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Home My WebLink AboutBLD2014-00311 OILDING PERMIT APPLICA BLD14-00311 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD14-00311 Received Date: 8/28/2014 SITE ADDRESS: 210 BRIGHTON AVE PORT HADLOCK, 98339 OWNER: DALE C STEELE PHONE: 360-988-5685 DIANE J STEELED 9315 SWANSON RD SUMAS WA 98295-9314 9948 SUBDIVISION: Block: 1 Lot: 6+ PARCEL NUMBER: 994800104 Section: 2 Township: 29 N Range: 1't CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2016 REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOt NSFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 884 VALUATION 300,266.00 ADD'L: 884 HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: 884 HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: 272 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: Exist: Prop: 2 Prop: 4 Total: 2 Total: 4 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $2,434.00 SRE 08/26/14 151393 Plan Check $1,582.10 SRE 08/26/14 151393 APPROVED State Building Code $4.50 SRE 08/26/14 151393 CCT G 2 2O1 Potable Water Application $67.00 SRE 08/26/14 151393 Total: $4,087.60 Jefferson County DCL ,o-sON nr,, DEPARTMENT OF COMMUNITY DEVELOPMENT < 621 Sheridan Street,Port Townsend,WA 98368 Tel: 360.379.4450 Fax:360.379.4451 Web:www.co.iefferson.wa.us/communitydcvclopment !!. . •O? E-mail:dcdC.co.jefferson.wa.us SfI/NL' CERTIFICATE OF OCCUPANCY PERMIT#: BLD14-00311 APPLICANT: DALE C STEELE PHONE: 360-988-5685 DIANE J STEELED 9315 SWANSON RD SUMAS WA 98295-9314 SITE ADDRESS: 210 BRIGHTON AVE Issue Date: 10/2/2014 PORT HADLOCK, 98339 Final Date: 8/24/2015 SUBDIVISION: 9948 -SHOLD'S Block: Lot: PARCEL NUMBER: 994800104 Section: 2 Township: 29 N Range: 1W PROJECT DESCRIPTION: NSFR THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: R-3 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes C% THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 8/24/2015 1ltidemarkld ata\fo rms1F_BLD_Occupancy.rpt 8/24/2015 1 <5,SON `OBI JEF ON COUNTY r� 1 �l I { DEPARTMENT OF COMMUNTI Y DEVELOPMENT o� 621 Sheridan Street Port Townsend,WA 98368 Web: www.co.Jefferson.wa.us/communitydevelopment Sri'N�� Tel:360.379.4450 I Fax:360.379.4451 I Email:dcd @co.jefferson.wa.us Building Permits &Inspections I Development Consistency Review I Long Range Planning 1 Watershed Stewardship Resource Center Master Permit Application MLA: Project Description(include separate sheets as necessary): NSF (� ,{ /�q Tax Parcel Number: -1�A t4 3 X2 104 Property Size: 1+1,0 2_) 44-,C3 (acres/square feet) Site Address and/or Directions to Property: Aft 03 I.2i54f �°< 210 FD R i.G t-1-1-Dfq AVE Property Owner(s)of Record: hA-L.5 C. S t G t Telephone: 36,0-q gq—b-7oc5,S� Fax: email: D -1) Z'E'E'-(G'OC NA IL,.(QM Mailing Address: a.3 IS S6.444J oN RD AD j SY +}-S I W/k 9g s Applicant/Agent(if different from owner): L C><A-12 j'M E MIL La S(;t 40< (-C- Telephone: 366 -6 2 3 3 16 7 Fax: email: Mailing Address: G'(Q' KALA SQUA-r—.G Qu-e-c otQr 1_0cs-'t'.L t,In WA . 9o5(..,�S What kind of Permit?(Check each box that applies ❑ Lot or Road Segregation V/Building ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor ,, _ : - • -i.c a o • is I ❑ Single Family ❑ Garage Attached/Detached ❑ Conditional Use[Cfa), 144),(6-- G'=- 1 �� ' ❑ Manufactured Home ❑ Modular ❑ Discretionary"D"or IJn ed- 1setlassificatiom ❑ Commercial* ❑ Special Use(Essential Public Facilities)** ❑ Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach ❑ Short Plat** AU 2 7 2014 Ii J ❑ Home Business ❑ Cottage Industry 111 Binding Site Plan** ❑ Propane ❑ Long Plat** ❑ Sign ❑ Planned Rural Residential Develdpmertf(P RD)/Amend ents** ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration** N Stormwater Management ❑ Shoreline Master Program Exemption/Permit Revisions** El Site Plan Approval Advance Determination(SPAAD)* ❑ Shoreline Management Substantial Development** ❑Temporary Use ❑ Shoreline Management Variance ❑Wireless Telecommunication* ❑ Comprehensive Plan/UDC/Land Use District Map Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium ❑ Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑ Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local, state or federal permits required for this proposal, if known: Pµ►L co-A-m iLe DESIGNATION OF AGENT I hereby designate ' to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE I4 ' i /�Q,l ) Date: �2t aC i 2f) 1 4/- 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. "ess and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any require'. .ter inspections. Staffs access and right of entry will be assumed unless the applicant info s the Co my in writing at the time of the ap. .ion♦♦� t he or sh: ants 4.. notice. Signature: AV_ ... r _ Date: Z-(0 2-0 OMNI The action or actions ions Applicant will undertake as a result of the issuance of this permit may negatively impact upon .ne 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 ar n compliance with the J erson County development code.The Applicant acknowledges th t he,she or it holds individual and non-transfer ns' ility fo pering comp) 'ng with the ESA. The Applicant has read this discylai r and�'9ns and dates it below. Signature: \,... Date: (J 2 / 2v l (((t - 07/24/2013 • BUILDER STATEMENT ' The signer of thi .. ate -nt does -by certify that t' •y are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assumi : - -sponsi/��t . theGene :I •ntractorfortheproposedproj-:t. c / Signature: r,:r A—4 ,/ Date: • v�j �� GENERA CONTRACTOR OR ANUFACTURED HOME NSTALLER: Pr . E: FAX: � ),ue� ( ',) r�q_ t ( ) .