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HomeMy WebLinkAboutBLD2013-00395 11143UILDING PERMIT APPLICI N MLA13-00091 AT Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00395 Received Date: 12/17/2013 SITE ADDRESS: 142 BARN SWALLOW RD OWNER: FINN RIVER LLC PHONE: 360-821-9827 62 BARN SWALLOW RD CHIMACUM WA 98325-7719 SUBDIVISION: Block: Lot: PARCEL NUMBER: 901274002 Section: 27 Township: 29 N Range: 01 W CONTRACTOR: SOUND BUILDING SYSTEMS PHONE: (360)437-1219 3546 THORNDYKE RD PORT LUDLOW WA 98365-8229 Contractor's License SOUNDBS027NM Expires 8/19/2014 REPRESENTATIVE: PHONE: PROJECT DESCRIPTION NEW PRODUCTION BUILDING, pole barn/unheated, no plumb. Dry storage/labeling. No new employees, wastewater, floor drain, or water lines. TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: 1,536 TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 38,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: CONST TYPE: DECKGE: 0 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: dtee2 j Prop: Total: Routing Date: REVISED Type Amount Paid By: Date: Receipt: Approved/Date Permit $465.00 MEB 12/16/13 145634 Plan Check $302.25 MEB 12/16/13 145634 APPROVED State Building Code $4.50 MEB 12/16/13 145634 Total: $771.75 s.. t, 5 gI.I s` Jefferson County DCD \lfirlomorlArlofo\fnrmc\G RI Il Ann PIA rn4 '7/1/1(11 A CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 Carl Smith, Director/Building Official PERMIT#: BLD13-00395 APPLICANT: FINN RIVER LLC PHONE: 360-821-9827 62 BARN SWALLOW RD CHIMACUM WA 98325-7719 SITE ADDRESS: 142 BARN SWALLOW RD Issue Date: 03/5/2014 Final Date: 7/3/2014 SUBDIVISION: Block: Lot: PARCEL NUMBER: 901274002 Section: 27 Township: 29 N Range: 1W PROJECT DESCRIPTION: NEW STORAGE BUILDING, pole barn/unheated, no plumb. Dry storage/labeling. No: new employees, wastewater, floor drain, or water lines. THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 7/3/2014 \\tidemark\data\forms\F_BLD_Occupancy.rpt 7/8/2014 BLD13-00395 IRUILDING PERMIT APPLICA N Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00395 Received Date: 12/17/2013 SITE ADDRESS: 142 BARN SWALLOW RD CHIMACUM, 98325 OWNER: FINN RIVER LLC PHONE: 360-821-9827 62 BARN SWALLOW RD CHIMACUM WA 98325-7719 SUBDIVISION: Block: Lot: T32 PARCEL NUMBER: 901263018 Section: 26 Township: 29 N Range: 01 W CONTRACTOR: JARAGOSKY CONSTRUCTION INC PHONE: 360-765-0363 288975 HWY 101 QUILCENE WA 98376 Contractor's License JARAGCI946KK Expires 5/12/2012 REPRESENTATIVE: PHONE: PROJECT DESCRIPTION NEW PRODUCTION BUILDING FOR CIDER BUSINESS-- POLE BARN TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: 1,536 TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 38,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: CONST TYPE: DECKGE: 0 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $465.00 MEB 12/16/13 145634 Plan Check $302.25 MEB 12/16/13 145634 State Building Code $4.50 MEB 12/16/13 145634 Total: $771.75 \\4irlcmar4\r1.4,n\forme\f= RI n Ann Rlrl rn+ 47/17/7!114 ItUILDING PERMIT APPLICAPON BLD13-00395 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00395 Received Date: 12/17/2013 SITE ADDRESS: 142 BARN SWALLOW RD CHIMACUM, 98325 OWNER: FINN RIVER LLC PHONE: 360-821-9827 62 BARN SWALLOW RD CHIMACUM WA 98325-7719 SUBDIVISION: Block: Lot: T32 PARCEL NUMBER: 901263018 Section: 26 Township: 29 N Range: 01 W CONTRACTOR: JARAGOSKY CONSTRUCTION INC PHONE: 360-765-0363 288975 HWY 101 QUILCENE WA 98376 Contractor's License JARAGCI946KK Expires 5/12/2012 REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOr NEW PRODUCTION BUILDING FOR CIDER BUSINESS-- POLE BARN TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: 1,536 TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 38,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: CONST TYPE: GARAGE: 0 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $465.00 MEB 12/16/13 145634 Plan Check $302.25 MEB 12/16/13 145634 State Building Code $4.50 MEB 12/16/13 145634 Total: $771.75 \\4irinmar4\rinfn fnrrne% RI fl Ann Rlrl rnf 1')/17/')(111 el' • t3 - 15 JEFFERSON COUNTY � �a, YA DEPARTMENT OF COMMUNITY DEVELOPMENT I h't l ^ - �c-'1 i1 I, 621 Sheridan Street • Port Townsend •Washington 98368 i', 360/379-4450 • 360/379-4451 Fax f [ DEC ! t� i �qs �p www.co.jefferson.wa.us/commdevelopment i H I r° KIND ` Master Permit Application MLA: r.pT GGr�r„)wf,, l\ AF opMENT 'Project Description (include separate sheets as necessary): NE:�1 ?co dvtc-4'►c,. [uk►tloii 1-1 f-ot.. cctec- b,siivess Tax Parcel Number: C101 L(Q 3 0' IS Property Size: , L+ acrp,$ (acres/square feet) Site Address and/or Directions to Property: I Z RArn SwaIrot.3 tLI C1r,N„Aoc,►,.... wu, 45N3.2 2.