‘64.4r (telni\ / ? 0/ °ISIS T174711 4 A final inspection will not be scheduled until all of the following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION / ,//ç 4v9 �—) FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR CONDITIONS for Building Permit# :BLD13-00233 1.) HOLD-The septic replacement permitted under SEP12-00038 must be completed and finaled prior to final approval of this building permit. 2.) Setback from Hadlock Avenue right-of-way is no less than 20 ft., side and rear setbacks are no less than 5 ft. 3.) If during excavation or development of the site an area of potential archaeological significance is uncovered, all activity in the immediate vicinity of the find must be halted immediately and the administrator must be notified at once. 4.) In order to avoid loss of historic significance: • The finished grade of the house after movement remain at the same historic grade • Any restoration of missing exterior features such as porches and stairs be based on physical evidence of such features and/or historic photos or architectural drawings, and • No additions shall be added 5.) The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 6.) The site plan as submitted with the building permit application on July 29, 2013 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated February 25, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. \\tidemark\data\forms\F_BLD_Permit_Bldg.rpt 2/26/2014 • BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00233 Received Date: 8/1/2013 SITE ADDRESS: 160 HADLOCK AVE Issue Date 2/26/2014 PORT HADLOCK, 98339 Expiration Date 2/26/2015 OWNER: CARLA S CONKLIN PHONE: 420 CASS ST PORT TOWNSEND WA 983688111 IRONDALE#1 SUBDIVISION: Block: 38 Lot: 10+ PARCEL NUMBER: 961803803 Section: 35 Township: 30 N Range: 01 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: REPLACE FOUNDATION UNDER SFR, RELOCATE 6 FEET, REPLACE CHIMNEY TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP ALT MAIN: 688 VALUATION 51,038.00 ADD'L: 688 HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: 134 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $586.00 MEB 07/29/13 142313 Exist: 3 Exist: 2 Plan Check $380.90 MEB 07/29/13 142313 Prop: Prop: State Building Code $4.50 MEB 07/29/13 142313 Total: 3 Total: 2 Total: $971.40 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 SPECIAL CONDITIONS APPLY-SEE ATTATCHED