- -7 1 7�"��qI 7( MAILING ADDRESS: (1� K it 4 5r f 4 / , PO Tel-r 3EMAIL: 1 LE La-L awe CONTRACTOR'S LICENSE ///�� y''� [ WAINS NUMBER: clog Q NUMBER ARCHITECT/ENGINEER: I PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: 5( New Wood Existing: Sewer Addition Steel Proposed: Bank Community System Alteration/Remodel Concrete Total: 4 Height: Individual System Repair Masonry SEP Permit# q'r'�—Zeik Demolition Other: Bedrooms: Water Supply: Existing: Setback: Private well Two Party Type of Heat: Proposed: X Public IC �� • Total: 2 Name of System: GIVAVI f ((�' 1),G--r If this is a Commercial Project you must answer the following: ! �= L,� �/J 5_, Number of Parking Spaces: Current: Proposed: Numbet bfV? ; cesv `' Number of occupants(includes owners,tenants, employees,etc) Current F,yigposed IBC Occupancy: IBC Type of construction: Will you hale ;Food Service? Yes / No i If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply: AU(: c 7 '•.)14 1 J Underground Tank Above ground tank Size of Propane Tank: '1 J Heat Stove Cook Stove Woodstove Fireplace .nsert rehtO t evotS telleP-i- ikna� Is this appliance being installed in a Manufactured/Mobile Home? Yes / No 1 i i, When applying fora permit to install a propane tank you must also submit a site plan showing a pe p p y p g /I 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 I i EH Bld App Review: C.C..) 2 Floor Heated Consistency Review: a " ) �� 7 ` 3S" S . Y , Other Heated base fee) ` y y ç5-p . o t Mezzanine Additional Section: 1 cx) Heated Basement (Plan Check fee: era 2 L O l,4�c�- I Unheated Basement State Surcharge fee: u c 0• Other Unheated Pot Water Review fee: l Garage/Carport p J/tT_ SUBTOTAL L! q C90 O Decks pi pt_ 911/Rd Approach fee: j Other i ( ,q --_ TOTAL: $ IA al�j�• 4D oy(j Receipt Number: IGI '3 _�___,._ --� Cash/Check Number: J t ,/,- ESTIMATED COST(REQUIRED) Date: Si la j. 'yI -IC" •Fair market val,i of all labor and materials foundation to finish / ! I -j e U 6( 0 Initials: C'r I I ■ 07/24/2013 I Jef1�T�Sn County Department of Community Develo ment 621 Sheridan St. Port Townsend WA 98368. (360)379-4450 APPLICATION FOR DETERMINATION OF ADEQUATE POTABLE WATER SUPPLY Resolution 1199-90 requires building permit applicants to provide evidence of an adequate potable water supply. If initial information submitted is not adequate for approval and additional information or work is needed, an hourly rate will be charged acordingly. Name DA--(_.L....':--- SM--ESC - 6 g5 Mailing q Address Y` 3( S Gai i\ au , 71 Sum/S; ei WA.. Zip Code Zc%S Parcel ID# gCV- -eco- )Cam` Subdiv. Block Lot(s) Site Address Q I C FDY i cto,-■ A..).rz Zip Code q E3.3`i Type of Structure N5'E Check all that apply Note: Special conditions may apply within Seawater Intrusion Protection Zones. (SIPZ) Alternative system (provide justification and design per Jefferson County Environmental Health policy 97-01) Valid Water Right Permit(generally applies to springs, attach copy) 7( Approved Public Water (Submit the attached Water Availability Notification form completed by your water purveyor stating the system is capable of and will supply water.) /7 Individual Well—attach copy of: E C E W E 1) Well logs (If no well log report is on file, a 1 hr stabilization tes' a i u e 2) Lab analysis for water quality parameters tested within 3 years 1,1\ I cation: -Total coliform AUG 2 -Nitrate-N ` 2U1 -Chloride soN COL N Two-party Well—items above AND recorded Operation &Maintenances agree a r�:ptkpwrrnent By signing the application form,the applicant/owner attests that the information provided herein is trcla an co'3 rrect to the best of their knowledge. Any material falsehood or any omission of a material fact made by the applicant/owner 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 .nd right of entry to Jefferson County and its employees, representatives or agents for the purpose of application review and any required later in .ections. Access and right of entry to the applicant's properly or structure shall be requested and shall occur during regular business hours. Signature > L I // Date FOR OFFICE USE ONLY 1) Water Right Permit# 2) Public Water Supply WS ID# In Compliance Yes No 3) Individual Well Driller Name Date Drilled Depth Production Meets Water Quality Standards Yes No WRIA 17 SIPZ Yes Circle:Coastal Moderate High No Subbasin Based upon information provided by the applicant, it appears that the potable water supply: meets conditionally meets does not meet the conditions of RCW 19.27.097 and the Guidelines for Determining Wafer Availability for New Buildings. Application Reviewed by Date Date Fee Receipt# Check# Case#BLD Public Utility District #1 Of Jefferson County Board of Commissioners WATER AVAILABILITY NOTIFICATION Barney Burke, District 1 Kenneth A. McMillen, District 2 • PUBLIC WATER SYSTEM Wayne G. King, District 3 James G. Parker, Manager To: Jefferson County Environmental Health Department From: Quimper Water System System Operator(s): Eric Storey State ID Number: 05783U Number of existing connections: 2429 (Estimated) Number of permitted connections: 3149 Number of committed connections: 5E:11?.. This water system is capable of; and will supply potable water to the following location: Assessor's Parcel ID# OO 10 14' LegalDescription.c) ovIG '- ro...s k I Lob (ot rt. .& P - d • ***Water Connection is available once all fees/charges have been paid*** Site Address: • - lsmoilu s.L Signatures___ • Title('p :E Cd 5 Date: -2(0-14 THIS IS A NON-BINDING STATEMENT OF WATER AVAILABILITY. IT PROVIDES THAT AT THE TIMEOF REQUEST,WATER IS AVAILABLE WITHIN THIS SYSTEM. THIS NOTIFICATIOON IS GOOD FOR ONE YEAR 230 Chimacum Road/P.O.Box 929,Port Hadlock,WA 98339 PH (360)385-5800 FX(360)385-5945 Parcel Details Page 1 of 2 ,.:: Jefferson C „„,„ _ . . Home County Info Departments Search Parcel Number: 994800104 SEARCH Parcel Number: 994800104 Printer Friendly Owner Mailing Address: DALE C STEELE DIANE J STEELED 9315 SWANSON RD SUMAS WA98295-9314 Site Address: 1 E IO E U V n E: 210 BRIGHTON AVE PORT HADLOCK 98339 Section: 2 School District: Chimacum (49) I , AUG 2 7 2014 J Qtr Section: NE1/4 Fire Dist: Chimacum (1) ,J f J Township: 29N Tax Status: Taxable Range: 1W Tax Code: 0211 IEFFEA5oNC0n'ri F r1 nr rr,.",,''"T"7"PI O-MFNT Planning area:Tri-Area (4) Sub Division: 9948 - SHOLD'S Assessor's Land Use Code: 9100 - Vacant Land Property Description: SHOLD'S ADDITION BLK 1 LOTS 6 & 7 & PT OF TRACT B FRTG &TL TAX H & I SUBJ/REST COVT #551223 Tax, A/V, Sales, Photos, and Permit Data Bldg Data Map Parcel Plats&Surveys Septic Monitoring Info Jefferson County ". .,, HOME I COUNTY INFO I DEPARTMENTS I SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?Parcel_NO°994800104 8/28/2014 Parcel Details Page 2 of 2 http://www.co.jefferson.wa.us/assessors/parceiiparceldetail.asp?Parcel_NO=994800104 8/28/2014 m g (n 2 C) 1 1 to A m m Iv m 0 0 0 O (7 -n (A A r r 7 (_ O m m m D D m (n m r - r m O C', (n D °1 m w o s d d m y , m oo < < o) m x 8 u a x m o 0 m m 0 S°. 