`1 So,...a. ov Ce04er- cm,,. Property Owner(s)of Record: Fi vi"nr I ver Lt-C- Ci4-614aCin yy Li.....1"1411 s-h p Telephone: X I O 811 r 9$2-`1 Fax: — email: Ke.t`A(•, e f4w,►river unei.cop, Mailing Address: 67- Barr\ SL ))oL R-r( CAnna CtA Li 0, cve3lS- Applicant/Agent(if different from owner): '� Telephone: `— Fax: — email: _ Mailing Address: °'— What kind of Permit? (Check each box that applies ❑ Lot or Road Segregation wading ❑ 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 Commercial* ❑ Special Use(Essential Public Facilities) ** L Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach ❑ Short Plat** ❑ Home Business ❑ Cottage Industry ❑ Binding Site Plan** ❑ Propane ❑ Long Plat** • ❑ Sign .. ❑ Planned Rural 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/Relea.se of Six-Year Moratorium ❑ Jefferson County Shoreline Master Program Amendment * May require a Pre—Application Conference ❑ Tree Vegetation Request **Reruires 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: or-••••—"— 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 and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staff's access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application th t pie waAZs pr' notice. `Signature: % {�/ _. Date: Z - .7 -47 The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable rep ability r a h A o and complying with the ESA. The Applicant has read this disclair of and signs/ dates it below. Signature: Date: G • 0 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 assumin• e responsibi y.f the General Contractor for the proposed project. Signature: a Date: _._ /Z - 3- GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: " Qtr T ,e-,ac,OS (360)-4s-- ( --r- -^ MAILING ADDRESS: j 2 TIT Lik 10\ EMAIL.:$p,IeS e ?,e -p `�CO.Y�S1_ tkra t'1•CO ON CONTRACTORS LICENSE 62v °1(Q'4 •I* 11 WAINS J y T�`^ NUMBER: NUMBER ARCHITECT/ENGINEER: rf1�%:a < UvayneenV PHONE (1-,3) SDI 'n- FAX:5b3,5-01 11Z3 MAILING ADDRESS: 'Lloo Wprice\- 5k- C Ve l v.A 04. g1361 EMAIL N i Pr Project Type: Frame Type: !Bathrooms: Shoreline: Type of Sewage Disposal: 'V New C Wood Existing: Sewer C Addition 0 Steel Proposed: Bank 0 Community System Alteration/Remodel 0 Concrete Total: _ Heig : Individual System C Repair Masonry SEP Permit# _ o Demolition 2( 0 er: Bedrooms: Water Supply: Existing: Seth k': 0 Private well C Two Party T of at: Proposed: _f Pi ublic yPeN Total: Name of System: 1 ri vef- _ If this is a Commercial Project you must answer the following: Number of Parking Spaces: Current: IRg Proposed: NO neLJ Number of ADA Parking Spaces: 2— Number of occupants(includes owners,tenants, employees,etc) Current f Proposed I • ■BC Occupancy: IBC Type of construction: Will you have Food Service? Yes /6' If this is a Propane Tank and/or Appliance Installation permit, mark all items below that apply: 1 Underground Tank i Above ground Tank 7 Size of Propane Tank: i Heat Stove I Cock Stove i Woodstove 1 Fireplace Insert 1 Hot Water Ta ik i Pellet Stove 1 Other Is this appliance being installed in a Manufactured/Mobile Home? Yes When applying for a permit to install a propane tank you must also submi '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: 2'"' Floor Heated / Consistency Review: k.2 Other Heated / Base fee: j, , w Mezzanine f Additional Section: Heated Basement Plan Check fee: . ' Unheated Basement r /" State Surcharge fee: �( S• Other Unheated. 