The URL can be used to link to this page

Home My WebLink AboutBLD2013-00346 •BUILDING i PERMIT APPLICATION Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00346 Received Date: 11/1/2013 SITE ADDRESS: 391 DAISEY KING RD SEQUIM, 98382 OWNER: ROBERT W O'DELL PHONE: 391 DAISY KING RD 381 DAISY KING RD SEQUIM WA 983828710 SUBDIVISION: Block: Lot: PARCEL NUMBER: 002284010 Section: 28 Township: 30 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTION 40 x 60 POLE BUILDING/GARAGE, NO HEAT NO PLUMB TYPE OF WORK GAR SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 46,608.00 ADD'L: HEAT TYPE: UH CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 2,400 CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: BEDROOMS: BATHROOMS: Exist: Exist: Prop: Prop: Total: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $550.00 MEB 10/30/13 145505 Plan Check $357.50 MEB 10/30/13 145505 APPROVED ROV E D State Building Code $4.50 MEB 10/30/13 145505 00�- G Total: $912.00 DEC 6 j 2013 Jefferson County DCD \firlomerlArlof.\fnrrne RI Il Ann PIA rn+ 11/1/7(11'2 'ON ( DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street,Port Townsend,WA 98368 Tel:360.379.4450 Fax:360.379.4451 wiy�,�` Web:www.co.jefferson.wa.us/communitydevelopment X4,1/1 N , E-mail:dcd( lco.jefferson.wa.us CERTIFICATE OF OCCUPANCY PERMIT#: BLD13-00346 APPLICANT: ROBERT W O'DELL PHONE: 360-797-7105 391 DAISY KING RD 381 DAISY KING RD SEQUIM WA 98382-8710 SITE ADDRESS: 391 DAISEY KING RD Issue Date: 12/10/2013 SEQUIM, 98382 Final Date: 12/16/2014 SUBDIVISION: Block: Lot: PARCEL NUMBER: 002284010 Section: 28 Township: 30 N Range: 2W PROJECT DESCRIPTION:40 x 60 POLE BUILDING/GARAGE, NO HEAT NO PLUMB THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM yes o THE PROJECT PASSED ITS FINA PECTION AND RECEIVED FINAL SIGN OFF ON 12/16/2014 \\tidemark\data\forms\F_BLD_Occupancy.rpt 12/16/2014 Standard Conditions for Residential Development in Jefferson County 1. LIGHTING: Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. Exterior lighting for residential uses shall not exceed twenty feet (20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 2. BUILDING HEIGHT: The building height is not to exceed 35 feet. 3. OUTDOOR STORAGE: Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 4. UNLICENSED VEHICLES: Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk(or salvage) yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 5. PARKING: A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 6. This permit has been reviewed consistent with JCC 18.40.130 & 140. Notice: this permit does not excuse the applicant from complying with other local, state and federal ordinances, regulations or statues, applicable to the proposed development, but consistent with RCW 90.58. Future development beyond that specified in this permit shall require further review. 7. BMPs: 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. 8. NOTICE: This permit does not excuse the proponent from complying with other local, state, and federal ordinances, regulations, or statutes applicable to the proposed development, but consistent with RCW 90.58. Development pursuant to this permit shall be undertaken subject to the applicable policies and performance standards of the Jefferson County Shoreline Management Master Program and the Jefferson County Unified Development Code. If during excavation or development of the site an area of potential archaeological significance is uncovered, all activity in the immediate area shall be halted, and the Administrator shall be notified at once. The Federal Endangered Species Act rules to protect threatened Chinook and Summer-run Chum salmon became effective on January 8, 2001. Bull trout have been listed as threatened since early 2000. Under the ESA, any person may bring lawsuit against any individual or agency that"takes" listed species (defined as causing harm, harassing, or damaging habitat for the listed species). In addition, the National Marine 2013-03-07_SFR_StdConditions 3/7/2013 1 Fisheries Service can levy penalties. Portions of Jefferson County, including marine waters, are included as "critical habitat"for a listed species. Development of property along any marine shoreline, freshwater shoreline, or floodplains could harm habitat if protective measures are not taken. To minimize the potential to damage habitat, all property owners developing adjacent to marine shoreline, freshwater shoreline, or floodplains are advised to do the following: All development activities should avoid unstable slopes, wetlands, and forested areas near surface waters Remove minimal vegetation for site development, especially large trees Allow trees that have fallen into surface waters to remain there Infiltrate stormwater from buildings and driveways onsite through drywells rather than discharging directly into surface waters or roadside ditches The Federal Bald and Golden Eagle Protection Act requires landowners within 660 feet (1/8th of a mile) of an eagle nest to consult with the US Fish and Wildlife Service. This Eagle Act prohibits anyone from "taking" bald eagles. This federal law defines the term "take" and describes the possible legal consequences when a"take" occurs. Among other actions, "take" includes a disturbance of bald eagles or their habitat. Under federal law a permit may still be required for activities that impact bald eagles or their habitat. Contact the US Fish and Wildlife Service (http://www.fws.gov/pacific/eagle/) to learn more about how this law affects your project. Any individual, group, or agency can bring suit for a listed species "taking", even if you are in compliance with Jefferson County development codes. The risk of a lawsuit against you can be reduced by consulting with a professional fisheries habitat biologist, and following the recommendations for site development provided by the biologist. For more information, contact the National Marine Fisheries Service in Seattle, or the U.S. Fish and Wildlife Service. 2013-09-06 SFR StdConditions 9/6/2013 2 49 /.. Downspati, . ..., , Ficuse 7 —Catch Basin 1 Ord DrairiN / /./.77/11 - ......," ''''''.Zi..-• -- „ Doenspott .„ „...., 0 DRY VVEU. 48 I rth Dia rreter Hole Fillev/Rh PLAN VIEW iiI2-3"Washix$ Drairt nod: NTS 1 1 $ .„,--R cf DovnapItt Hoag /-0.vflow I 1 t---'vie*C enter of Hote. with i Captat NS or Oiler weans rush Block Topsrit—.,,, i Fkrshwith Sarface r41.1, ,t,mr,r,er 4 \ _.121. sjkltitltttit t iti Ett...gl't, TTTT i t —40- , :'t,,,m,P1',..1"491.k7diirr2P,12,N7.4 ft)w .......„,,, \ Itz.°-1,47ger,NAOITS,,mtAfirli i_LV6%tift1,144,,ftVidruit4A "xvirif c,.5.i.4'liitgan"rririTti13 Fire Mesh Screen-----'-' I ''''---Ftttpc.,Ltp9itcla Catch Basin tr .0 ,1.01v (\-kci Drain) i'°&. ., 48 irch Dia ,r. .ift-te, r rntn- sidw of Hoie ,:i% Hcile Filled with Lined v.tith t, tin-39 Watied Fiiter Fthi c ir, Drain Rock sk! it. i.s''Mil. kralink 4.r..--., •. - It?* min. V abtave-Sciascunal DRY WELL H igh Groundwatcit"Tabl SECTION ----f-- NTS Figure 3.1.4-Typical Downspout Infiltration Drywell Source: King County Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-9 Setbacks Local governments may require specific setbacks in sites with slopes over 40%,land slide areas, open water features, springs, wells, and septic tank drain fields. Adequate room for maintenance access and equipment should also be considered. Examples of setbacks commonly used include the following: 1. All infiltration systems should be at least 10 feet from any structure, property line, or sensitive area(except slopes over 40%). 2. All infiltration systems must be at least 50 feet from the top of any slope over 40%. This setback may be reduced to 15 feet based on a geotechnical evaluation,but in no instances may it be less than the buffer width. 3. For sites with septic systems, infiltration systems must be downgradient of the drainfield unless the site topography clearly prohibits subsurface flows from intersecting the drainfield. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-10 for Infiltration ThesSstems are designed as specified below.. Drywells General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impeiuieable soil layers. 2. When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious surface served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum)and deep enough to contain the gravel amounts specified above for the soil type and impervious surface served. 