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Time Received: %d 0 G a@m/pm Mon. Tue. Wed. 4gge Fri. /� Date: -7 BLD: / 7 — 3// Contact Name: Owner: Contact Number: 360 Address: �O 5��/ 940 �,1G�t, 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 1,FSO. `�L JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT �.tif sG.CG� Date: Time Received: I2 am/pm Mon Tue. Wed. / Thur. Fri. Date: g/241//.5 BLD: jL/ Oo3/1 Contact Name: Owner: Contact Number: 360 Address: 01 10 ligfQ-1-tav 41v� 206 ,_...2//4`—p g-91—td .calli Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Underground 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 X Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling w,_sU1 cot. ti i JEFFERSON COUNTY l.y/i1 °2 DEPARTMENT OF COMMUNITY DEVELOPMENT Date: .S Li Time Received: I/4 am rr' Mon. Tue. Wed. Thur. Fri. Date: g-- O BLD: `�f-�� Contact Name: Owner: [ Contact Number: 360 37c1 /7 ' Address: )/0 6,--/t,tJ ' 'fo2.3 S 1 c,7 / 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 X Address Posted Block& Tile Ceiling �kw�jjt `'bow JEFFERSON COUNTY $`. DEPARTMENT OF COMMUNITY DEVELOPMENT 1.1W/T4U.to Date: 2sGTime Received: 2 / ''' ''C m Mon. (la) Wed. Thur. Fri. `I Date: 2 _2,st BLD: NI— 9// Contact Name: Owner: Contact Number: 360 7q Mil Address: ,3%.l rj 3;Ta i fc..i ArkY i 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 ,,,,5'''' "bc,, JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 16WT NUS0 Date: Time Received: 3 UC am ri Mon. Tue. Weir Thur. Fri. Date: i BLD: 1 Lt - 3 l 1 Contact Name: Owner: c. -,--1 Contact Number: 360 c'- ( 3? Address: to 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing X 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 S w UN c.0 '':^ JEFFERSON COUNTY 4q �� DEPARTMENT OF COMMUNITY DEVELOPMENT Date: ( t Time Received: ( C ,'� (T: am/ Mon. Tue. Wed. Thur. n f Date: BLD: \ T --,\ Contact Name: Owner: k' Contact Number: 360 Address: F-4 D c t 1'.-..- 206 Notes: A- 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 es°N co,� JEFFERSON COUNTY & _' DEPARTMENT OF COMMUNITY DEVELOPMENT Date: U-22.1 Time Received: `L a mn5E, Mon. Tue. Thur. Fri. Date: I -at BLD: (LE-31 t Contact Name: Owner: Contact Number: 360 Address: to ?,r-Ls oN 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 9 ,-.N - N JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: (-2) Time Received: . �� a pm I Tue. Wed. Thur. Fri. Date: 1— ,(40• BLD: k.'— ‘.1 Contact Name: Owner: IM-;\ Contact Number: 360 —(Address: ? 0 2�� 16 t U l o 206 Notes: l \/ Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Underground Furance Footing Rough In ii, Air Seal Above ground Gas Stemwall Hydronic y 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 SOS CO 4�/fi `2 JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: 1/7 Time Received: /:36 a pm Mon. Tue. Wed. ar Fri. Date: //0 BLD: 1 4- co31/ Contact Name: Owner: ff Contact Number: 360 Address: 2./0 get6Fr-1-t) Ave 206 163 - ic e5` 7 Notes: .1JC##Tlux /115P 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 ,p7qC-5O`: CO - t JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: 4g'._$` l o Time Received: k [q m 6D7 Tue. Wed. Thur. Fri. V Date: / BLD: ((,. _ I I Contact Name: Owner: L Contact Number: 360 37q/799 Address: xlb `Ur ctvA • 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground V_ 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 4e-5O" °o<< JEFFERSON COUNTY W` K DEPARTMENT OF COMMUNITY DEVELOPMENT $9Hf"G{v Date: 11-2_1) Time Received: 22,`76 arrifiliv Mon. Tue. Wed. Thur. fp Date: 11 ---9--. l BLD: t4c 3 d Contact Name: Owner: ll c Contact Number: 360 ! —9(ef( Address: T1 .( tf� 206 Notes: •si-a ..4....., Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance VN Footing V Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Irterior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Qh--k R.Tila Ceiling C 4'H" " JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT ;\GS Date: 5/3 1/) Time Received: n: 4 tOpm Mon. Tue. Wed. Thur. Fri. ,�1 I Date: A .;.Contact S),4.--ms BLD: , 3 Contact Name: Owner: Q� X Contact Number: 68-r aej 3-38 )-4t 6,3 Address: (-2 0 63rie,f-c7 ; Q,,. 2136- Notes: Wa1 tl')Cd I\b‘t 1 1 Y10?), Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Underground 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 • • Jefferson County DCD Building Division Correction Notice PERMIT NUMBER `•4(— c( OWNER 1 tJ 1 JOB LOCATION _ d ..s TWA • �l Inspection of this structure has found the following violations: You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspectio Date `/ ! Inspector C BUILDING DIVISION(360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE r. 0 III 1„.?,, ON cl). JEFFERSON COUNTY 4 DEPARTMENT OF COMMUNITY DEVELOPMENT � 621 Sheridan Street • Port Townsend • Washington 98368 .q ,z5. . 360/379-4450 . 