1��j Pot Water Review fee: � r �O Garage/Carport / SUBTOTAL Decks / / 911/Rd Approach fee: Other I / TOTAL $ Receipt Number: wlS -G 3 cq Cash/Check Number: SD rZ al ESTIMATED COST(REQUIRED) Date: •Fair market value of all labor and mater! s foundation to finish 1.Z j� `(`r 3 00D Initials: i JARAGOSKY CONSTRUCTION S • Page 1 of 2 0 Washington State Department of Labor & Industries JARAGOSKY CONSTRUCTION INC Owner or tradesperson 288975 HWY 101 JARAGOSKY,JERRY Q -765- WA 98376 3600-765-033 63 Principals JEFFERSON, County JARAGOSKY, JERRY Doing business as JARAGOSKY CONSTRUCTION INC WA UBI No. Business type 602 606 236 Corporation Governing persons CONNIE MATHEWS License Verify the contractor's active registration/license/certification (depending on trade)and any past violations. Construction Contractor Expired. License holder did not renew. License specialties Suspend date GENERAL 05/12/2012 License no. JARAGCI946KK `ws�e c-4 G„-, S G d Effective—expiration IQ a 05/12/2006—05/12/2012 b,tc I T j- 3 C).,-f y .....,^ ` Bond Lexon Ins Co $12,000.00 Bond account no. Impaired date 9805682 01/30/2013 Received by L&I Effective date 04/22/2011 05/12/2011 Cancellation date 05/14/2012 Insurance Nevada Capital Ins Co $1,000,000.00 Policy no. 77NPP4005256 Received by L&I Effective date 05/02/2011 05/12/2010 Expiration date 05/12/2012 Savings No savings accounts during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602606236&LIC=JARAGCI946KK&SAW= 12/17/2013 JARAGOSKY CONSTRUCTION • Page 2 of 2 Lawsuits against the bond or savin Cause no. 12-2-28918-2SEA Closed/Satisfied Complaint date Complaint amount 09/05/2012 $4,736.80 Complaint filed by DEPT OF REVENUE Tax debts Tax debt no. 245766 Unpaid Complaint filed by Department of Labor and Industries Cause no Complaint date 10-2-00064-9 01/26/2010 Tax amount $11,554.95 License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is closed. 114,180-00 Doing business as JARAGOSKY CONSTRUCTION INC Estimated workers reported N/A L&I account representative T1 /HOLLY ROBINSON (360)417-2736-Email: ROHO235 @Ini.wa.gov Workplace safety and health No inspections during the previous 6 year period. ©Washington State Dept.of Labor&Industries.Use of this site is subject to the laws of the state of Washington. Access Alla Washington* talwts^e1,,,f0m0111 Weh$!te https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602606236&LIC=JARAGCI946KK&SAW= 12/17/2013 CC • III H O 2 O O' LL CV Z LL .. o .. .. CO Q 4- 0) — CU .- 0 - NI- O O L J -0 X 2 "O +-1 0 Q a U C) 2 2 LU O O O +1 O H C7) 0) CD I- -- O L .0 .0 Q J N.- .D C) U U CD Z O O C-) o J a a H CC U I— I— O CD O Q CO CV CI) 0) CD CO -0 N- 2 0 Cu C) C) Cr_ CV CO "O LU .- L17 C O ti 3 F- N- ` CO `,� O N- 0 Cl) C3) .- J C. O I -o O CO Z LD C L O I,- EH CU -- 3t Cu o Cr) 3. N Q CO CC CO 1- CO ...J LI CO CO -o Cz O co Lu OD 3 C L LI CO I- J LU U O LL O_ CO 2 >. 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' 4 or ) i .,..":/// ;r:fj'' .,vc-I'l ----r clil 00 t.--- ,,,,, . ...i k: 4'N C\ -.1-- 1114■.%-/4"!' 1 1.....,es i? ..,.. , Go ..s c.„,, r-III9 0 f c----, , • et 4 c* 1 \- r.„, C) (...„ 4.4. 1 CZ) : 0\ ''' Cr ,............. . tE 4a. '''S. (i.r ICI' ''('-.1 1. 1 4.11) - .. rip .....c.. ) -.:::1 0 ,-, . 1 , 14 ir,- , . ,,, ,-,,,, ha,.., ..P\ '..."c c., 1 -1) ,..p, L, f ....-. r.) („v„ : --c : ro, _.... J.1 / ..*.0.40 ..,.....,04, ...''''' '-V 5.4 1.441314a 7-- ,,,its3,, X -....4. •1 ..., ! ecV1) i ..... , 3 ... i 0 it i 0 -....:-----* ..................-.0.............. ..4.,........„ _7-- ( i J. ...r I --...... ...Z.. -1 /./.,/ o . --- if CP.524 ,\.i.,..) 0 ....., ........ 0, ....... ..,...-- / \-----) ; Cs ■■••I pl _ -\ \ \)1, a 6 . I L , i_...Ir., .--i'l r irft ' ggON a Per A JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 4.9497 N0-C Date: 7/7--- Time Received: 3 a i+W) Mon. Tue. Wed. 41:14 Date: BLD: 1 3 . co 3 g 5 Contact Name: Owner: /r1 gwEP_ LLC_ Contact Number: 360 gZ(-- 6977 Address: /47, Bgzp 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 IIIIIIIIIIbk • Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues,at this time,we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us,assume we will arrive on your requested inspection day. • You may leave an inspection request 24 hours a day, and Inspections are available from Monday through Friday. • We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection,around 9:00 a.m.,we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. • An approved set of plans are to be on site with building permit for all inspections. If permit and plans are not on site at time of inspection,a re-inspection fee must be paid prior to re-scheduling another inspection. • If no access, no inspections will be performed, and a re-inspection fee must be paid prior to re-scheduling another inspection. • Inspectors will not access a home that has personal affects inside when the owner is not present. • Commercial projects require 24 hour notice for inspection. l■-04 `.AM4, 45oN coe, JEFFERSON COUNTY ` DEPARTMENT OF COMMUNITY DEVELOPMENT '1 If/NG Date: 32ATime Received: ,[QC) am/0 Mon. 0 Wed. Thur. Fri. Date: ^2.