4. Filter fabric(geotextile)must be placed on top of the drain rock and on trench or drywell sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15% without evaluation by a professional engineer with geotechnical expertise or a Iicensed geologist,hydrogeologist, or engineering geologist, and with • jurisdiction approval. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-6 Alp Front Parcel Review 13U) /3 - 0 0 3 Y%C Parcel 002284010 Pol.e.,(3c,h1��>1g�(raro► Printed: November 4, 2013 ROBERT W O'DELL Site Address: f7/I13 391 DAISY KING RD 391 DAISEY KING RD 381 DAISY KING RD SEQUIM,WA 983828710 SEQUIM WA, 98382 Parcel Number: 002284010 S-T-R:28-30N-02W Total Acreage 5 Legal Description S28 T30 R2W TAX 45 Land Use: 1101 Flood District: Fire District: 5 Planning Area: 5 Flood Map(FIRM)Panel No: School District 323 Zoning: Kid 1 to COMP PLAN DESIGNATION: COMMUNITY PLAN: UGA: UGA Trans [t!] Plot plan states "property line" [�] Assessor's Map(Property lines on submitted plot plan must match the property lines as identified on the Assessor's 1/4 map) [bet Legal Access to Property NO [ y]- Parcel Tags or Scanned Documents YES ci¢j [ 4 ESA's: Special Reports Nearby YES 1q2) [✓] Designated Ag YES [t] Shoreline Designation: YES a -E—}- Shoreline Slope Stability: YES NO Stream Type:YESq112) FWHCA: YES .C3.►9� [�, �. � ti2rni ` Wetlands: YES Rare P1ants:YES .101. Seismic: YES CD Landslide: YES asitP Flood: YES c Erosion: YES AIO Aquifer Recharge Area NO t<t 4: 1 _. .. . _ ry,,ef' SIPZ: none At Risk High Risk Coastal �, 2/3 ?apeA,/ CMZ: none High Risk M erate RiskDisconnected CMZ Stormwater site plan submitted. Ye o Forest Lands: YES fug Adjoining Forest Lands: Commercial/ Rural/ Inholding [✓j Mineral Lands: YES [✓1' Agricultural Lands: YES [v]' Archaeology: YES CD [> t- No Shooting Zone: YES 3 [. l Stormwater: New Impervious Surface77l017 pi. Land Disturbing Activity,,2Na.z, rt 2" ESA's Stormwater Req's:Min Req#2 Min Req#1 thru#5-- Min Req#1 thru#10 Engineering -[--] Notice Provisions/Disclosure:Airport YES NO MRL YES NO Forest Lands YES NO f--} Landscaping Required: Yes No -[--] Parking Spaces Re s uired NO 2 Other 1✓1 Building Height: UBC Standard [A Impervious Surface coverage ercentage: O•c)(-1 `ir, Resource Lands&Public: 10% Rural Residential: 25% Rural Industier UDC Sec 6.7 Rural Commercial: 60% Area of Building Coverage:60%in Rural Indus ands only ['] Total Building(s) Size: ca f Dc RVC:20,000 SF CC:5,000 SF NC:7,500 SF GC: 10,000 SF All others:subject to septic&water constraints/None specified [✓f Setbacks: Front? ✓fic,Left Side: Right Side: "" Rear: ?300 ✓ Shoreline Setback ,V/iq t. Y J r.5) LS) LSHA Setback: [✓� Road Classification: CSo,i Sol _bill' , ,O,Ai RI- Road Approach: EXISTING NOT REQD RAP ?', ! A 1 A' ..:A. //y 9 [✓J SEPA Required: YES EXEMP r v [r] Flood Certificate: ,y7 A p p ;,.��,,«q�,,, : na, crn1- 4 i' a la 1 •c 1 f as q t'ii d/o Existing Case(s)&Condition(s): (_ Li,z ( Pp c,mtk Cer,-)ct/l f Violations: Yes (5 (VP '"{S,Nr'st 427 /der I7/41? /Lb 06 [✓f Recorded Date of Subdivision: /V 41 AFN Over 5yrs=UDC Plat Conditions: <5yrs=Plat Conditions on plat or Old Ordinance [e—f Lots/Require Declaration of Restrictive Covenant YESTill submitted: YES NO [---] UGA No Protest Agreement YES ,NO, submitted: YES NO -{-P-i- Site Visit conducted YES [1...-]-' Require Final Zoning Approval YES [✓] ADMIN: Setbacks entered in Permit Plan case N/Ac New Parcel Tags entered in Permit Plan YES Special Reports Scanned YES No parcel tags found for parcel Cases Associated with APN 002284010 Cases Name Review Type Status Planner BLD13-00346 O'DELL P Application Received: 11/1/2013 Permit Issued/Case closed: Case Finaled: 40 x 60 POLE BUILDING/GARAGE, NO HEAT NO PLUMB OTH03-00029 O'DELL F R MARX Application Received: 12/31/2003 Permit Issued/Case closed: Case Finaled: 4/19/2004 WET SEASON EVALUATION rRAPO3-00084 O'DELL C Application Received: 4/14/2003 Permit Issued/Case closed: 4/21/2003 Case Finaled: 1/30/2009 ROAD APPROACH &911 - DAISY KING RD SEP04-00115 O'DELL F Application Received: 5/14/2004 Permit Issued/Case closed: 6/4/2004 Case Finaled: 8/20/2008 SOM04-00115 O'DELL F Application Received: 5/14/2004 Permit Issued/Case closed: Case Finaled: \\tidemark\data\forms\R_Parcel_CRMLA.rpt 11/4/2013 Page 2 of 2 ~� J ARTMENTIOF COMMSI A VEL PMENT 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.jefferson.wa.us/communitydevelopment ski NG, Tel:360.379.4450 I Fax:360.379.44511 Email:dcda.co.iefferson.wa.us ..co.iefferson.wa.us Building Permits&Inspections I Development Consistency Review'Long Range Planning( Watershed Stewardship Resource Center Master Permit Application MLA: Project Description(include separate sheets as necessary): Flo'160' Pose J3UILDI Tax Parcel Number. 00 Z) 8 40 i 0 Property Size: 4,7 5 1A(/ f., (acres/square feet) Site Address and/or Directions to Property: g 9 1 DAIS 7 KING RD ,CFQOIM WA 983g2- Property Owner(s)of Record: Ro r Fie I_ W 0',DfL C Telephone: 360 7 97 7 /0 4, Fax: _ email: ODEU 39/ 0 C MAQ.L ' o in Mailing Addr • ' / Y K1 N6 R D 5 C 111✓'N WA elk 3g Applican egent if different from owner): Df1VA/IS )AYLOI .. Telephone: 30 173 b 1 C92- Fax: 36 0 /83 g99 2 email:-Tp_ SO 0 4iY Pf/J,Cbtt Mailing Address: Pa 60X 3639 56Q ut M h/t\ What kind of Permit?(Check each box that applies ❑Lot or Road Segregation ❑Building ❑Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Econ•u' .- ❑Single Family ft1 Garage Attached/Detached ❑Conditional Use[C(a) •► : ^ (}v ll �� ❑ Manufactured Home ❑ Modular ❑Discretionary"D"or U - -N,= :cl�tiv '�,� \ ❑ Commercial* ❑Special Use(Essentia '..s.i3== " - 1. 4' ❑ Change of Use ❑Boundary Line Adjust 3 ' I ❑ Address ❑ Road Approach ❑Short Plat** 4c 3 �. tiff`ss, ) ❑Home Business ❑ Cottage Industry CI Binding Site Plan** ? ❑Propane ❑Long Plat** ❑Sign ❑Planned Rural Residen' 4,g112pmort endments * ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration** )EFfER 0+ ,p,cq,T ❑Stormwater Management ❑Shoreline Master Prog -m Exg f elk g.::�=» . �' .isi0tyn ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management •s -ntial Development** El 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 DEiAI.S lAY LO rQ to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE alettitoli 0k 0444 Date: /0 - 2--ct '-( 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 provid- --.• and right of entry t•Jefferson County and its employees,representatives or agents for the sole purpose of application review and any re• '..-d lat- nspections. St-i access and right of entry will be assumed unless the applicant informs the County in writing at the time of the ap• •: ion •- he or • .. - r .rior notice. / j/� Signature: Date: 1) ow- The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead • - potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or" -'."Jeff•rson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will '•t violate e ESA. Any indivklual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are' •-, plia• -with the Jefferson ounty development code.The Applicant acknowledges that he,she or it holds individual and non-transferabl. (spo �i•,w for adherin n plying with the ESA. The Applicant has read this disclaim r d igg l and dates it below. Signature: ,!/ 1V Date: �� / ) 3 • BUILDER STATEMENT • The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility oft General Contractor for the proposed project. Signature: C% e U- Date: /0" "" /3 GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) Fax:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: / (New '`L<Wood Existing: CD ewer ❑ Addition 0 Steel Proposed: Bank ❑ Co unity System ❑ Alteration/Remodel ❑ Concrete Total: C) Height: ❑ Individual System ❑ Repair ❑ Masonry SEP Permit# ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: C.) Setback: rivate well ❑ Two Party Type of He / Proposed: ❑ Pu k..)^(,-(..A- � Total: Name of System: If this is a Commercial Prolect 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: Underground Tank Above ground tank Size of Propane Tank: Heat Stove Cook Stove Woodstove Fireplace.nsert rehtO I evotS telleP 1 knaT retaWtoH 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 Current Proposed For Office Use Only Amount Revision Main Floor Heated EH Bld App Review: -1-% 2"d Floor Heated Consistency Review: 2 Other Heated Base fee: J J� Mezzanine Additional Section: Heated Basement Plan Check fee: SI-,ga Unheated Basement State Surcharge fee: i Other Unheated Pot Water Review fee: /- Garage/Carport 2-Lt°p SUBTOTAL 1Z� �' Decks 911/Rd Approach fee: Other TOTAL: $ Receipt Number: I("/S-g0 Cash/Check Number: 0 li 3 ESTIMATED COST(REQUIRED) Date: L0/3z)'v Ir .Fair market value o all labor and material foundation to finish i 2 0)c). uV, Initials: \ s • N JEFFERSON COUNTY L� ` , DEPARTMENT OF COMMUNITY DEVELOPMENT v i, I „ 621 Sheridan Street• Port Townsend •Washin ton 98368 / _O} 360/379-4450 . 