360/379-4451 Fax sN http://www.co.jefferson.wa.us/commdevelopment/ Stormwater Calculation Worksheet MLA# PROJECT/APPLICANT NAME: 1-5/ l -, i t"" I._--i 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. L 1 PARCEL SIZE(I.E.,SITE) Size of parcel v 512 acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet _22 3 1)S, , Z 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 cleared,graded,filled, Answer the following two questions related to excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: Does the project convert V.acres or more of Vg Construction site for structures /sq/ft native vegetation to lawn or landscaped areas? i-) O Drainfield,septic tank,etc. 56 - "I 7C) sq/ft Circle: Yes ( No Well,utilities,etc. e sq/ft Does the project convert 2'/2 acres or more of native vegetation to pasture? Driveway, parking, roads, etc. 5l•-S+i 0€1=-• t 00.2 sq/ft ~ Circle: Yes t fro ,' Lawn, landscaping, etc. _.) sq/ft -. Other compacted surface, etc. C. sq/ft Indicate Total Volumes of Proposed: --7 j /- '1 Total Land Disturbance .� `�Cif) sq/ft Cut .61 L-k`7`" Fill •J 4—LL` [over] stormwater colt worksheet—REV.2/20/2000 1 OP 0 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 S L/- EXISTING Structures (all roof area) / sq/ft Structures (all roof area) sq/ft J Sidewalks A sq/ft Sidewalks sq/ft Patios / /\ sq/ft Patios sq/ft Solid Decks 7 7 r sq/ft Solid Decks sq/ft (without infiltration below) (without infiltration below) • Driveway, parking, roads, etc i %i•. sq/ft Driveway, parking, roads, etc sq/ft Other sq/ft Other sq/ft Total New sq/ft Total Existing ( % sqlft 11 TOTAL NEW+TOTAL EXISTING* 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 (.IjJr` a Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: /o Does the site have 35%or more of existing impervious surface? Circle: Yes No FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of"medium" projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. 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 Stormwater Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected property. �f �a 7 K a 1i'.:'.( , ..1.) 2( 2 /. r ( /-1 --(LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) l / 1�S'' 16r ! ' r r1 ^ sTM * y .7 �7 . & � _ :?7,71 t" -`4. z .. W �t.i. yA � }am ,. 4 p _ u3 , U 3 i t y'l tt es crt+r3 -a ✓ _ _ $ Ke storrnwater talc worksheet—REV.2/2012008 2 1 1 G -- S N C ff O S c-, V} N n rn m 0 � O r+ x73 0 O ` \:; rn 0 � — O z rniTiOz Z zAA ND * z of„ — H 0 )- rn/ a0 —I z � A rn -CU r- > CI Qlz 7cUIa. A o rnCI 1 Q > Ls) (PO - �y�� vV N 'a rn N- . wry . „ v' 70C -ZI `�j�3 ��0 n\ ,` p�// ::4666, A C1 / ///f/ ra \,A', .,-,>' / � / t ' / / /! X09 ,' .. ..�, . A % / / 9 2 / TO . : ., \ / ca y v �. a0 , . \ , ,, \ / // mz ° > yeti /\)>iA moo °/ �a I l.I VI I �\ \ \ •a :6y Op ,,.: 4, 6 /mil f�Ti / /��,, /4g ' /N rn 0 , • X Z rn @ O p'•OpF�\ / / b a ' 0 rn A / VY I > n X -o < N \ F 1 3 x AD H rno � ■ �� Q NN -rnp0Orn rnU! , /a p zn nrn— 7C 7\ -i -0-11 \ H O x 0 7N ii n, W 0 op _li N N W N r 0% I x_. N_O v t I rni h hi N ., _,, = o`so tz. r� r, m o n„..,., G..) lu _ -:) l 1 N. , 'T;_. ;�.Ci� o V z_ o v fit 00 C ^ .., Z 2 ,I r o • . .1 k-4,<U N M d � -2.i Tpv-,x n cp o- rn A 0 0 -I Na o 3 D � cr2Q&+ 1 to N m z m STEELE S.P.A.A.D ” P- a° 0 m H J C • ° vmm DO1 rte+ Cr) • Brighton Ave g 'u y" w 0 0 w co o o Port Hadlock Washington 98339 d w Q. N 3 m co 0 rr — _ 1 1 I .° j ',..,, w o II - ® —" N IN /�''�{� a 1 0 �� .JI :22\168 - 2868 o ' � iii iii — I ' , i ' I Mi!liiiiiIii ' .1 o i Ii 11 co T N 0 0 g 1 o i. cox 1III�JJ� N 2666 ' 1 L J� � _ 5050 115 _ \i id CO 1668 /\ 0 0 z m m Xi IEEE I I Q I I I/I y N N T N" grg YNN N S own fA N4X ? G c H H _ 26�6 (] I 0 0 0 2 C m 0 0 0 0 0 0 2 2 ^ 0 N 'i gga zmq,mgg YY mzz YJ y 5 N N O-O-.2 z N N 2gm 9AA 22CTt-'.022 r •. / _ • G)Glm Fg R8'8L1 " ODGJ G� G V `�','.�f' m4 m;m;;m4 88;mmm N 0 D 2�_ 2668 466 I �°---.,, I m O CO _ n 8 i m Ll y m y C m 3 1— 3 O O INNNZNNNN T w - O T C PQP g = to D V I„r!I D G7 c ti �j m m m m II m m z z N' IJ 11 u F---°—� ”' " " " " . D I o C' O •5040 HS Egress 5040 HS Egress to NJ mmrM A AM II O `C NE 0'm °m -o � 0 v N N ^' LPL CC ci,E7,Mt vv v vv,vt:v CI w ti o O O N Si A A n oN wfJw WIA Ls wwweN /IJ, [W� uuiJS wg 0 Q L • C41 O 11 11 y1 y O -I < AC ACA A A m j r DALE & DIANE STEELE --1 I j S D u /Q\ D m D y 0 5 Z a m ,,L" I; FLOOR PLAN XXX BRIGHTON ROAD N O N -m >0 mm m0 IRONDALE, WA 98339 HOMES A m ,p m m , m - o z r AI *A 360.319.9679 > PARCEL # - 994800104 04 N.. _ - Prestriptive Energy Code Compliancipr Climate Zones 6, 5 and Marine 4 Project Information Contact Inform* Dale & Diane Steele Dale & Diane Steele xxx Brighton Road xxx Brighton Road Irondale, WA 98339 Irondale. WA 98339 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone 5 & Marine 4 6 R-Values U-Factora R-Value U-Factora Fenestration U-Factorb n/a 0.30 n/a 0.30 Skylight U-Factor n/a 0.50 n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a n/a n/a Ceiling 49' 0.026 49 0.026 Wood Frame Wall9'k'l 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21h 0.056 21+5h 0.044 Floor 30g 0.029 309 0.029 Below Grade Wall`k 10/15/21 int+TB 0.042 10/15/21 int+ TB 0.042 Slab° R-Value& Depth 10, 2 ft n/a 10,4 ft n/a `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑ 1. Small Dwelling Unit: 0.5 points I -- ri° !� = I v Dwelling units less than 1500 square feet in conditioned floor area with less Lila"! 1\1:0 rea. Additions to existing building that are less than 750 square feet of heated floor area. El 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. ❑ 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area dTY u: r-,,-I nrArr Table R406.2 Summary Option Description Cre la Efficient Building Envelope la 0.5 0.5 lb Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a, 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 0 I*1200 kwh Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.odf • • Glazing Schedule Project Information Contact Information Dale & Diane Steele Dale & Diane Steele xxx Brighton Road xxx Brighton Road Irondale, WA 98339 Irondale, WA 98339 R402.3.3 Exception (15 sq. ft. max.) Vertical Glazing (Windows and glazed doors) Plan Component Glazing Width Height Glazing ID Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA - PIC-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.24 1 2 ° 5 ° 10.0 2.40 XO -2gl Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 4 ° 3 6 