•j BLD: j--E., 9.S----- Contact Name: Owner: 11�.Vs,• A.0.e-"N.- Contact Number: 360 `c-v Z„ `ck Address: 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 doles k) ( II l� c\eptaccA pc1to-r ce Ale 'r.-vans `P ct_- 3(c),D e)'\ - LIqS •■•••••=numplimplow--- • w ,,,,,.r. ALLIANCE ' ./ I ENGINEERING ae .com 2700 Market St. NE 503 589-1727 Specialists in Post Frame Engineering Salem,OR 97301 FAX 503 589-1728 -}. POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. ,t 2002313 i BUILDING OWNER / LOCATION: Finnriver Farm & Cidery 142 Barn Swallow Road REVIEWED FOR Chimacum, WA 98325 CODE COMPLIANCE Th E C IE O V E J DEC 162013 JEFFERSON COUNTY DCD CLIENT: j BUILDING PLAN REVIEW JERRY JARAGOSKY JEFFERSON COUNTY APPROVED AS SUBMITTED 288975 Hwy 101 DEPT OF COMMUNITY DEVELOPMENT O APPROVED AS NOTED QUIICene, WA 98376 ❑ REJECTED j\n Date 12.72•0"Y)Reviewer W-'-cf::7' ENGINEER: Nwo To- r-7 r -' r-,,-, i'''' :"---,tit'4 C,"'"V.;%*."'""" .g41..1 L. F.E344., V n L , , .. ,.� cwtd vt: r�s, ., , . Y j ) .. L� -'u I? -,, i •r '1 I , 0 4.h_37213-e. 44p a 44:1, -ozsisvcwv #ONAL 1 d Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 vwvw.aeOregon.com Fax: (503) 589-1728 1 4 • . • t a r' tit ill i )P‘. 10/28/2013 2002313(Finntiver Farm and Cidery)24x48x14.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 1 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbldg= 24•ft Width of Building Wabed:= 12ft Width of Eave Shed Lbldg:= 48.ft Length of Building 1^shed:= 32ft Length of Eave Shed Hag:= 16-ft Eave Height of Building H, 1:= 9ft Height of Eave Shed Overhang:= 18-in Length of Eave Overhang Rpitel,:= 4 /12 Roof pitch Bay:= 12.ft Greatest nominal spacing between eavewall posts WLgabl = 0•ft Total width of openings in left gable wall WRgabl := 12.ft Total width of openings in right gable wall WF eaveoptsm := 16-ft Total width of openings in front eave wall WRGa p := 8.ft Total width of openings in rear eave wall Dessian Loads for Building: Risk_Categoiy Wind Design Values: Wind Speed: Wind Exposure: Vwind= 85 mph E,yrosvve:_ Seismic Design Values: Site_class:= Sg:= 1.184 Mapped spectral acceleration for short period S1:= 0.432 Mapped spectral acceleration for 1 second period R.:= 7 Response modification factor Roof Load Design Values: pg:= 30.psf Ground snow load Pd= 3 psf Roof dead load Roof type is= "metal sheathing" pla.:= 20•psf Roof live load Pd2:= 0.psf Additional truss bottom chord dead load(if applicable) 10/28!2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Eave Post Properties:(Solid rough-sawn post unless otherwise specified) SPost Post Species:— �� Post Grade:= W )Hem-Fir =:.1 12 zj Perlin Properties: Girt Properties: Spurlin:= Sgirt:= I Sx26 #f Sy26 := I Doug-Fir I Doug-Fir Puilingnide= �2 Crirtpa� -- �2 Purlinspaci„g 24•in Girt ks= 24•in Post Hole and Footing Design Values: qaoil:= 1500•psf Assumed soil vertical bearing capacity Sion= 100 psf Assumed soil lateral bearing capacity d;a p • := 2-ft Main eave post footing diameter Slab and backfiN information Concrete slab :— — I Yes f Backfi]l type := IGranular - Main eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 1 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees,and less than 70 degrees. p$= 30psf Ground Snow Load(from above) Ran*= 18.43 deg Angle of roof Ce= 1.00 Exposure factor Ct= 1.00 Thermal Factor CS= 0.79 Roof slope factor 1e= 1.00 Importance factor 1.Determine Roof Snow Loads: pf:= 0.7•CeCt•Is•pg Equation 1 pf= 24 psf Flat roof snow load; Roof slope s 5deg PIS:= Car Equation 2 p6 = 16.7psf Sloped roof(balanced)snow load 2.Determine final snow load, put pot= 30 psf Final roof snow load 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 5 WIND ANALYSIS: Method 2-Analytical Procedure Vw; d = 85 mph Wind Speed ka= 0.85 Wind Directionality Factor Lit= 1.0 Topographic Factor k = 0.585 Wind Exposure Factor(windward) = 1.00 Importance factor qh:= 0.00256.1cZ'kzt'kd'V.4 2'I,, qh= 9.20 psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: gww gh'GCpfww qiw gh'GCpflw q„„= 4.75 psf qiw= -3.82 psf Windward Gable Wall: Leeward Gable Wall: gwwg= 9h•GCgwwg glwg:= gh'GCpflwg q,,.wg= 3.68 psf qhW,g= -2.67 psf Windward Roof: Leeward Roof: q := gh'GCpfwr gk:= gh'GCpfh gwr= -6.35 psf qh.