360/379-4451 Fax I i 0 C I 3 0� IN http://www.co.jefferson.wa.us/commdevelopment/ L __JLJ JEFFERSON COUNTY DEPT.OF COMMUNITY DE51_ORMENT Stormwater Calculation Worksheet MLA# PROJECT/APPLICANT NAME: ' `0 3 T W O'DEL& 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 (• 7 5 acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet 206,Q� .00 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 CUT/FILL Calculate the total area to be deared,graded,filled, Answer the following two questions related to excavated,and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: c� Does the project convert'/.acres or more of Construction site for structures 2/ /OD sq/ft native vegetation to lawn or landscaped areas? Drainfield,septic tank,etc. sq/ft Circle: Yes C Well,utilities,etc. sq/ft Does the project convert 2%acres or more of native vegetation to pasture? Driveway,parking, roads,etc. sq/ft Circle: Yes No Lawn,landscaping,etc. &I/ft Other compacted surface,etc. sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance 2. 4/0� C^) sq/ft Cut Fill 2. (cu/yd) [over] • w Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW EXISTING �7 Structures(all roof area) 2�/Q 0 sq/ft Structures(all roof area) 7 80 sq/t Sidewalks - sq/ft Sidewalks -0- sq/ft Patios –S' sq/ft Patios 111 sqfft Solid Decks sq/ft Solid Decks X/ sq/ft (without infiltration below) (without infiltration below) Driveway,parking,roads,etc -6 sq/ft Driveway,parking, roads,etc 5 000 sq/ft Other c/ sq/ft Other / s Total New & / Qd sq/ft Total Existing b, a sq/ft TOTAL NEW+TOTAL EXISTING* gI 62_1" sq/ft *This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT 1 c, Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: ,0 Does the site have 35%or more of existing impervious surface? Circle: Yes Q 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. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stonnwater 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. (LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) • 40'-O" / / /18"/ 14'-0" 12'-0" 14'-O" /18' 1 S CO 1= 0.<1.,* I I I I Da I I I I I Da I I I I I Pal 0 I= I 0)0 x xi ,-.• 0)Z i O �, X = 0) O O "1O o zlr I NZ r uu)i }-- VI I- I I I I I I I I I I I I I I I I I I I DO W V) rD 3N or x i N 71 � I N X A x NO (33 ; voix I" °'z � my � v ^' N. ym O 7 0 r.W -0 XI I)C m 0 : 2 O)Z I A N NOA ZA .. 0 HO r Ol• a O N :0 Op U \ I I- I O v *---IN l- I I I I I I I I I I I I 11 Ni m 0 0 M I 0 I 0 0 0 b,-3 o r x n Z r rt c° z In ri -\--_ IN„I I I I I I 1 I I I I I I In U) ND off 7N 6 N r o m O m O) m Ho 7Z K - ., X I - N r 0 r O l\) CO 03 D 01 00 -0r N A r {,j 42, I-9 m- 0 O I Z z IT� y ° C: ' 1/4-' C I X o IQ r -I - p Z Z m A m o z 0 U) N r0 CD G7 X 0 O U) I ID4 [_ I I I I I I I I I I I I I 1 D41 T(A )-0 o = - 0) I N P `N.-01 a \1 A O _ pr- 1\D x\--1 0 �rn W m O TI D W m p N 0 0 D N A O m I -Z 170-3 I m D H 0 0 M O 0 0 m x A 0. > U)0 toA 'b ,.c r C C m D C=J i.-• D N K X D K X r'� In tv r V) Z C m n 'm 10 V -I U) Z A -9 pm A Z 23 -1 I U) 0 J r T)\ -a — > > I x f I I A I I r4 I I I , I ►i co D . t� r , „ v .. t. y 1 / of 4 - sC ROBERT ODELL �,p. z.fq y M & W BUILD]NG f sD�COUNTY £UIM, WASHINGT ■ ON 0 "'' 'd DEPT.OF CDMMUN(tY DEVELOPMENT 40' w I DE x 60 ' L 7V E JEFFERSON 22175 S. HWY. 99E ,. / ire, '' COUNTY: CANBY, OREGON 97013 1,./.,?:r.:,ROOF LOAD LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953 THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- S DEAD LOAD 3 PSF AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY 1503; 266-7102 (FAX) . WIND LOAD 105MPH EXP. C PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE NONE y 11 i' r DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SEISMIC ZONE. D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO A 4, 28765.. �.., BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 9/26/13 (:),X,.4 k(� FOUNDATION PRESSURE 1500 PSF AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR ', t<5 � t`, LAT. SOIL BEARING. 100 PSF AGENCIES. SLAB & HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN `SSIONAI .rG BUILDING DESIGN: 2012 I.B.C. MIX, THICKNESS, CJ's, & REINFORCEMENT BY OTHERS. THIS STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT KIT MW 13187 - cn r• fr, > , T- T\ .1, -•■ eN —C) 1)\ •—• _ • 1 • „, / , „ , / , i rri . n-t Dr c • (..f, _,.1 r-r-‘ - 1--- ; ( , 1 • N I ; CD ITN . r , --10 . . . t rrl . ' . 4: .. 0 ' < --TN r—) , .. \—. 1 , , pc, , 1 c:-- ,_...., 1 I 4 1 „../ 1 .7...,...„ , ___...-----------.. - .„ 4:;,... . --- ,..---- 4-- . ..., .-• ,,,„,,,,,7'N N- *” - -z ''-, ...„ , A Q ./a. \\ va I N r, - .. ., .7:1C3 7. ,, -\ / I 11^-,v- --/ / ) r t. r-v- , 7,r Z , \ ...A i G*1 i ■-, I / LA_____)<\ o---, c?-_--> I ; v• n., ... m _,‘ / r-, CP ----) 4 4-7 c,.,' A.),A, ...-. , . 6 N A , I /I- N , (-. 1 ) • . .._..„ --r, 7 1 . 1 . . 1 : _ . -. - - C:9 ... *. --r■ . crN • • 0 ---- Ca 'I r-P% —I RI DAIS EY Kr.IJ6 goN) .... _ _ . r") ,.....) (-, CD C=1 tv c'' c C4 - 63 NI IL .......)J . . • • s °BUILDING PERMIT APPLICN BLD13-00346 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00346 Received Date: 11/1/2013 SITE ADDRESS: 391 DAISEY KING RD SEQUIM, 98382 OWNER: ROBERT W O'DELL PHONE: 391 DAISY KING RD 381 DAISY KING RD SEQUIM WA 983828710 SUBDIVISION: Block: Lot: PARCEL NUMBER: 002284010 Section: 28 Township: 30 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOr 40 x 60 POLE BUILDING/GARAGE, NO HEAT NO PLUMB TYPE OF WORK GAR SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 46,608.00 ADD'L: HEAT TYPE: UH CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: 2,400 SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: BEDROOMS: BATHROOMS: Exist: Exist: Prop: Prop: Total: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $550.00 MEB 10/30/13 145505 Plan Check $357.50 MEB 10/30/13 145505 State Building Code $4.50 MEB 10/30/13 145505 Total: $912.00 \\4irlemerNrle+e\fnrrnc\G RI Il Ann P1,1 rn+ 11/1/7!111 44.- c°6 JEFFERSON COUNTY , -- L ANTMENT OF commuip- g/ELP(filENT 4. o . 621 Sheridan Street Port Townsend,WA 98368 Web:www.co.iefferson.wa.us/communitydevelopment Tel:360.379.4450 I Fax:360.379.4451 I Email:dcdco.iefferson.wa.us Building Permits&Inspections!Development Consistency Review!Long Range Planning I Watershed Stewardship Resource Center Master Permit Application MLA: Project Description(include separate sheets as necessary): 110 / 6a PoLf i3Ui WING Tax Parcel Number: 00 Z) 8 40/0 Property Size: 4,7 5 AG ii f'S (acres/square feet) Site Address and/or Directions to Property: g 9 II DAIS(Y KING RD .SEQU.ZM 14/A 9838 2- Property Owner(s)of Record: RCO. IS egl W O` ,Daal Telephone: 360 7 97 7 /0 4 Fax: _ email: ODE&& 391 (9 C►1't1 .L •Co r� Mailing Addr- ` / IY y 1W G S�Q Ll,L M • Applican gent if different from owner): D FI✓,ht 1S 1 AyL o k Telephone: 30 6'73 ''`i92 Fax: 360 it83 37Z email:1-AP O ie S+D 040Y PEW/L0Ti Mailing Address: PO box 3631 SNOT PI 14/P% What kind of Permit?(Check each box that applies ❑ Lot or Road Segregation ❑Building ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Econ••I' - ❑Single Family $Garage Attached/Detached ❑Conditional Use[C(a) • = ❑ Manufactured Home ❑ Modular ❑ Discretiona D"or U e:'°� :c tic i ry" a - ,::,_. , 1 ❑ Commercial* ❑Special Use(Essentia •••= : " - a \', ❑ Change of Use ❑ Boundary Line Adjust : ,1 {1 ❑ Address 0 Road Approach 0 Short Plat** 7 ', } . ,y ❑ Home Business ❑Cottage Industry ❑Binding Site Plan** dl,t aG 6 I ❑ Propane ❑Long Plat** ❑Sign ❑ Planned Rural Residen is • - ••..-• - 01.x; • endments * ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration** JEFFER 01 FI�,t,r1. ❑Stormwater Management ❑Shoreline Master Progr-m Dap•fib,,jrl `.