14.0 3.78 XO -2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 5 ° 4 ° 20.0 5.40 - XO -2gl Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 5 ° 4 ° 20.0 5.40 XO -2gl Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 4 ° 4 ° 16.0 4.32 - XO -2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 6 ° 4 ° 24.0 6.48 - XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 2 5 ° 5 ° 50.0 13.50 - XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 6 ° 4 ° 24.0 6.48 - 3GD -2g1 Milgard 3DMax, Vinyl, Low-i NFRC 0.26 1 6 ° 6 10 41.0 10.66 - 3GD -2g1 Milgard 3DMax, Vinyl, Low- NFRC 0.26 1 6 0 6 10 41.0 10.66 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.0_0 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 0 0 0 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 0 0 ° 0.0 0.00 - - - 0.00 0 0 0 0 0 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 0 0 0 0.0 0.00 - - - 0.00 0 0 0 0 0 0.0 0.00 - Fiberglass, Ins. 4-Pan, 4 lite, 6%, 2g1 Custom 0.20 1 3 ° 6 8 20.0 4.00 - - - 0.00 0 0 0 0 0 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 0 0 0 0.0 0.00 - - - 0.00 0 0 0 0 0 0.0 0.00 Sum of Area and UA 1 280.01 73.081 Area Weighted U = UA/Area I 0.26 • Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Enerav Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heatina loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Project Information Contact Information ... ,€,.,..... -.�„" Dale&Diane"t:#eele` "�" - sate&Diane tee e , xxx Brighton Road .. , xxx Brighton Road Irondale,WA 19:,� Irondale,WA 98339 Heating System Type: To see detailed instructions for each section,place your cursor on the word"Instructions". (trn pu p Design Temperature Instructions Design Temperature Difference(AT) 45 AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2,652 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) _ 9.0 23,868 Glazing and Doors U-Factor X Area = UA Instructions 0.30 84.00 Insulation Attic U-Factor X Area = UA Instructions ' 0.026 884r 22.98 49 ae, iv Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions - No selection F --- Above Grade Walls(see Figure 1) U-Factor Area UA Instructions 0.056 2,280 127.68 IR Floors U-Factor Area UA Instructions ` 0.029 25.64 Below Grade Walls (see Figure 1) U-Factor Area UA Instructions ". - No selection — Slab Below Grade(see Figure 1) F-Factor Len,th UA instructions ... ",.,«. Select condiuomng No selection ;';. Slab on Grade(seeFIgure1) F-Factor Len,th UA Instructions No selection -- Select R Value }, Location of Ducts Instructions ,.....� Duct Leakage Coefficient Uncmwitionad Space 1.10 Sum of UA 260.30 Envelope Heat Load 11,714 Btu/Hour Sum of UA XaT Air Leakage Heat Load 11,600 Btu/Hour VolumeX 0.6XSTX.018 eSTV Building Design Heat Load 23,313 Btu/Hour Air Leakage*Envelope Heat Loss Building and Duct Heat Load 25,645 Btu(Hour Ducts In unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 32,056 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07ro1/J3) E CD S N m = 'O m o) ,° ° 6££96 uol6uNSeM P0IPeH Pod o o .-' < g.' 2,1-,•,.?,- any uo146P9 m N Q ,36 9 a'�'�'d'S 3`I`3�.L5 w t'— y. L � < c Q O ° Od�m .� 1n�� Z w CIni z C=7 0 AIli! O = Q 0 LL CJ PI 'd' AO CO - '' '=: : • CT! 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N ® -n ® �_ J • • '`/ • BUILDING PERMIT APPLICATION Review Type: Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD14-00311 Received Date: 8/28/2014 SITE ADDRESS: 210 BRIGHTON AVE PORT HADLOCK, 98339 OWNER: DALE C STEELE PHONE: 360-988-5685 DIANE J STEELED 9315 SWANSON RD SUMAS WA 98295-9314 9948 SUBDIVISION: Block: 1 Lot: 6+ PARCEL NUMBER: 994800104 Section: 2 Township: 29 N Range: 1VV CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2016 REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOt NSFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 884 VALUATION 300,266.00 ADD'L: 884 HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: 884 HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: SETBACK: DECK: 272 BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: Exist: Prop: 2 Prop: 4 Total: 2 Total: 4 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $2,434.00 SRE 08/26/14 151393 Plan Check $1,582.10 SRE 08/26/14 151393 State Building Code $4.50 SRE 08/26/14 151393 Potable Water Application $67.00 SRE 08/26/14 151393 Total: $4,087.60 \\tidemark\data\forms\F_BLD_App_Bld.rpt 8/28/2014 4&, . ' .,°oU JE• 'ON COUNTY V t 1 DEPARTMENT OF COMMLIMY DEVELOPMENT \. 621 Sheridan Street 1 Port Townsend,WA 983681 Web:www.co.iefferson.wa.us/communitydevelopment \>�INO� Tel:360.379.4450 1 Fax:360.379.4451 1 Email:dcd(a?co.iefferson.wa.us Building Permits&Inspections I Development Consistency Review I Long Range Planning I Watershed Stewardship Resource Center Master Permit Application MLA: Project Description(include separate sheets as necessary): Tax Parcel Number: q R� (X 7 6 01- Property Size: 141.0 2-c 144,0 (acres/square feet) Site Address and/or Directions to Property: Aft 03(,24c- f; S 5/ - 210 FDRtGH-T PJ AVE Property Owner(s)of Record: bed-l_& C. S t&C(_ Telephone: 3 6=7,0`R ge-'gog*,5- Fax: email: ba--D gree tG-'e)(D WR-1:,,G Mailing Address: ct31s St J-j99o1\) ROAR C f.-t--Cr)A-3 1 W k 41$9-gS Applicant/Agent(if different from owner): LC—><Art .. 1 - )/V1 6.. P 1411. SA-e41Jf K LL Telephone: 3c -4 2-3 -t''7 I L 7 Fax: email: Mailing Address: '1 4 LA SQUi rI 6 Pu e. oar T dumtS6i l l) UJA , 98 C What kind of Permit?(Check each box that applies ❑Lot or Road Segregation wilding ❑Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor ,,-': •, ` •• '� ❑Single Family ❑Garage Attached/ Detached ❑ Conditional Use s<. wra �/ ❑ Manufactured Home ❑ Modular El Discretionary"D 9 L•,--- - ."