= -4.31 psf Wall Elements: Roof Elements: gwe:= gh'GCpfw := q = -8.35 psf qr= -7.36 psf Internal Wind Pressure(+/-): := qh'GC>ri qi = 1.66 psf 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 6 SEISMIC CALCULATIONS: S$ = 1.18 Mapped spectral acceleration for short periods(from above) S1= 0.43 Mapped spectral acceleration for 1-second period(from above) = 1.0 Importance factor Ra= 7 Response modification factor(from above) 1.Determine the Seismic Design Category a.Calculate Sls and SDI For Sps: For SEA: For Ss= 1.18 For S1 = 0.43 F8= 1.03 Fv= 1.57 SMS Ss•F. SMl:= Tv SMS= 1.22 SM1 = 0.677 21 SDS= (72).sms SDI (-3 SMl i SDS=0.81 SDI = 0.45 Seismic_Design_Category= "D" 2.Determine the building parameters Building dead load weight,W: ( Hbldg W:_ Iwg2) +Pd]] + 2•(Wbldg+ Lbids). 2 •Pd� ... ( T ( l Hbldg +[W «l. d.[(P .2)+Pd1 +I[(2'w ) + tai• 2 Pa W= 9408.0 lb Building area,Ab: Ab (Lbldg'Wbldg)+ (Lrebed•Wabed) Ab= 1536ft 2 11 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period,Hroof 0.75 Hbldg+ 2 Ta:_ .02• T= Ts T = 0.17 s ft I b. Detemine the Seismic Response Coefficient,Cs: Cs is calculated as: But need not exceed: SDS C83 = 0.369 Cam. R a Ie C — 0 116 But shall not be less than: Csi = 0.036 CB = 0.116 Seismic Reponse Coefficient to used in determination of seismic base shear c. Detemine the Seismic Base Shear: Via„_ := Cs.W base .,„,„= 10$91b 4. Determine the seismic load on the building: Since Seismic_Design Category= "D" , p = 1.3 E = 991 lb Seismic load on building • 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.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'=(EXt)/(2X(1+V)X(g/p)+(K2/(b'Xt)"2)) Where: Estes= 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"(17-0"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 ): W bids K2:= 1275in 4 8 = 18.43 deg Angle of roof pitch _ 2 from horizontal t:= 0.017.in Ems:= 27500000•psi b = 152 in E„ tt c:- K2 2.961 + lb (b new t)2 c= 2404 STEP 2.3&2.4: Calculate the equivalent horizontal roof stiffness(c1,)for the full roof: Since oh 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 b a:= Bay eh:= 2-c•COS(©)2 new a a = 144 in ch= 4562 1b in 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.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 stiffness of the post frame can be calculated from the amount of force required to deflect the system one inch. The spring constant(k)in pounds per inch of deflection results directly. k= 122 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= 9.6 psf wind load gwwp„t qe a q = 9.6pli 2" s Mwind:= gwwpost. _8 M„,,;o4= 38880 in-lb Mwin4 fwind Sxcavcpost fw,ind= 540 psi R:= 3•%%vast- ) R= 648 lb STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio(kJ ch)will be used to determine the side sway force modifiers. k — = 0.027 eh STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD =0.949 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:= mD-R Q =6151b 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. - Mat= 7960 in-lb fat= 111 psi Calculate the total moment and the total fiber stress in the post. M := mD-M„„;,,d + Mat Mtot= 44850 in-lb f := mD-f„ + f ftet= 623 psi 1012812013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, F . Fel = 575 psi Fc:= Fci-Cjsnow•CMcpoet•Ctpast•CFOP .0 Fc= 661 psi Allowable compression stress including toad factors Lp„,,t bads= 180 in Bending length of post dpot= 6 in Minimum unbraced dimension of post K,:= 0.8 c:= 0.8 Ems, wood= 400000 psi E', := Ems, wood•CMEpost•CtpostE•CipoatE le Ke-Lpost_bndg is= 144 in 0.822.E' - FeE:= FcE= 571 psi \d1)051/ Calculate Column Stability Factor,Cp:F,E 1 , \1 + — 1 + F`E Fa— Fc F© Fc Cp C = 0.64 := 2c — 20 / — c p Fc,:= Fc-Cp Fe,= 422 psi Allowable compression stress on the post Wwof= 33 psf Total roof loading Pdeadpost= 846 lb Axial loading per post due to roof dead load Pbcapost= 4680 lb Axial loading per post due to live roof load P = 7236 lb Axial loading per post due to roof snow load (load case 2) P = 4914 lb Axial loading per post due to roof snow load (load case 5) Fb:= Fm•Cpwind•Cmbpost•Cipost•Cipost•CFbpost•Cfupost-Cipost Fb= 920 psi Allowable bending stress per post including load factors 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 11 Check Load Cases: Load Case 1:Dead Load + Live Roof Load fbi := 0 fbi = 0psi Actual bending stress on post 'deadpost+ PLroofpost fc:_ fe= 154 psi Actual compression stress per post Nod ■ fe ■ CCFALI1 := — F \ cc/ CCFALI1 = 0.36 Load Case 2:Dead Load+Snow Load fbi := 0 fbi = 0 psi Actual bending stress on post Pdeadposi+Psnomposi fc= 225 psi Actual compression stress per post AMA ( fe.