• -�Eri s ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management u•s antial 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 DE/V 6 -1-Ay to I2_ to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE 1 t12(A 1 0\ 0444 Date: LU 2- ---( 3 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 provid and right of entry t•Jefferson County and its employees,representatives or agents for the sole purpose of application review and any re• ' nspections. St- access and right of entry will be assumed unless the applicant informs the County in writing at the time of the ap• on,•- he or-•- . - c' .rior notice. / Signature: Date: /J / 50 / The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead t• - potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or" -'."Je• rson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will -•t violate e ESA. Any individ al,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are' •.mplia••-with the Jefferson ounty development code.The Applicant acknowledges that he,she or it holds individual and non-transferabl.. • spo i• for adherin n plying with the ESA. The Applicant has read this disclaim Id igr��and dates it below. Signature: Date: / / // 3 BUILDER STATEMENT The signer of this statement does hereby cerat they are the Owners of the parcel referenced herahat they are not licensed contractors and that they will be assuming e responsibility oft General Contractor for the proposed project. Signature: G%� �4 2 f Date: /0— 30- /3 GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: New "Wood Existing: ewer ❑ Addition ❑ Steel Proposed: Bank ❑ Co unity System ❑ Alteration/Remodel ❑ Concrete Total: C) Height: ❑ Individual System ❑ Repair ❑ Masonry SEP Permit# ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: 0 Setback: rivate well ❑ Two Party Type of He / Proposed: ❑ Pu k./", � Total: 0 Name of System: If this is a Commercial Proiect you must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No /If this is a Propane Tank and/or Appliance installation permit.mark all items below that apply: Underground Tank Above ground tank Size of Propane Tank: Heat Stove Cook Stove Woodstove Fireplace.nsert rehtO i evotS telleP I knaT retaWtoH i 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 Current Proposed For Office Use Only Amount Revision Main Floor Heated EH Bid App Review: 1% 2"°Floor Heated Consistency Review: 2 Other Heated Base fee: J� J Mezzanine Additional Section: , . Heated Basement Plan Check fee: J S-1, Unheated Basement State Surcharge fee: i . 5 Other Unheated Pot Water Review fee: Garage/Carport 2N°p SUBTOTAL ,1Zt ti Decks 911/Rd Approach fee: .Fitnizaire,--A. Other ! 1.((Doe TOTAL: $ --�-�� '( Receipt Number: 1 C.�Z> 60� Cash/Check Number: (-t( ESTIMATED COST(REQUIRED) Date: l,v]3e) l r .Fair market value o all labor and material foundation to finish _ l v 0 u Initials: • • 2 CV H O = O C3 LL N _0 Z LL � O H O 1- � O N Z .. .. \ CO J 4- CD - ti a) U] � O -O - LO 3 O O L X 2 'O -1-+ CA E C U CO = 2 LU O O +- '0 H O O = .. M s _C t Z r� CL mo C) U C, CC Z O X 0 J a O_ � • . C� I- I- O CD CI) CA "O = O U CC _O LU C = 3 O 3 I- CO � O � O C0 J C-) 0 I� -0 Q L CO C -s CO H I -- in 3 CV = } ti 0 co 1— LID CO 2 CO -0 CC O 3 LU CO J CO O w d- 3 J W J C7 Cn LLI 0_ CO I- tb CC W Z O CV CC Z CC O CO I-1 Cr CV 3 W H X • O - Y CC CO CL O N m 3 CC ¢ O 3 O CC O O I- )'- Cl CO CC w w 3 CO = O I- I-'1 U w 'O CO LO - X w I- CC X ❑C C) I- d' J J I- CD J CC C H J J CY) CZ W = O CO X W W CO 10 = CO ,- 0' CI) CV Ct O CO O 0- O O O7 W CD CO I-- - _ +' `... C.) 2 CY) CO O O CO - -F--. O O O 4- CA O O O LA O . d' . CO . N W W CV O 0 O CO . O O O CV , O N O r. O � LCD O O O 'O L CO O] LO C.) CI) h-- %— _ ## C O LU CD .. L B L O Y C — N O +-■ N - CD N = N -- = O L CD U CO CD "O > N U L L O_ - O CO CL 1` U CO X ++ U "O X CO CO d CO -- -- CO CD I— I— X q- I— co CO q- x x I— CL -C5 c." (-- P• fr, > T._. m tr• -A cr, —C) -6- ..... ________ I __. -- 1 , / , . , , Il 1 , '1'1 1..r, —0 H 1 1 if a-t rr'' --r■ 1, I 0 r- r-- ,..) F.- ----\ i , r ._.. - , li ', r- ! ......_ 73 ,....._, 1----I ", , ----,-, --'?-- eri, 0 • 1 , E:7 i 1 1-- i r- --z, . . I 1 I' rm il r--- 4,-.4., / -,.v-,:....... 1 , I , (.7...> 1 . I i CD . , ---::\ I : t---) \----, H , fic, I ' I A c':.- ■ 1 ; 4:4,. /; I ' ' -Tr C.) I Ki .... '"P 1 -- q — ,,,,, 1 , " CN ,1 --. -Y. I . C.`,) - 71---,.. ,. ci,) f\ ,, i ,7 -. ,....,r,..•-..k 1 , I r--cle z -1:, -5'' rs-11V " , % "C■ \ \ LE ....1 \ : 1 I - I CI;_ .. - M _ if ( OP \ 1/,..,-. T..... rn Cs), I r i :a ;f- •(."- Li 'C.. r‘ \ "...1. .7 I e.. i Is; ' n*".■ / --4 \ . , -, 1 ' // z I 1 . / 1 I , ' I . Ti / ----) I .1....< ! / 1 7' - - X- - - - --,- 1 1 1 1 , I CA I I • I (-7.., . >, . i • , 1 X ' a z- z., e, , ,m4 i ..< Sri pci°111 , 1 rh---- r =-3 ' 4a. kl■ - C ffl rn r . •' -T, :---+ We W c> ) ____. 4161 Q or lb! c:) - ,.... ..____ c) "" ... H DArg EY K C 11/416 KO M - _ - ffi. = <i) { ,) t:::, - (-) cD 1=3 a c" C.4 . c_, ,,,,, ffi 4 .),J 0 • } r - ' ]■ $ \ } »/ /. )�. ¥ d \ }\ j f/w / 1 i/� } \i{ . \ itt j \ Q 4" G f } . | 9;>&$ 2'_ ,I ° . / }• j $ . # \ A I Component SolutionsTM' Truss Oregon Truss Inc Truss: A-Odell Version:431[Build 6] PH 503-581-8787 JobName: 1309297mwb C — r'E.CD 09/27/13 1/13 11:57:48 Page: ] u # Le t t r Span Pitch Qty 01-IL OHR CANT L CANT R PLYS Spacing WGT/PLY 40-0-0 4/12 8 0-0-0 0-0-0 0-0-0 0-0-0 1 84 in 243 lbs ✓`" j :`"a\ D AS SUBMIT TED 40-0-0 5-11-10 4-7-2 4-8-10 4-8-10 4-8-10 4-8-10 4-7-2 5-11-10 5-11-10 .I 10-6-12 15-3-6 I 20-0-0 I 24-8-10 I 29-5-4 34-0-6 I 40-0-0 l I:;JPkOVED AS NOTED Continuous 2x6142(or better)Blocking LI REJECTED A�d�.--ltd(0.148"x 3")nail-type �,C. � Reviewer .-- Z 12 2x6 B.C.PIN 12 4x7/ 4x7\ 14 Section A-A 4� 5 7 6x8/ 1x4 I 1 z4 I4 6x8\ N 3''1.5x4\ 1.5x4/ r 2 10 us 0 9x12-18/ 9x12-18\ A 11 i{ REVIEYNED FOR 13 A 4- 12 10x10 6z8- CODE COMPLIANCE Attach the blocks w/4-10d nails(min.)through each top chord member.Install top chord pudins @ 24"o.c.max as specified on this design(pudin design by others). 0-0-0 0-0-0 10-6-12 9-5-4 9-5-4 10-6-12 1 10-6-12 I 20-0-0 29-5.4 1 40-0-0 Loading General CSI Summary Deflection L/ (hoc) Allowed Load (Ps9 Bldg Code: IBC2009/ TC: 0.99(10-11) Ven TL Iin L/470 (12-13) L/180 TCLL: 25 TPI 1-2007 BC: 0.77(14-I) Vert LL 073 in L/645 (12-13) L/240 TCDL: 5 Rep Mbr Increase:No Web. 0.95(6-13) Horz TL: 0.296 11 BCLL: 0 D.O.L: 115% Creep Factor.Per=1.5 BCDL: 1 Plate Offsets lJncX.Y,Aog): (1:1-0-5.0.10,18.)(2:0-0,5-13,20.) (3:0-0,5-13,90.) (4:0-15,2-14.18.) (5.0-0,5-13.18.■ (6:0-0.5-13.0.) (7:0-0.5-13,18.) (8:0-15.2-14.18.) (9:0-05-13,90.) (10:0-0.5-13,20) (11:1-0-5,410,18.X12:0-0,5-8.0.) (13.0-0,5-0,0.) (14:00.5-8,0.) Reaction Summary JT Type Brg Como Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) I 5.5 in Douglas-Fir-Larch 4.63 in 4,340 lbs - -1,494 lbs -1,494lbs 100 lbs 11 H Roll(Waft) I 5.5 in Douglas-Fir-Lpch 4.63 in 4,340 lbs - -1,494 lbs -1,494 lbs - Material Summary Bracing Summary TC DEL 1800/1.8 2 x 6 TC Bracing: Purlins at 24"o.c..Perlin design by Others. BC DFL 22502 0 2 x 6 BC Bracing Perlin at 5-2-0.Puffin design by Others. Webs HF Stud 2 x 4 except: 5-13 DFL 1800/1.8 2 x 6 6-13 DFL#2 2 x 4 7-13 DFL 180011.8 2 x 6 Loads Summary 1)This truss has been designed for the effects of wind loads in accordance with ASCE7-05 with the following user defused input:105 mph nominal.Exposure C Fully Enclosed.Gable/Hip. Building Category I(1=0.87),Overall Bldg Dints 40 ft x 80 ft h=15 ft.Na End Zone Truss,Both end webs considered.DOL=1 60.CC Zone Width 0 ft. 2)Minimum storage attic loading in accordance with IBC Table 1607.1 has not been applied 3)In accordance with IBC Table 1607.1,minimum BCLLS do not apply. 4)This tmss is designed as an agricultural truss which for the purposes of this program is defined as a structure That represents a low hazard to people and property.See SCSI-10 for installation and temporary bracing Member Forces Summary Table indicates:Member ID,max CSI.max axial force,(mac comp force if different from max axial force) TC 1-2 0.992 -11.290 lbs 3-5 0745 -10,023 lbs 6-7 0.522 -7.008 lbs 9-10 0.933 -10016 lbs 2-3 0.934 -10,016 lbs 5-6 0522 -7,008 lbs 7-9 0749 -10.023 lbs 10-11 0.992 -11,298 lbs BC 11-12 0.775 10,537 lbs (-3,743 Ibs) 12-13 0.586 7,961 lbs (-2,653 Ibs) 13-14 0.586 7.961 lbs (-2,653 Ibs) 14-1 0.775 10,537 lbs (-3,744 lbs)I Webs 2-14 0747 -1,385 lbs 5-13 0.672 -2,234 lbs 7-12 0.898 2.125 lbs (-932 Ibs) 3-14 0.316 -1.062 lbs 6-13 0.954 3,256lbs I-1,435 lbs) 9-12 0.316 -1.062 lbs 5-14 0.898 2,125 lbs (-932 Ibs)7-13 0672 -2.234 lbs 10-12 0.746 -1,385 Ibs Notes: \t)L 11,Sr 1)When this truss has been chosen for quality assurance inspection.the Double Polygon Method pa TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10% 1\E• ..., 2),Bailding Designer shall verify self weight of the truss and other dead load materials do not exceed TCDL 5 psf WA S& 3) iding Designer shall verify self weight of the truss and other dead load materials do not exceed BCDL 1 psf f) f i1,1, 4)listed wind uplift reactions based on MWFRS Only loading. 'i 5)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of material for other design considerations. `�, .yy :i, fl,� .