•• ❑ Commercial* ❑Special Use(Esse,t'gl public Facilities)** ❑ Change of Use ❑Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** AUG 2 7 2014 1 ❑Home Business ❑Cottage Industry ❑ Binding Site Plan" J ❑ Propane ❑Long Plat** L. ❑Sign ❑ Planned Rural Residential DevkiliziVriiii@O RD)/Amend ents** ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration** ""_'IlY DFVEL0PMENT iN Stormwater Management ❑ Shoreline Master Program Exemption/Permit Revisions** Iil Site Plan Approval Advance Determination(SPAAD)* ❑ Shoreline Management Substantial Development'' ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference El Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: flit L 1}AJKLE DESIGNATION OF AGENT I hereby designate Naar,. to act as my agent in matters relating jto. this application for permit(s). I , , l Date: a�o, 2" 14/ OWNER SIGNATURE �; 0 • By signing this application loon,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 -or -ss and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any requir- .ter inspections. Staffs access and right of entry will be assumed unless the applicant info s the Co my in writing at the time of the ap• ;on`r .the or sh. ants "y9.. notice. `i� r / 4., r . Date: • 2-(4. 20 Mr Signature: i The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon •ne 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 ill 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 a in compliance with the J:�erson County development code.The Applicant acknowledges th t he,she or it holds individual and non-transfer-. : r-:,.•ns''ility fo hering - comps ng with the ESA. The Applicant has read this disclai r aqd ' ns and dates it below. Signature: �� r • ' r • e Date: � 2-d 07/24/2013 BUILDER STATEMENT • ' The signer of thi ..ate -nt does x-ttt-by certify that t' -y are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assumi : i - -sponsi IA • the Gene :I •ntractor for the proposed proje, /17 Signature: 1^' / Date: L�I .imp,GENERA CONTRACTOR OR ANUFACTURED HOME NSTALLER: P E: FAX: MAILING ADDRESS: q<1 l< �vi k'£ 0L_ P� r Taa)EMAIL: Ts 1_nc is Lbw CONTRACTOR'S LICENSE ,- /y 'd-`�'�`" � WAINS NUMBER: 1i Oy 7 NUMBER ARCHITECT/ENGINEER: 1 d PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: X New ❑ Wood Existing: Sewer ❑ Addition Li Steel Proposed: Bank Community System I ❑ Alteration/Remodel ❑ Concrete Total: —4-4 Height: Individual System Repair I Masonry SEP Permit# of Q-Z�i1 Bedrooms: Water Supply: Demolition Other. PP Y: Existing: Setback: i i Private well ❑ Two Party Type of Heat: Proposed: 2 Public //�-�� t:- . IC �' Total: 2. Name of System: G'llkvI T(( D5 T - If this is a Commercial Project you must answer the following: �s� 7 r� Number of Parking Spaces: Current: Proposed: Numbe o ' I a„- Number of occupants(includes owners,tenants,employees,etc) Current _ 1 - dosed IBC Occupancy: IBC Type of construction: Will you have ..w Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit,mark all items below that tip, Y: AUG 2 7 2014 Underground Tank Above ground tank Size of Propane Tank: 1_/ Heat Stove Cook Stove Woodstove Fireplace.nsert rehtO I evotS tell-• j.• r,st-� -i' `•I Is this appliance being installed in a Manufactured I Mobile Home? Yes I No fivPT.Or COMMUNITY DEVELOPMENT When applying for a permit to install a propane tank you must also submit a site plan showinrali ofthe 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 I OJ (0• EH Bld App Review: ` —ICI -Cr.-) 2n1 Floor Heated -1 Consistency Review: ‘,....I4...6„,�) St-4 r} Other Heated � 5� aiee: LI C O G, Y , o V Mezzanine Additional Section: 1 ci ,cm Heated Basement g�y (Plan Check fee: ) ' S�3 2 t p 1y441� 1 Unheated Basement State Surcharge fee: -co Other Unheated Pot Water Review fee: 0`4-- Garage/Carport p //t_ SUBTOTAL L� n �0 Decks /�T ^� 911/Rd Approach fee: j"1 Other �� r! TOTAL: $ r I��jt 4o di , it. I—,.440 a Receipt Number: 1. 1 55'3 Cash/Check Number: L40- - ESTIMATED COST(REQUIRED) Date: Si�, t. 1 .Fair market vat of all labor and materials foundation to finish CJ/ / t `I -1610 00p Initials: CE _ 07/24/2013 • • ?cm' t d,. JEFFERSON COUNTY r I DEPARTMENT OF COMMUNITY DEVELOPMENT g 4,, ; „ 621 Sheridan Street• Port Townsend • Washington 98368 Zj 360/379-4450 • 360/379-4451 Fax '1/4911q110 http:l/www.co.jefferson.wa.us/commdevelopment/ Stormwater Calculation Worksheet • MLA# PROJECT/APPLICANT NAME: bA L C . S ME-Le 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. y PARCEL SIZE(I.E.,SITE), Size of parcel + J�2 acres 2 An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet 22 3�s'' 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 cleared, graded,filled, Answer the following two questions related to excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: 2-71- Does the project convert'/,acres or more of Construction site for structures g� rsq/ft native vegetation to lawn or landscaped areas? Drainfield, septic tank,etc. /5-6 f-)60 _ , ,,, sq/ft Circle: Yes No Well, utilities,etc. C sq/ft Does the project convert 2'/2 acres or more of -_ native vegetation to pasture? Driveway, parking, roads, etc. 57-5-4-1 00 (0 33 sq/ft Circle: Yes o Lawn, landscaping, etc. lJ sq/ft Other compacted surface, etc. C sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance 3 p 0 3 sqlft Cut -62'-4 0 Fill 2cu ovi(cu/yd) [over) stormwater talc worksheet—REV,2120/2008 1 1 • • Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW S'S J- EXISTING Structures(all roof area) T sq/ft Structures(all roof area) 0 sq/ft Sidewalks A/A sq/ft Sidewalks 0 sq/ft Patios Af A sq/ft Patios C sqlft Solid Decks 277 sq/ft Solid Decks 0 sq/ft (without infiltration below) (without infiltration below) Driveway, parking, roads, etc Ai sq/ft Driveway, parking, roads, etc n sq/ft Other sq/ft Other sq/ft Total New sgfft Total Existing o sqlft LEE, TOTAL NEW+TOTAL EXISTING* SL 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 Divide the total existing impervious surface above by the size of the parcel and convert to a percentage.. `QJ j Does the site have 35% or more of existing impervious surface? Circle: Yes 0 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 Stormwater Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of e affected property. te 0/ / , L t 111 111 4GAN NWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) `yp.r I n . d *.3 °. { yi '� r -'1' c � 7,-_, z°��}� ,A `i III tt �t.f 'sz.s �kns) r4. t' "I 1[ `--td Ye t , Ir "-iii- l t , t � at°rmwater calc worksheet—REV.2120/2008 2 I r -- 1 . 