\ CCFALI2:= — dcc) CCFALI2 = 0.53 Load Case 3:Dead Load+0.6*Weld Load fbi := fta fbi = 623 psi Actual bending stress on post Pdeadpoat I',:= is= 24 psi Actual compression stress per post Apod \2 CCFALI3:= - + fbi Fes) Fb. 1 — fc F CCFALI3 =0.71 • 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 12 _ Check Load Cases -cont'd: Load Case 4:Dead Load+0.75*(0.6*Wind Load)+0.75*Live Roof Load fbl := 0.75•(f1Qd fbl = 467 psi Actual bending stress on post pdcadpoat+0.75•Pl,,.o , fc:_ fC= 121 psi Actual compression stress per post APost ` 2 f CCFALI4:= C \ + r b1 \ FCC) Fb 1 — fC FcE) CCFALI4 = 0.73 Load Case 5: Dead Load+0.75*(0.6*Wind Load)+0.75*Snow Load fb1 := 0.75-ift) fbl = 467 psi Actual bending stress on post Pd„dred+ 0.75.P fs f.:- fe= 126 psi Actual compression stress per post 2 f CCFALI5 := , + bl FCC Fb. 1 — fe ` F CCFALI5 =0.74 Load Case 6:0.6*Dead Load+0.6*Wind Load fbl := fit fbl = 623 psi Actual bending stress on post 0.6-Pdeadpost fe:_ fe= 14 psi Actual compression stress per post Aposi 2 f _ CCFALI6:_ �� + / bl fC Fb. I — — F _ CCFALI6 = 0.70 CCFALI= 0.74 Less than or equal to 1.00 thus OK p 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.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= 9.6 psf Eave wall wind pressure from above proof= 4.8 psf roof wind Veave wind;_ (0375 -lbidg'Lbidg'qle) +{Firoor.Lbidg'groof) 2 Veave wind= 17721b 2.Determine the seismic load to be resisted by the gable wall in shear: Veave seismic:= —E Veave seismic = 495 lb 2 3.Determine the controlling load to be resisted by the gable wall in shear: The controlling load= "Veave wind" . Therefore, Vole shear= 1772 lb Vgahie 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:= (Wbkis+ w ) _ VJL vlbkwali= 49 plf Left gable shear load Vgable shear gablewan' W bldg F W B �gabl ings yr lewan= 74p1f Right gable shear load MxI— The gable wall diaphragms can resist the shear loads as follows: vlgabiewall 5 110 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard yr ablewail 5 110 plf Details drawing in the engineered drawing package. 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 15 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. Post is= "constrained by a concrete slab" Va= 593 lb Lateral shear load at the groundline Ma= 1869 ft-lb Moment at the groundline d;a footing= 2 ft Main post footing diameter Saeil= 100 psf 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. depth = 2.5 ft This is the minimum requked post embedment depth for lateral loading 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= 1772 lb Calculated from above Veave_wind.HbI C • (W bld Weed)— W C = 1182 lb This is the uplift load on one gable wall post g+ 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: Roof:_ B$y•Wbldg•2psf Roof= 2881b Dead load of roof Gabke_wall= Hb1dg•[(W g+w ) — Wgabl J + ,H1oof•W�dB + (Hbld .2 Bay1 I.2•psf 2 \ g 2 lJ Gable „ = 1248 lb Dead load of gable wall + W th_gable_footing=4.5 ft gable post embedment depth Posts (erg _ P = 179lb Weight of post din footing= 1.5 ft Diameter of gable wall at, posthole footing Concrete backfill in the gable end posts is = "not required" to resist gable wall panel uplift. Backfill= 0 lb Gable post backfill weight if gable end post hole is backflled with concrete(0 if granular or native soil backfill. Concrete backfill may or may not be required to resist gable wall panel uplift). Wt := G, wau+ Roof+P + Backfill Total resistance for gable wall panel uplift. Since Wttat is greater than Wttee= 1715 lb the gable wall panel uplift,Cam,the gable wall footing is adequate. 