-' 7 f c 49( 4 SSIONNAL %" ' " n ,—, - ' - , 09/30/2013 -NOTICL•A copy atlas design shall be(nmishoi to the creetton emote. I he Jthign ol thp Indo-Waal miss is bused on desthn amens and lopuronume supplied l h Truss Masai/no and raises uinn he neentaey and completeness of the tn(ortwtion Simpson Strong-Tie Company wt bunt)by he Building De/p A seal on this drawing indicates seerpthacc ol prolcsstonsl -one responstlaloy solely for the trues emnponent design hn n. the suoulality and use ol I u mp for ny nemesia,6'Id g design Is the responsibility of the Builds,DesIgnr,per ANSI/II'I I2n07 Chapter 2.'WAX:TAG`louse remora proper handling_vmnon t and lathing.Refer to then eat srtiun m(SCSI(131111dmg Component 5n rely Inlonnthion jointly produced by TEl and SSCA)fa proper instalimiun methods and important wkly e,lomwtion rehtinr is ihe those tonsil—tuition poxes.In the ethane or speyiliti installer,v ton]tcmp.mry resinantitrattng in rbu..1 p M others the in mllu (including snsmllalion tolernnecsi and temporary y - lx -,g ol the s shall be in accordance -h 13CS1 S I and IleTil-lla trusses sluo require permanent resonant honing ol uhords and tenon stab members Inhere d edl-Tho drum mg tulle aids:toes he lout- lia Weald .The hod of-mdwahall truss member restraintibristmg shrill be ss spestind by he Butithne Ixsigner pa ANS1,111 I.Chattier f} -,truss permanent bowing d r p noi Sr.-Plied by bi others M1 hull he acuomplishoil by standsrd industry tat rs111 trains and dig sin hawing details In accordance with(8C SI S.or BC SI S s x applvahle'IMPORTANT.This&men BSSLIIMS the tr: 0.mann factored in awe rdanec n oh dos drawing and the 1 I ty enthral spectltd al ANSI IPI I C hapter 3 All wnlne0O plates stall be mans Mimed by Simpson Strong-Tie Company.Ins xdanec it oh f SR-274r-..All wnnntar plates are 211 gage miles,the spesihcd plate 5110 a.Ldion-d by a"-I8"which indicates on 16 gage plat. . 1 l v 40'-0" / /15'/ 14'-0" / 12'-0" 1 4'-0" /1 8 / 0 ✓ V ' 1[X1.< 1 L 1 1 1 I Da 1 L 1 _ I 1 .1 Qa l I 1 1 1 1 1 Dal n cst I x2 2 o I 1 2 = rn o m -I n o x I T K A NZ r N w __ v —IN I Il 1 1 I 1 I 1 I I I J I .1 J ( I I 1 D41 CDZ rD RN H NG 0r rrn 1 1 T m c N Cm N X r_ D N 0m mZ �n 0)y D m D N K 0 N I m< D 0 0 @ m T1 I C Z A N NA Z-A-I OA Z 0) , a °* A Ho w �O H jN n O m I \ —LDa [_ If I: I_ L_ I_ L L' I 1 I I I 1 I (IN' o 0 rn 1 0 0 ; 10 m I C ' b O r A Z trio:, rm z cn \ --IDS f I IL I I f l L I ICI I I -;1 ,1 4N I I NI v \ \ m w \ y nH -9N 01 N r 0 O 0 m X N 07D � � OG 0 r 0 CO D an 0 Cr x I r I X N A m ° rn N n ` H r Z 1 I' 0 M D O I Z r m N 0 =O 0 C I ° Am aH n0 m D a O C T D N n UZ OC -< D On N OH T I \ \ - W IN I, IJ 1 1- 1, 1, I_ I li- 1- ' I -1 -I -I -I ,J -I 1 I 1\-I NI ) 0) _ 01 N Z N x m -`D / \ � D Co� ° °� I'Dl oho wm O ID w �m 0 r ,,m I ADH 0p r � n I rn m° r.0 0 mx A a D M7 m (AT ("1 0) - l C r C 7C1 r> CTJ- DN < -< A D NZ r m �iV n -m T X 0 A Z ,,, -I 0 Z in A T m X N -I In \ \ IN I I t I I I I 1 L J I I IXII J I 1 I 1 1 I DO m Alk.';'3 II°' (3 _sr 1/of 4 ROBERT ODELL S CI,Ak M & W BUILDING SUPPLY O I ,. 391 DAISY KING RD. BUILDING W 1 CUSTOM POLE BUILDINGS �- ! SEQUIM, WASHINGTON & �G 40' WIDE x 60 ' LONG x 18' SAVE JEFFERSON 22175 S. HWY. 99E ,, 1 ,O , 2\'� COUNTY: CANBY, OREGON 97013 J� ),;'n 7 ROOF LOAD LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953 THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- °' . a, + DEAD LOAD 3 PSF 503 266-7102 (FAX) ; , AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY riit,. WIND LOAD 105MPH EXP: C PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF ?�'- DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SCALE NONE , �� ^' ) SEISMIC ZONE: D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO E, 28755 -� ,, BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 9/26/13 FOUNDATION PRESSURE 1500 PSF AND/DR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR ��1ST . \ LAT, SOIL BEAR ING: 100 PSF AIXAGENCIES TSIC SLAB E HAIRPINS&SHOWN FORCONSTRA N ENTHORS. THIS DESIGN ¢S,'fIJ?Va1L ?(..) BUILDING DESIGN 2012 I.B.C. STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT KIT MW 131 27 L • • I • l I. BUILDING PAD SHALL BE CONSTRUCTED ON LEVEL SOIL. S J ' 2. COLUMN FOOTING CONCRETE BACKFILL SHALL BE CASTE AGAINST EXISTING 5 I UNDISTURBED SOIL THE SIZE AND SHAPE SHOWN ON DRAWINGS. (U.O.N.) 1 3. ALL WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES AND ORDINANCES AND THE LATEST EDITION OF THE I.B.C. PURLNS 2x OUTRIGGERS 4. BOLT HEADS A NUTS BEARING ON WOOD SHALL HAVE STD. PLATE WASHERS. BOLTS SHALL BE ASTM A307. BOLT HOLE DIA. SHALL BE 1/16" 36" SIMPSON LARGER THAN BOLT DIA. CS16 W/ 22—N10 5. STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A36 UNLESS 6x III (1 1 EA GIRT TYP) OTHERWISE NOTED. 6. REBAR SHALL BE GRADE 40 UNLESS OTHERWISE NOTED. (U 0.N.) COLUMN PLACE ON TOP OR 7. CONCRETE FOR FOOTINGS & SLABS I'c=2500 PSI 8. BEARING BLOCKS SHALL BE PRE-DRILLED PRIOR TO SETTING 20d NAILS -J ' L BOTTOM OF GIRT 9. 20d NAILS SHALL BE GALV. BOX TYPE �_- 10. BOLT HOLES SHALL BE DRILLED STRAIGHT AND PERPENDICULAR TO THE COLUMN FACE TO ASSURE FULL BOLT BEARING 11. SEE TRUSS DRAWINGS FOR DOUBLE TRUSS BLOCKING REQUIREMENTS 2x 6 MSR 1 650 EAVE 12. ALL 6x TIMBERS SHALL BE ROUGH SAWN AND TREATED TO 0.60 RET FASCIA GIRT JOIST HANG W/ #10 X 1 1/2" SCREWS @ 9" O.C. W/ CCA TYPE C. SIM LU26 EA END (TYP) FASTEN AT EACH GIRT OR PURLIN 13. NO OTHER MATERIALS SHALL BE USED W/O M&W BUILDING APPROVAL S S NOTES 5 gl GIRT SPLICE 5 TYP. PANEL W/ OVERHANG W/O EXTENDED LEG N.T.S. ►. %- 1 3-20d TOTAL „r 2x3 1� J/ ►,1 -11 \ NC-- NAIL EA PURLIN CONTINUOUS 2x6 ` ��"�l 2x3 "T (SPF C165OF 1.5E) i �� BRACE ,� TO BLOCK W/ NAIL PURLIN SOLID MEMBER �__�`''..,N, �/ 2-20d (4 READ) TO PURLIN W/ BETWEEN BOTTOM Zt � ` ' \�/� \ 2-20d (TYP) CHORDS 0. I_ , _ ` BLOCKING r/ 18" O.C. `` K�� `�`\7`_ ` 2x PURLIN BLOCK u' �L\ � � IS�� -��31. NAILED THRU TOP / TOENAIL PURLINS 1 ■ N CHORD/RAFTER TO EA TRUSS W/ ,1 Od ® 12" O.C. TRUSS W/ 4-20d CHORDS TOP 2x3 RESTS (2 EA SIDE TYP) 1-20d (TYP 3 TOTAL) STAGGERED FROM ON & IS NAILED EA TRUSS FACE TO EA BOTTOM DOUBLE TRUSS / CHORD W/ (OR RAFTERS) 10 2-2Od (TYP) 4 "T" BRACING DETAIL PURLIN BLOCK NAILING g BOTTOM CHORD SOLID BLOCKING #1 PURLIN BLOCK TO TRUSS/ C 1 1/2" P 9 C SCREWS #1 1 1 SCREWS (TYP) S ® 9" 0/C (TYP) RAFTER/OUTRIGGER W/ _ "I�= _ - t'I�- 3-20d EA SIDE (TYP) U U OUT RIGGER TO COLUMN W/ 6-20d EA SIDE ��1 END COLUMN A �� END COLUMN 1 �1 2x OUTRIGGER ,�� BOTTOM 2x3 d COLUMN TOP 2x3 TO BLOCK ' - W/ 4-1 Od (TYP) W/ 2-20d (TYP) i. 20d ® 18" OC 20d ® 18" OC F S MSR 1650 2x6 MSR 1650 / i ! I S ld ': FASCIA W/2-20d EAVE GIRT / I / • INTO EA JOIST HANG TO /J OUTRIGGER (TYP) OUTRIGGER W/ �� 2COLB LONG KN%O , ,, SIM LU26 !9' 2x3 T BRACE 4-2Od (TYP) •EA END (TYP) (1 ROW) IN LINE I W/ END COLUMN (7) OVERHANG DETAIL A END WALL SECTION END WALL SECTION (OPTIONAL) NOTFS_ II N, SEE TRUSS DRAWINGS FOR DOUBLE TRUSS 1 1/4" MIN EDGE DISTANCE BLOCKING REQUIREMENTS AND WEB BLOCKING 2 1/2" MIN O.C. LOCATIONS, IF APPLICABLE. 2 1/2" MIN O.C. 2 1/2" MIN O.C. FOAM RIDGE CAP FASTEN CLOSURES W/ STITCH SCREWS 12 AT ALTERNATE RIBS METAL SALES PRO—PANEL II(TM) 4 OR EQUAL. 0.0165"± GRADE E STEEL SIDING 84 ROOFING. FASTEN 010∎ 41 44,4r W/ 1 1/2- CAD PLATED #1 0 - 6-2Od EA SCREWS B 9" O.C. (TYP) ��' I ��`' \� `rr SIDE (TYP) ��00. 2x3 ,.T„ BRACE I �*\*' 2x6 BLOCK W/ �> `r OVERHANG �� 10-20d EA SIDE �,.� 1 -5/8" BOLT - 8c 6-2Od EA h2 2 x 6 SOLID SIDE (TYP) '��' r�� BLOCKING V(1 �� ._ �I / ' 6-20d EA SIDE (TYP) 6 0W O 5/8" BOLT THRU TRUSS (DO NOT DAMAGE TRUSS 2 PLATE) 8c W/ 6-20d 2" EDGE '''/-7 2-20d BLOCK TO EA SIDE (TYP) DISTANCE _./.-7 / COFUMN (EA TYP) 2x6x24" BLOCK W/ II 5 —5/8" DIA MBs W/ �-M- _ja WASHERS EA SIDE (TYP) 5 1 4' 2x6 MSR 1 W4 I MIN GIRTS ® 24" O.C..0. W/ r`-- I- I O 3" O.C. 2x BLOCK EA END (TYP)III W 3" O.C. US . 3" O.C. 2-20d GIRT TO 0 OQ I Q / 2x BLOCK (TYP) 13" O.C. / 1 GRADE 1 . IL I ,:I.: SKIRT BOARD C IE U V E 2X10 O PT HEIR #2 - 10 24" DIA CONCRETE EA END 2TOYP .... BACKFILL ALL D ( ) .o Ir— COLUMNS (TYP) 1 � OLi 3 0 2013 . — , . . SHT 2 of 4 Re II 1 R ene , ( jA •00 M & W BUILDING SUPPLY rig, L MI I, �►iI EI T _BNI DING SUPPLY VIN') `a,-,,.4 ,/f CUSTOM POLE BUILDINGS SEQUIM, WASHINGTON & Niy � / W �" s ''f,3 40' wIDE x 60 ' LONG x 18' EAVE JEFFERSON 22175 S. HWY. 99E p, �C"� 3 `� A 1 COUNTY: CANBY, OREGON 97013 ��{ �� ROOF LOAD. LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953 / 1 ., THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- S ) DEAD LOAD: 3 PSF AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY 1503) 266-7102 (FAX) Y;{ WIND LOAD: 105MPH EXP: C PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALES NONE y DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES. �. .; SEISMIC ZONE: D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO r 1 ? �' i BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 9/26/1 FOUNDATION PRESSURE 1500 PSF AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR �C') �C'r�76�'� t4''�� LAT. SOIL BEARING 100 PSF AGENCIES, SLAB & HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN T � MIX, THICKNESS, CJ' s, & REINF RC MEN BY OTHERS. THIS �`�, Gj E S BUILDING DESIGN: 2012 I.B.C. STRUCTURE HAS ETres1 1?F Y lJSE+1 TH INTERIOR FINISH /��NA:L SiN CLOSED BUILDING MATERIALS SUBJ Tres OR FAIL D TO LATERAL MOVEMENT KIT MW 13187 4 .