1 1, ® u co =_0 N c w 0 2468 2868 O g � 7-- ,'--!- I–!' – — I ' I ' I 1 W 4 a re el 1 co 8 i 1 i N N 1 CM �I ' l L __I L — — 1 _L 5050 HS v. 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JEFFERSON COUNTY \ s IGDNEAPTRORFEC:0 MUNITY VELOPMENT \i' "9,..i. .0 1, . , \ I < al , , Noith East down spout dispersion trench shall bc ou kite of t_crc, , .0f 3rsetback from top of bank,mamiammg a b s 5 setback from the structure i:.P-',,...--- srs,____. ). .6r•I '',.. \ i,. ■ t:-C1:„...-''''Z' ' $ %A pproxime+c loc0,410 II Cc +9F4 cosi , i,...7-,---gtraVci.1` •••7 ••■ :1/42.4.; ....■ P akoolel.,,, :::., . , s +9 -',7-• , \ rt 8 ouins.?,3 vt inel 141-441ort ar krux..1)• 0 .1, •-• '41; , n In 1 AirA I 0'Sitba cA -Pre m kr-• \ 4 , c+rvc,ivrc a nol pr-operh /, ne -.. „DAL ig- it)//iri 181° s-6 1-5-- \ s — Rc.,e,-D is-r%ci.<. \ ii: zril \ W , ....) S — 3 DI SpciSI Owl irefle-h 1.1ei.ii b & , , \ ' „e, 1 , outsic4e.. 0: .Dzi, sexba Ot., fir©yr, 11-111 " 52 \ / LU 4.1- U CO t.1- 0 ...• . f t +0 p of' 1340 K rnaltit'a ininef 0 114 5 , 5' se:6136+64s Cram s4roc-4vke_. ..„.., , 1\ `,5- vc_4ve. \ -Fr r \ `--. • , \ - • 71 piati a CCepted -- — 1Z 8-1/i se d _ (-Ind approved over phon e. , i 1 by Dale. St2ele,on eeternbe-rgS19-01if c_.,n VerSO4 Oh 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 5FR 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 A g g 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.govlpacific/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 recommendation P 9 9 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 • 7/31/03 DEPARTMENT OF COMMUNITY DEVELOPMENT ADMINISTRATIVE WATER CONSERVATION MEASURES LIST To Promote Aquifer Recharge and Prevent Seawater Intrusion 1. Roof and other intercepted precipitation shall be routed to on-site detention ponds and/or other approved means and allowed to be released to the soil slowly. 2. Water collected from storm water and roof catchments may be used for watering lawns and gardens. Unless catchments water has been treated to meet drinking water standards,there shall be no cross connections allowed between the potable supply and impounded water. 3. Ground water withdrawn from each property should not exceed a rate of three (3) gallons per minute. 4. Install water-conserving fixtures such as low flow toilets, faucets and shower restrictors and other water saving plumbing fixtures. 5. Landscaping should include xeriscaping and native vegetation with minimal amounts of irrigation. 6. Use drip irrigation, soaker hose systems and root irrigation. 7. Use water basin techniques to water plants, shrubs and trees. 8. Routinely water deeply and less frequently. 9. Weed control is an important part of water conservation. 10. For your landscaping select drought tolerant plants, shrubs and trees stay away from heavy water consumers. 11. Limit the amount of irrigated lawn. 12. Mulch your garden as well as isolated plants,trees and shrubs_ 13. Use shade and windbreaks to assist in water conservation. 14. Use low flow water closets, showerheads and water conserving dish and clothes washers. 15. Use rainwater catchment systems that corral rainwater from manmade surfaces and into storage. 16. Install water-conserving devices such as low-volume toilets and plumbing fixtures. 17. Only 400 gallons per day or less should be pumped from all exempt wells in Seawater Intrusion Protection Zones (SIPZ). 18.Water softeners that contribute salt to groundwater through infiltration should not be used in SIPZ. 19. Hose bibs (outdoor spigots)for outdoor water use should not be used in SIPZ. [end] PLEASE NOTE:THIS LIST IS A DELETIONS MADE AT AY TIME. USE CURRENT LIST.ADDITIONS/ ST !. N., s 4 • / �l �Lpi� -CU311 •_ h; tl it 1..., RE E date:__ ____ sty (e x'' Prket.. [ c10, fit:'` id`[ �` ` / 'tots (0 .* 7 ....,y6,„.3 $1-%o I ci a � dd,. S S • At 1 N. `,_ � 4 i0 6 R'9A ow frtecg-- 1-....• 1o�t 7awNsaa . `"_ \ \\,/ 07. - /.. \ a4 0,,,,s,�• Noah East down spout dispersion trench shall be outside of / f by t j, Of 38'setback from top of bank,maintaining a 1 et U9,d., `` } �� . f, r -5'setback from the structure.. F Pk.,, , n— .I , <` * = A pG(CXirr\\rr'"G. I�c.0, 1O r∎ JC �+ I �1� r"t Er : A6,4,*s` y ,j r 6 1 rie ' h ^. '0'stvipGL) , t �r, ni „ , L �3 D�)£-- re ... t"' ■ \ 360— .7 8$- s--‘g-s- \ IJ A. , 0 O U � N u. `' u) �� _ \ �c �,, �G, . , erlairfc� ,rtrrirf. Ci uj L r �� v.v -r-'._t` . --- - - ---, --- - - - - 1 .` -'1-7-et:, sec) _ r/-f. plan Occep&eri �—� nr1fl Ctf Prc?5�' ,1 �3Vcc r,6lcr� z ,�Fr»b2r` `J ;gi i • Sally Ellis From: Colleen Zmolek Sent: Wednesday, October 01, 2014 3:12 PM To: Sally Ellis Subject: BLD14-00311 Ready to issue Colleen ZmoCek Associate Planner, Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 360-379-4462 czmolek(a)co.iefferson.wa.us Jefferson County DCD Mission: To preserve and enhance the quality of life in Jefferson County by promoting a vibrant economy, sound communities and a healthy environment. All e-mail sent to this address will be received by the Jefferson County e-mail system and may be subject to Public Disclosure under Chapter 42.56 RCW. Our office is open to the public 9:oo a.m.-4:3o p.m.Monday to Thursday,closed Fridays. 