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 16 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. �taoit= 1500 psf Soil bearing capacity for footing • di, footing= 2 ft Footing diameter 2' dia_footing A oot ng:= R \ 4 Aft= 3.14 ft 2 Footing area Post_ 4.5 ft Minimum required post embedment depth Pfd:= Afoot*.choir dfaCtOr Pfd= 8482 lb End bearing capacity of footing Pte,, tnt = 8082 lb Total max.footing load Note that the end bearing capacity(P • )is greater than the snow load(P int). This is OK. 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.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 girls. %mitt= 1.67 pli Li, = 138 in Orientation= "Flat" 2 Led spa Mgitt q 8 M = 3972 in-lb Bending moment in the girt Maid fbgirt:= fbeit= 1926 psi Stress applied to the girt S srt Determine the allowable member stress including load factors. Fb bt= 900 psi Cpwind = 1.60 Chasid= 1.00 C = 1.00 CLSi= 1.00 CFg= 1.30 C = 1.15 Cam= 1.15 Fbsd:= Fbod•C •C •C •CL •CFg•C •C Fbgitt = 2476 psi > fbrirt This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin= "2x6" Purlinvac ng= 24 in 0.C. Lp,n _ n= 135 in wpudin= 4.57 pli Maximum combined distributed roof load along top edge of purlin 2 Mpurlin:= w�a17° 'f Main= 10401 in•lb Bending moment in the purlin 8 fbpurlin:_ %mon= 1375 psi Bending stress applied to the purlin Sperlin Determine the allowable member stress including load factors Fbpin;a= 900 psi Cpsnow= 1.15 Chin= 1.00 Cowin= 1.00 CLpi1 = 0.99 CFp nj = 1.30 Ckpudk= 1.00 C = 1.15 Fbpurliu:= Fbpurlin•C •CMbpurlin C •CLpor CFpnl;n•C in C Fbpudia= 1539 psi > fbpulin This is OK • 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 18 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities ZTholt 58= 1590 lb Shear capacity for 5/8"dia.bolts zTboh 34= 2190 lb Shear capacity for 3/4"dia.bolts zlbolt 10= 3600 lb Shear capacity for 1"dia.bolts brnau 16d= 122 lb Shear capacity for 16d nails Zmaii god= 147 lb Shear capacity for 20d nails Pt,„,= 5562 lb Combined snow,or live roof,and dead loads on corbels If 5/8 dia.bolts are used: Nt lass= 3.0 Number of 5/8"dia.bolts required in the corbel block,if used. If 3/4 dia.bolts are used: N4= 2.2 Number of 3/4"dia.bolts required in the corbel block,if used. 1(1 dia.bolts are used: N10= 1.3 Number of 1"dia.bolts required in the corbel block,if used. If 20d nails are to be used: Na;uaOd= 16.5 Number of 20d nails required in each corbel block,if used. If 16d nails ate to be used: Naa1e161= 19.8 Number of 16d nails required in each corbel block,if used. 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 19 SHED RAFTER DESIGN: Determine the required section for shed rafters. The rafters will simple span between posts. It will be assumed that both ends are pinned. • Rafter style:= Siafter:= Rafter sde := g 1$+Double Rafterspec;es I l,aRcx_ k * = 138.0 in span wrath= 33 pli Maximum combined distributed roof load along top edge of rafter 2 Wraltee Proffer span M,ak,. M = 78557 in-lb Bending moment in the rafter M„ ,. fbnater:= Ssafter•Rafter ty fbnafter= 1241 psi Bending stress applied to the rafter Determine the allowable member stress including load factors FbRafter= 1200 psi Caw= 1.15 CM= 1.00 Grafter= 1.00 Cf ratia= 0.97 CF, = 1.00 Cf = 1.00 Cnaftei = 1.00 Fb := Fb 'C •C •CtratbsiCtaafter•CFrafter'CraraRer•Cmdter Fbak,.= 1341 psi > fbrater This is OK Next,check rafter shear stress _ Wrafteel-rafter span VRafter 2 Rafter V = 11391b 3.VRafter fvRatier 2.A3 fobiter= 101 psi FvRafter:= FvRaiter•CDaww•CIVbafterVCtraftcr F'„,Raur= 207 psi > fvgafter This is OK 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 20 RAFTER CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the rafter corbel block. Allowable fastener shear capacities • ZRbolt 58= 1590 lb Shear capacity for 5/8"dia.bolts zRboh 34= 2190 lb Shear capacity for 3/4"dia.bolts zRbolt to= 3600 lb Shear capacity for 1"dia.bolts zRnai) 16d= 122 lb Shear capacity for 16d nails zRuaii u►d= 147 lb Shear capacity for 20d nails P,.a ear= 3330 lb Combined snow,or live roof,and dead loads on eave corbels P,alur int= 2520 lb Combined snow,or live roof,and dead loads on interior corbels If 5/8 dia.bolts are used: N58 1e= 1.8 Number of 5/8"dia.bolts required in the rafter corbel block at the eave NS8 iffi= 1.4 Number of 5/8"dia.bolts required in the rafter corbel block at the interior post If 3/4 dia.bolts are used: Nbolts34 save= 1.3 Number of 3/4"dia.bolts required in the rafter corbel block at the eave Nboiffi34 