- I Y N X 0 -- - - - - - - - - -- I A -- - - - - - - - - NJ x 0 - - - - - - - - - -- S 0 W - - - - - - - - - - - - - -- 00 - - - - -- - - - - - - - - -- W O 0 A D D O O ITI f l S 3 of 4 ROBERT ODELL _ �- � / , 391 DAISY KING RD. BUILDING SUPPLY M & WsTBoM BUILDING SUPPLY & �� '�, S� I�}.1i �'li SEQUIM, WASHINGTON Off_.*'��1° ", 40' w I DE x 60 ' LONG x 18' EAVE JEFFERSON 22175 S. HWY. 99E /� � :,•COUNTY: CANBY, OREGON 97013 - 'f •- ), %' ROOF LOAD LIVE 25 PSE ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953 ., �° DEAD LOAD 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- 503; 266-7102 (FAX) ` / ,."' A ATIONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY _ ,I WIND LOAD: 105 MPH EXP' C PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF � ; DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SCALE: NONE //' fir SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY THEY ARE NOT TO i BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 9/26/13 28765 ,k' LA AT. SO I❑LNBEARING: 100 1500 PSF AGENC R IES FIRE SLAB &LIFE-SAFETY SHOWNREQUIREMENTS OR CONSTRAOINME TLOCAL ONLY. DESIGN �(, ,�FCISI Y 4�� MIX, THICKNESS, CJ' S. I. REINFORCEMENT BY OTHERS, THIS S C� BUILDING DESIGN 2012 I.B.C. STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH KIT MW 13187 SF S' CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT • a • i k >22 1 I I I I 1 1 1 1 1 11 I 1 1 1 I I I 1 1 I I I I I 1 1 1 1 I I 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I I I 1 1 1 I 1 1 I 1 1 1 1 1 I 1 1 1 I I I I I I I 11 1 1 1 1 i 1 1 1 1 I I I I 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I I 11 1 I I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I I 1 I I I I I 1 1 1 1 1 1 1 I I I I 1 I 1 1 1 1 1 1 1 I I I 1 I 1 I 1 I I I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I I I i 1 1 1 1 1 1 1 1 I I 1 I I GRADE I II I I I I II I I I I II I I I I II I I I > 122 I I I I 1 1 Ii 1 I I I 1 1 1 1 I 11 1 1 1 I 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I ; 1 1 1 1 1 1 I I I 1 I I I I 1 1 1 1 I I I 11 1 1 1 1 11 I 1 1 I I 1 1 1 1 1 I I 11 1 1 1 1 1 1 1 1 1 1 I 11 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 11 1 I I 1 1 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I I I 1 1 1 11 1 I 1 1 1 I I I I I I 1 I 1 I I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I I I I 1 I I 7 GRADE riI ,1 II II II II II II II II II II II II II II II II /) f o f 4 M & W BUILDING SUPPLY ROBERT ODELL — Cr''' CL,q 391 DAISY KING RD. ISSUING SUPPLY � of Y4As 7'16" CUSTOM POLE BUILDINGS & SEQUIM WASHINGTON 40' WIDE x 60 ' LONG x 18' EAVE JEFFERSON 22175 S. HWY. 99E ://4 t COUNTY: CANBY, OREGON 97013 OR �� ,� ROOF LOAD LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953 / �.71F `/'' THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- S DEAD LOAD 3 PSF AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY 1503 266-7102 (FAX) , WIND LOAD 105MPH EXP, C PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF � r� ,y f`" DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SCALE NONE SEISMIC ZONE D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY, THEY ARE NOT TO 28765 �� FOUNDATI❑N PRESSURE 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY IRDO/RM 9/26/13 I" °,t, .+ufSti� ,C.,<4 LAT. SO I L BEAR I NG 100 PSF AGENCIES I SLAB &IHAIRPINSTSHOWNO FIOR CONSTRAAIN ENTAONLYDEDESIGN �SSI�NAL��` BUILDING DESIGN 2012 I.B.C. MIX, THICKNESS, CJ' s, & REINFORCEMENT BY OTHERS. THIS — STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH KIT MW1318 7 CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT w BUILDING SUPPLY WIIIIPPP- p 22175 S.Highway 99E,Canby,Oregon 97013 Phone:(503)263-6953 Fax:(503)266-7102 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. MW 13187 OWNER: Robert Odell 391 Daisy King Rd Sequim, WA 98380 ENGINEER: s cry ��Q�F Wttisy I ,o " - Pi-:, (17j hr■i EOEIN 1 -:- 7x H iii :< ji j �,i,/( °467$ do ?�4� (�1; O C i 3 0 2013 SIONAL JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT 9/30/2013 MW13187(Odell)40x60x18.xmcd 1 • POST FRAME BUILDING REFERENCES: 1. 2012 Edition of the International Building Code 2. ASCE 7-10- Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers,2011 3. 2012 Edition, National Design Specification(NDS)Supplement For Wood Construction,American Wood Council,2011 4. ASABE EP486.2-Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers,2012 9/30/2013 MW13187(Odell)40x60x18.xmcd 2 DESIGN INPUT VALUES: Buildinq Dimensions Wbldg 40-ft Width of Building Lbldg:= 60-ft Length of Building Hbldg:= 18-ft Eave Height of Building Overhang 18•in Length of Eave Overhang Rp tch-= 4 /12 Roof pitch Bay:= 13-ft Greatest nominal spacing between eavewall posts WLgableopenings:= 0-ft Total width of openings in left gable wall WRgableopenings 0-ft Total width of openings in right gable wall WFeaveopenings 38-ft Total width of openings in front eave wall WReaveopenings 0•ft Total width of openings in rear eave wall Design Loads for Buildinq: Risk_Category :_ ......_._ Wind Design Values: Wind Speed: Wind Exposure: Vwind = 105 mph Exposure:_ .. Seismic Design Values: Site_class :_ "ir 177;1 SS:= 1.179 Mapped spectral acceleration for short period S1:= 0.485 Mapped spectral acceleration for 1 second period Ra:= 7 Response modification factor Roof Load Design Values: pg:= 25.psf Ground snow load Pd= 3 psf Roof dead load Roof type is= "metal sheathing" pLr:= 20-psf Roof live load Pd2:= 0•psf Additional truss bottom chord dead load(if applicable) 9/30/2013 MW13187(Odell)40x60x18.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Eave Post Properties:(Solid rough-sawn post unless otherwise specified) Sport :_ r6;. Post Species :_ _ Post Grade :_ Hem-Fir 12 Purlin Properties: Girt Properties: Spurlin:= Sgirt:_ Sx26 1 Sx26 Purlin ies := Girtspecies:_ MSR 1MSR +A Purlingrade := G grade :_ 1 IO" :. 1 1650 zi Purlinspacing:= 24-in Girtspacing:= 24-in Post Hole and Footing Design Values: gsoll:= 1500-psf Assumed soil vertical bearing capacity Ssoil= 100psf Assumed soil lateral bearing capacity dia_footing:= 2-ft Main eave post footing diameter Slab and backfill information Concrete_slab I'10 Backfill_type:— Concrete =' Main eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 9/30/2013 MW13187(Odell)40x60x18.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees,and less than 70 degrees. pg= 25psf Ground Snow Load(from above) Rangie= 18.43 deg Angle of roof Ce= 1.00 Exposure factor Ct= 1.00 Thermal Factor Cg = 0.79 Roof slope factor TS = 1.00 Importance factor 1. Determine Roof Snow Loads: pf:= 0.7•Ce Ct•IS•pg Equation 1 pf= 17.5 psf Flat roof snow load; Roof slope <_ 5deg P5 CS•Pf Equation 2 Ps= 13.9 psf Sloped roof(balanced)snow load 2. Determine final snow load,psi, ps„= 25 psf Final roof snow load 9/30/2013 MW13187(Odell)40x60x18.xmcd 5 WIND ANALYSIS: Method 2-Analytical Procedure Vwind = 105 mph Wind Speed lcd= 0.85 Wind Directionality Factor kit= 1.0 Topographic Factor kz= 0.882 Wind Exposure Factor(windward) Iw= 1.00 Importance factor qh 0.00256•1cikzt'kd-Vasa 2'1w qh= 21.16psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww:= qh-GCpfww qlw:= gh•GCpflw qww= 10.93 psf qlw= —8.79 psf Windward Gable Wall: Leeward Gable Wall: gwwg:= gh•GCpfwwg glwg:= gh•GCpflwg gwwg= 8.46 psf giwg= —6.14 psf Windward Roof: Leeward Roof: gwr:= gh.GCpfwr qlr:= qh-GCpflr qwr= —14.60 psf q3.= —9.91 psf Wall Elements: Roof Elements: qwe:= gh-GCpfw qr:= gh-GCpfi. qwe= —16.93 psf qr= —16.93 psf Internal Wind Pressure(+/-): qi:= gh.GCpi q;= 3.81 psf 9/30/2013 MW13187(Odell)40x60x18.xmcd 6 . SEISMIC CALCULATIONS: SS = 1.18 Mapped spectral acceleration for short periods(from above) S1 = 0.49 Mapped spectral acceleration for 1-second period(from above) le= 1.0 Importance factor Ra= 7 Response modification factor(from above) 1. Determine the Seismic Design Category a.Calculate SOS and Sol For SOS: For SOS: For SS= 1.18 For S1 = 0.49 Fa= 1.03 F„= 1.52 SmS:= Sa-Fa SMI := SIT,/ Sms= 1.21 SM1 = 0.735 SDs:= (-2 3}sMs SDI:= 3/-SMI SDS= 0.81 SDI = 0.49 Seismic_Design_Category= "D" 2. Determine the building parameters Building dead load weight,W: [2 (WbIdg W:= [Wbldg'Ibldg'�(pf s--2) +pd + +L Hbldg bldg)' 2 l>d W= 12600.0 lb Building area,Ab: Ab:= Lbldg•Wbldg Ab= 2400 f( 9/30/2013 MW13187(Odell)40x60x18.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period,T ( f\0.75 Hbldg+ Ta:= .02• 2 T:= Ta T= 0.20 s ■ ft b.Detemine the Seismic Response Coefficient,Cs: Cs is calculated as: But need not exceed: SDs Cs3 = 0.352 Cs2:= Ra C2 = 0.115 But shall not be less than: Cs1 = 0.036 Cs = 0.115 Seismic Reponse Coefficient to used in determination of seismic base shear c. Detemine the Seismic Base Shear: Vbase shear Cs-W base shear= 14551b 4. Determine the seismic load on the building: Since Seismic_Design_Category= "D" , p = 1.3 E = 1324 lb Seismic load on building • 9/30/2013 MW13187(Odell)40x60x18.xmcd 8 BUILDING MODEL: STEP 1: DETERMINE THE SHEAR STIFFNESS OF THE TEST PANEL This procedure relies on tests conducted by the National Frame Builders Association. The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area.The material and section properties for the test panels are thus reasonable and will be used throughout. The stiffness of the test panel was calculated to be: c=2166 lb/in STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c'= (E X t)/(2 X(1+V)X(g/p)+(K2/(b'X t)^2)) Where: Estee)= 27.5x10^6 psi(modulus of elasticity for steel) t= 0.017"(thickness of 29 gauge steel) V= 0.3(Poisson's Ratio for steel) g/p= 1.139 ratio of sheathing corrugation length to corrugation pitch b'= 144"(12'-0"length of test panel) STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 lb/in) and the unknown value (K2)was solved for. K2= 1275 in4 sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (Ch Wbldg 4 K2:= 1275in 4 O = 18.43 deg Angle of roof pitch 2 from horizontal bnew:_ cos(0) t:= 0.017-in Estee]:= 27500000-psi bnew= 253 in Esteel't C K 2.961 + 2 lb 2 c= 6503— (bnew-t) in STEP 2.3 &2.4: Calculate the equivalent horizontal roof stiffness(ch)for the full roof: Since ch is for the full roof,the roof length must be ratioed by the aspect ratio of the roof panel (b/a) where "a"is the truss spacing in inches. 2 bnew a:= Bay ch:= 2•c-cos(0) • a a = 156 in Ch= 18981 lb in 9/30/2013 MW13187(Odell)40x60x18_xmcd 9 STEP 3: DETERMINE THE STIFFNESS OF THE POST FRAME(k): Since the connection between the posts and the rafters can be assumed to be a pinned joint,the model for the post frame can be assumed to be the sum of two cantilevers(the posts)that act in parallel. The system of the post frame can be calculated from the amount of force required to deflect the y stem one inch. The spring constant(k)in pounds per inch of deflection results directly. k= 199 pli STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE(R): Apply wind loads to the walls to determine the moment,fiber stress and end reaction at prop point R. Calculate Total Wind Load: qe= 19.72 psf wind load gwwpost:= qe a 2\ gwwpost= 21.36 phi Lpost_bndg Mwind := gwwpost 8 j Mwind = 111128in•lb Mwind fwnnd:= C f 868 psi "xeavepost wind= P Lpostbndg R:= 3 gwwpost 8 R = 1634 lb l STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio(k/ch)will be used to determine the side sway force modifiers. k — = 0.010 Ch STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.969 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:= mD•R Q = 15841b Since not all of the total side sway force(R) is resisted by the roof diaphragm,some translation will occur at the top of the post.The distributed load that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. Mdfl= 13625 in•lb fdfl= 106 psi Calculate the total moment and the total fiber stress in the post. Mtot:= mD•Mwind +Mdfl Mtot= 121347in•lb ftot:= mD•fwind + fdfl cot= 948 psi 9/30/2013 MW13187(Odell)40x60x18.xmcd 10 • MAIN POST DESIGN: Calculate allowable unit compression stress, Fee. Fel = 500 psi Fc Fcl-CDsnow.CMcpost-Ctpost.CFcposi-Cipost Fe= 575 psi Allowable compression stress including load factors Lpost bndg= 204 in Bending length of post dpost= 8 in Minimum unbraced dimension of post K.e:= 0.8 c:= 0.8 En,i„ wood = 400000 psi E'er := End. wood•CMEpost'CtpostE•CipostE Ie Kelpost_bndg le= 163.2 in 0.822.E' - FeE:= FeE= 790 psi / Ie dpost) Calculate Column Stability Factor, Cp: / FcE 2� FcE FcE 1 + — 1 + — — C Fe – Fe – Fe C = 0.79 P \ 2-c J \ 2.c j C P Fee:= Fe-Cp Fee= 453 psi Allowable compression stress on the post Wroof= 28psf Total roof loading P deadpost= 838 lb Axial loading per post due to roof dead load PLroofpost= 5590 lb Axial loading per post due to live roof load Psnowpost = 7182 lb Axial loading per post due to roof snow load (load case 2) Psnowpost_fs= 48911b Axial loading per post due to roof snow load (load case 5) Fb:= Fbl'CDwind'CMbpost'Ctpos t'CLpost'CFbpost.Cfupost-Cipost Fb= 1079 psi Allowable bending stress per post including load factors 9/30/2013 MW13187(Odell)40x60x18.xmcd 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbi := 0 fb1 = 0 psi Actual bending stress on post Pdeadpost+ PLroofpost fo:_ fe= 134 psi Actual compression stress per post Apost ( f C CCFALII := — `Fcc" CCFALII = 0.30 Load Case 2: Dead Load +Snow Load fbi := 0 fbi = Opsi Actual bending stress on post I', Pdeadpost+ Psnowpost fo= 167 psi Actual compression stress per post Apost f� CCFALI2:= -- F„) CCFALI2 = 0.37 Load Case 3: Dead Load +0.6*Wind Load fbi := ftot fb1 = 948 psi Actual bending stress on post Pdeadpost fc:= f*,= 17 psi Actual compression stress per post -post i fc 2 fbl CCFALI3 := F + f co Fb• I — c \ FoE` CCFALI3 = 0.90 • 9/30/2013 MW13187(Odell)40x60x18.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load+0.75*(0.6*Wind Load)+0.75*Live Roof Load fb1 := 0.75-(ftot) fbi = 711 psi Actual bending stress on post fc.— Pdeaapost+ 0.75 Plxoofpost fc= 105 psi Actual compression stress per post Roost 2 - CCFALI4 := / f-° \ + fbi \Fcc/ Fb 1 — fc FcE CCFALI4 = 0.81 Load Case 5:Dead Load+ 0.75* (0.6*Wind Load)+0.75*Snow Load fbi := 0.754f0) fbi = 711 psi Actual bending stress on post Pdeadpost+0.75 Psnoapost_fs fc:_ fc= 94 psi Actual compression stress per post Apost 2 CCFALI5 := /�\ + fbi f cc/ F.b• 1 — c F FcE CCFALI5 = 0.79 Load Case 6:0.6* Dead Load+ 0.6*Wind Load fbi := ftot fbi = 948 psi Actual bending stress on post 0.6-Pdeadpost fc:= fc= 10 psi Actual compression stress per post Apost 2 - CCFALI6 :_ /-c + fbi F ( cc) Fb 1 _ FcE J— CCFALI6 = 0.89 CCFALI= 0.90 Less than or equal to 1.00 thus OK 9/30/2013 MW13187(Odell)40x60x18.xmcd 13 • DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear: qe= 19.7psfEave wall wind pressure from above groof= 4.8psf roof wind 10 Veave wind:— .375-170. ldg4b1dg'(l) +(Hroof"Lbldg'groof) 2 Veave wind = 4831 lb 2. Determine the seismic load to be resisted by the gable wall in shear: Veave seismic:_ —E Veave seismic = 662 lb 2 Veave_ seismic Determine the controlling load to be resisted by the gable wall in shear: The controlling load= "Veave wind" . Therefore, Vgable_shear= 4831 lb Vgable_shear is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgable_shear Vlgablewall wbidg — WLgableopenings vlgablewall= 121 plf Left gable shear load Vgable_shear vrgablewall'— vv bldg — WRgableopenings vrgablewall= 121 plf Right gable shear load The gable wall diaphragms can resist the shear loads as follows: Vlgablewall 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown in the engineered vrgablewall 142 plf drawing package. M 9/30/2013 MW13187(Odell)40x60x18.xmcd 14 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: qg= 14.6 psf Gable wall wind pressure Hroof= 6.7 ft 0.3754nD•Hbldg•Wbldg.gg +0.5•Hroof'Wbldg'gg Vgable_wind:= 2 Vgable_wind= 2884 lb 2. Determine the seismic load to be resisted by the eave wall in shear: Vgable_seismic:= E 2 Vgable_seismic= 662 lb 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load= "Vgable_wind" . Therefore, Veave shear= 2884 lb Veave shear is the shear load that is transmitted through the roof diaphragm to each eave wall. Normalize the load to a per foot basis. veave shear `, feavewan:= = If Front eave shear load of Lbldg— WFeaveopenings eavewall= 131 P Veave_shear vreavewall = 48 if Rear eave shear load Lb vreavewall P The eave wall diaphragms can resist the shear loads as follows: vfeavewall< 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown in the engineered vreavewall< 142 Plf drawing package. • a • 9/30/2013 MW13187(Odell)40x60x18.xmcd 15 . EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. Post is= "not constrained by a concrete slab" Va= 1467 lb Lateral shear load at the groundline Ma= 50561b•ft Moment at the groundline dia_footing= 2 ft Main post footing diameter Ssoi1= 100psf Lateral capacity of soil Trial depth = 1.5 ft.