jrd= 1.0 Number of 3/4"dia.bolts required in the rafter corbel block at the interior post If 1 dia.bolts are used: Nboitalo_eave= 0.8 Number of 1"dia.bolts required in the rafter corbel block at the eave Nbothoo jat= 0.6 Number of 1"dia.bolts required in the rafter corbel block at the interior post If 2041 nails are to be used: Naibaod = 9.8 Number of 20d nails required in each corbel block at the eave Naua20tLitit= 7.5 Number of 20d nails required in each corbel block at the interior post If 16d nails are to be used: Nails 1.6d save= 11.9 Number of 16d nails required in each corbel block at the eave Naimik ;nt= 9.0 Number of 16d nails required in each corbel block at the interior post 10/28/2013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 21 FOOTING DESIGN FOR SHED EAVE POST: Determine the footing size and depth for vertical bearing for the shed posts. qsoil= 1500 psf Soil bearing capacity for footing i dia footing sE= 1.5 ft Footing diameter / 21 dia footing SE Afooting_SE _ • 4 Afooting_SE= 1.77 ft 2 Footing area P„t_dc th sE= 3.5 ft Minimum required post embedment depth Pfooting_SE Afooting SE'tlsoil'dfactor SE Pfooting sE= 3976 lb End bearing capacity of footing PsnQW „we= 3330 lb Total footing load Note that the end bearing capacity(P sE)is greater than the snow load(P ewe). This is OK. 1012812013 2002313(Finnriver Farm and Cidery)24x48x14.xmcd 22 SUMMARY OF RESULTS: SulIdinq Dimensions Suiidina Design Loads Wbtdg= 24ft Width of Building Ground snow load= 30psf Lbidg= 48 ft Length of Building Roof dead load= 3 psf Wind_speed= 85 mph Hbids= 16 ft Eave Height of Building Wind_exposure= "B" Off,$= 18 in Length of Eave Overhang Seismic_Design_Category= "D" Rod,= 4 112 Roof pitch Post Details Footina Details: Post_size= "6x6" Post is= "constrained by a concrete slab" Post_grade= "#2 Hem-Fir" Postdepth=4.5 ft ft Design Post Depth Usage= 74 %Combined stress usage of post dig rooting= 2.0 ft ft Design Footing Diameter Shear Wall Details: Footingusage= 95 % Stress usage of footing vgabkaatn= 74 p1f Max.shear in gable wall vuvewann= 28p1f Max.shear in eave wall Girt Details: Girt. usage= "77°/a Stress usage of wall girt" Orientation= "Flat" Purim Details: Purlin usage= 89 % Stress usage of roof purr for snow loading l Block Banta• Nbohe58= 3.0 Number of 5/8"dia.bolts required in the corbel block,if used. Nbott64= 2.2 Number of 3/4"dia.bolts required in the corbel block,if used. Nbottaio= 1.3 Number of 1"dia.bolts required in the corbel block,if used. Nair= 16.5 Number of 20d nails required in each corbel block,if used. 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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 )i/ Erosion Control 1 \ Post Holes /2-241q lltrrubing Straps f hotd-downs) Framing .12gaaUlAllSFainage �C Address Posted 7"'J !L 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 7...S-K( FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • i CONDITIONS for Building Permit# :BLD13-00395 1.) No plumbing has been reviewed or approved for this project by Jefferson County Public Health. Additional requirements may apply if plumbing is proposed. \\tidemark\data\forms\F_BLD_Permit_BIdg.rpt 3/5/2014 BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00395 Received Date: 12/17/2013 SITE ADDRESS: 142 BARN SWALLOW RD Issue Date 3/5/2014 Expiration Date 3/5/2015 OWNER: FINN RIVER LLC PHONE: 360-821-9827 62 BARN SWALLOW RD CHIMACUM WA 98325-7719 SUBDIVISION: Block: Lot: PARCEL NUMBER: 901274002 Section: 27 Township: 29 N Range: 01 W CONTRACTOR: SOUND BUILDING SYSTEMS PHONE: (360)437-1219 3546 THORNDYKE RD PORT LUDLOW WA 98365-8229 Contractor's License SOUNDBS027NM Expires 8/19/2014 PROJECT DESCRIPTION: NEW STORAGE BUILDING, pole barn/unheated, no plumb. Dry storage/labeling. No: new employees, wastewater, floor drain, or water lines. TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: 1,536 TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 38,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: CONST TYPE: DECKGE: 0 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $465.00 MEB 12/16/13 145634 Exist: Plan Check $302.25 MEB 12/16/13 145634 Prop: State Building Code $4.50 MEB 12/16/13 145634 Total: Total: $771.75 NUMBER OF EMPLOYEES: 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