-The starting depth of the post hole depth.The final post hole depth is determined by iterating to a final depth. 3.4 ft This is the minimum required post embedment depth for lateral loading depth_post= Gable wall uplift due to shear loading on gable wall shear panel: Calculate uplift pullout of the gable wall posts due to shear loads on the gable walls. Veave_wind = 4831 lb Calculated from above Veave_wind•Hbldg Cpsst:= Cpsst= 2174 lb This is the uplift load on one gable wall post Wbldg—Wgableopenings Assume a dead load weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the gable wall post in the ground will be as follows: B Roof:= 2y'Wbldg'2PSf Roof= 5201b Dead load of roof u Wbldg\ 2'Bay Gable_wall•= [ ldg*(Wbldg — Wgableopenings) + Hf 2 l + Hbldg' 2 )� 2'psf Gable_wall= 2175 lb Dead load of gable wall depth_gable_footing= 5.0 ft gable post embedment depth Posts:_ (Hbldg+ depth gable_footing)'Wpost Poste= 268 lb Weight of post dia_gable_footing= 2 ft Diameter of gable wall posthole footing Concrete backfill in the gable end posts is = "not required" to resist gable wall panel uplift. Backfill= 2106 lb Gable post backfill weight if gable end post hole is backfilled with concrete(0 if granular or native soil backfill. Concrete backfill may or may not be required to resist gable wall panel uplift). Wttot:= Gable_wall+ Roof+Posts+ Backfill Total resistance for gable wall panel uplift. Since Wttot is greater than Wttot= 5069 lb the gable wall panel uplift,Cpost,the gable wall footing is adequate. 9/30/2013 MW13187(Odell)40x60x18.xmcd 16 • FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. qso;�= 1500 psf Soil bearing capacity for footing dia footing= 2 ft Footing diameter 2\ dia footing Afooting 4 J Afooting= 3.14 fl2 Footing area Post_depth= 5.0 ft Minimum required post embedment depth "footing Afooting-Choir dfactor "footing= 8954 lb End bearing capacity of footing "snow= 80211b Total footing load Note that the end bearing capacity("footing)is greater than the snow load ("snow). This is OK. • 9/30/2013 MW13187(Odell)40x60x18.xmcd 17 • GIRT DESIGN: The girts will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. qwegirt= 3.46 pli Lgut- _span= 162 in Orientation= "Commercial" Lgirt_span2 Mg;1t gwegirt 8 Mg;t= 11339 in-lb Bending moment in the girt Mgirt fbgirt:= fbgirt = 1499 psi Stress applied to the girt Sgut Determine the allowable member stress including load factors. FbGi1.t= 1650 psi CDwi11d = 1.60 Ci,,lbgirt= 1.00 Ctgjrt= 1.00 CLgirt= 0.99 CFgirt= 1.00 Cfug;rt= 1.20 Crgirt= 1.15 Fbgirt FbGirt-CDwind-CMbgirt-Ctgirt'CLgirt-CFgirt-Cfugirt'Crgirt Fbgirt = 3602 psi > fbGirt This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin= "2x6" Purlinspaeing= 24 in o.c. 1-purlin_span= 159 in wp1 din= 4.43 pli Maximum combined distributed roof load along top edge of purlin 2 Mpurlin-- wpwlin Lpwlin_span Mpwlin= 13990 in-lb Bending moment in the purlin 8 Mpwlin fbpurlin fbpurlin= 1850 psi Bending stress applied to the purlin Spwlin Determine the allowable member stress including load factors Fbpurlin= 1650 psi CDsnow= 1.15 CMbpuriin= 1.00 Ctpurlin= 1.00 CLpurlin= 0.99 CFpurlin= 1.00 Cfupurlin= 1.00 Crpudin= 1.15 Fbpurlin FbPurl in'CDsnow-CMbpurlin'CtpurliriCLpurlin CFpurlin-Cfupwlin Ctpurlin Fbpwlin= 2170 psi > Fbpwlin This is OK • s 9/30/2013 MW13187(Odell)40x60x18.xmcd 18 MAIN POST CORBEL BLOCK SIGN: Determine the required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities ZTboit 58 = 1590 lb Shear capacity for 5/8"dia.bolts zTboit 34= 2190 lb Shear capacity for 3/4"dia.bolts zTbolt to= 3600 lb Shear capacity for 1"dia.bolts zTnail 16d= 122 lb Shear capacity for 16d nails zTnait god= 147 lb Shear capacity for 20d nails Pcorbel= 8638 lb Combined snow, or live roof,and dead loads on corbels If 5/8 dia. bolts are used: Nbolts58= 4.7 Number of 5/8"dia.bolts required in the corbel block,if used. If 3/4 dia. bolts are used: Nbolts34= 3.4 Number of 3/4"dia.bolts required in the corbel block,if used. If 1 dia. bolts are used: Nbolts10= 2.1 Number of 1"dia.bolts required in the corbel block,if used. If 20d nails are to be used: Nails2Od= 25.5 Number of 20d nails required in each corbel block,if used. If 16d nails are to be used: Nailsl6d= 30.8 Number of 16d nails required in each corbel block,if used. • I 9/30/2013 MW13187(Odell)40x60x18.xmcd 19 • 0 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg = 40ft Width of Building Ground snow load= 25 psf Lbldg= 60ft Length of Building Roof dead load= 3 psf Wind_speed= 105 mph Hbldg= 18 ft Eave Height of Building Wind_exposure= "C" Overhang= 18 in Length of Eave Overhang Seismic_Design_Category= "D" Rpitch= 4 /12 Roof pitch Post Details Footing Details: Post_size= "6x8" Post_is= "not constrained by a concrete slab" Post grade = "#2 Hem-Fir" Postdepth= 5.0 ft ft Design Post Depth Usage = 90 %Combined stress usage of post dia jeering= 2.0 ft ft Design Footing Diameter Shear Wall Details: Footingusage= 90 % Stress usage of footing vgablewan= 121 plf Max.shear in gable wall veavewan= 131 Of Max.shear in eave wall Girt Details: Girt usage= "41 % Stress usage of wall girt" Orientation= "Commercial" Purlin Details: Purlin_usage= 85 % Stress usage of roof purlin for snow loading Corbel Block Bolts: Nboits58= 4.7 Number of 5/8"dia.bolts required in the corbel block, if used. Nbolts34= 3.4 Number of 3/4"dia.bolts required in the corbel block,if used. Nbolts10= 2.1 Number of 1"dia.bolts required in the corbel block,if used. Nails20d= 25.5 Number of 20d nails required in each corbel block, if used. Nailsl6d= 30.8 Number of 16d nails required in each corbel block, if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. JEFFERSON COUNTY A` " DEPARTMENT OF COMMUNITY DEVELOPMENT Date: a-9 Time Received: 54/17‘ an-: : Mon. Tue. ed. Thur. Fri. Date: . BLD: /3 - -PA. Contact Name: Owner: Contact Number: 360 516/ `-tWZ- Address: ./3(-11 D4/,Sy k, 206 Notes: t-At pa 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 A Setbacks Floor Foundation Wall Address Posted Block &Tile Ceiling . . 1 .. - • - .,..,.*:,%"4",•..,-,: . . . 3,:::14 -..t.,•,-.'Al. . - . V ..,..a,-..„......„....—...:_,....,...„..,....„..,3 - - . Dataq _6- -time received (12->;-) ‘...63) pm Mon. 441k Wed: Thur. --Fri. - DLO: 13-34-6 Date. / V OWNER: V . . - Contact Name: • ADDRESS: , / .04-0/ /6„,1 ...s v - Contact Number:360 6.20 /2 6—Y - 206 r Notes: . . . V V V• . - . . - • - - Foundation Plumbing -Framing . Propane Tank Mechanical , . .. . . . Setbacks yr Under-ground Framing Under ground Furnace Footing Rough in Air seal Above ground - Gas Sternwall Hydronic Exterior shear Exterior lines Oil — Straps Interior shear Interior lines . Ducts Post Hole Ventilation Appliance Underfloor _ Gas/wood stove Man-Homes Setbacks - Insulation. . Final inspection Foundation- . -... Block&Ile floor _wall ceiling Address Posted s Jefferson County Building ID lon Permit Niter: BLD13-00346 Applicant: O'DELL BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2012 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 Setbacks (1I) Erosion Control Post Holes Framing '7 Blocking Drywell/Alt Drainage Address Posted FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • CONDITIONS for Building Permit# :BLD13-00346 1.) 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. 2.) The site plan as submitted with the Pole Building/Garage application on October 30, 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 November 4, 2013 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 3.) JMP \\tiriamark\riata\fnrmc\F RI 1) Pprmit Rlrin rnt 19/1 nom • BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00346 Received Date: 11/1/2013 SITE ADDRESS: 391 DAISEY KING RD Issue Date 12/10/2013 SEQUIM, 98382 Expiration Date 12/10/2014 OWNER: ROBERT W O'DELL PHONE: 391 DAISY KING RD 381 DAISY KING RD SEQUIM WA 983828710 SUBDIVISION: Block: Lot: PARCEL NUMBER: 002284010 Section: 28 Township: 30 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: 40 x 60 POLE BUILDING/GARAGE, NO HEAT NO PLUMB TYPE OF WORK GAR SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 46,608.00 ADD'L: HEAT TYPE: UH CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: 2,400 SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $550.00 MEB 10/30/13 145505 Exist: Exist: Plan Check $357.50 MEB 10/30/13 145505 Prop: Prop: State Building Code $4.50 MEB 10/30/13 145505 Total: Total: Total: $912.00 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