1 • • 3.1.2 Downspout Dispersion Systems (BMP T5.10B) Downspout dispersion systems are splash blocks or gravel-filled trenches, which serve to spread roof runoff over vegetated pervious areas. Dispersion attenuates peak flows by slowing the runoff entering into the conveyance system,allowing some infiltration, and providing some water quality benefits. Applications & Downspout dispersion may be used in all subdivision lots where Limitations downspout full infiltration,full dispersion, and bioretention/rain gardens are not feasible. Flow Credit for In WWHM3,roof areas may be modeled as grassed surfaces if roof runoff Roof Downspout is dispersed according to the requirements of this section on lots greater Dispersion than 22,000 square feet,and the vegetative flow'path is 50 feet or larger through undisturbed native landscape or lawn/landscape area that meets BMP T5.13. This is done in WWHM on the Mitigated Scenario screen by entering the roof area into one of the entry options for dispersal of impervious area runoff. For WWHM 2012, see Appendix III-C in this Volume. Design Criteria 1. Use downspout trenches designed as shown in Figures 3.1.5 and 3.1.6 for all downspout dispersion applications except where splash blocks are allowed below. 2. Splash blocks shown in Figure 3.1.7 may be used for downspouts discharging to a vegetated flowpath at least 50 feet in length as measured from the downspout to the downstream property line, structure, slope over 15%,stream,wetland,or other impervious surface. Sensitive area buffers may count toward flowpath lengths. 3. Cover the vegetated flowpath with well-established lawn or pasture, landscaping with well-established groundcover, or native vegetation with natural groundcover.The groundcover shall be dense enough to help disperse and infiltrate flows and to prevent erosion. 4. If the vegetated flowpath(measured as defined above)is less than 25 feet, a perforated stub-out connection per Section 3.1.3 may be used in lieu of downspout dispersion.A perforated stub-out may also be used where implementation of downspout dispersion might cause erosion or flooding problems,either on site or on adjacent lots.For example,this provision might be appropriate for lots constructed on steep hills where downspout discharge could culminate and might pose a potential hazard for lower lying lots,or where dispersed flows could create problems for adjacent off-site lots. This provision does not apply to situations where lots are flat and on-site downspout dispersal would result in saturated Vegetative flow path is measured from the downspout or dispersion system discharge point to the downstream property line,stream,wetland,or other impervious surface. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-11 • • yards.Perforated stub-outs are not appropriate when seasonal water table is<1 foot below trench bottom. Note: For all other types of projects, the use of a perforated stub-out in lieu of downspout dispersion shall be as determined by the Local Plan Approval Authority. 5. For sites with septic systems,the discharge point of all dispersion systems must be downgradient of the drainfield. This requirement may be waived if site topography clearly prohibits flows from intersecting the drainfield. Design Criteria for Dispersion Trenches vegetated flowpath of at least 25 feet in length must be maintained 1. A g wp gt between the outlet of the trench and any property line, structure,stream, wetland,or impervious surface.A vegetated flowpath of at least 50 feet in length must be maintained between the outlet of the trench and any slope steeper than 15%. Sensitive area buffers may count towards flowpath lengths. 2. Trenches serving up to 700 square feet of roof area may be simple 10- foot-long by 2-foot wide gravel filled trenches as shown in Figure 3.1.5. For roof areas larger than 700 square feet,a dispersion trench with notched grade board as shown in Figure 3.1.6 or alternative material approved by the Local Plan Approval Authority may be used. The total length of this design must not exceed 50 feet and must provide at least 10 feet of trench per 700 square feet of roof area. 3. Maintain a setback of at least 5 feet between any edge of the trench and any structure or property line. 4. No erosion or flooding of downstream properties may result. 5. Have a geotechnical engineer or a licensed geologist,hydrogeologist,or engineering geologist evaluate runoff discharged towards landslide hazard areas.Don not place the discharge point on or above slopes greater than 15%or above erosion hazard areas without evaluation by a geotechnical engineer or qualified geologist and jurisdiction approval. 6. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices,the outer edge of the vegetated flowpath segment for the dispersion trench must not overlap with other flowpath segments,except those associated with sheet flow from a non- native pervious surface. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-12 • • 0 a 0 0 level outlet a a° °a°o .• L d °° VA da od . 00000 pba °d9 • ---------„,a a a O a° °s s V ° • 1 ,y vVo o 0 °°°° a ° Va ° ° a �-1— 000 0 ° 0 00° a 6"min d,a;p� o0ee°a a° OA;•• - ° °n` °° 4'pert pipe .0,,,',10 O p ad- D %d °°a VVdpd oo° 18"min • aV° o4oDp°a V°a° o V°V °o 0 o e , n " 11/2"-314 washed rock O ap pa°O ap°°• a` 00 V a ° ° 00 0 V °o0 ° °V0°i'°o°°o° I c ;C°0°o 0°.0 0 0�°°0°a 4+—24'min 41 TRENCH X-SECTION NTS slope --• � small catch basin or yard drain u ^ 2'x 10' _ level trenches 5700 sq.ft. Type I CB 1., >700 sq.ft. ^' standard dispersion trench w/notched grade board length 10'per 700 sq.ft. of roof area i PLAN VIEW OF ROOF AITC Figure 3.1.5 -Typical Downspout Dispersion Trench Source: King County Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-13 • • /pipe O.D. 1'.0 1•-0 roan nan end cap or plug tlo 'tosecond dispersal tie m h 1■e vao clean outwye front pipe if necessary. li•o-0 Qoaol 4"orb"perbrad pipe laidflatlevel A° notched ,l �• 0, grade board ,a A' 2'x v'notches a V, 4 9 tyre ll C B w/solid corer(locking) type l CB 1& O.C. A b r1 f atiysoldcoer in ZZA a influent pipe (max design �i flow 50.5 C FS per trench) co 4 1' v,El clean out we from pipe a a a Q Q 9 'HOW t other branching CB's PLAN as necessary. NTS ' in'O.C. pipe O.D. galu3nized boils 1.0 1•C Li='^t" —6'I �2" K c x12 ed ; 99 g, ° baard n_emtes 2�� ',assure il i' $f:. tieeedgrade a: ' o o`. 4"or t3'perforated m' " Oq e4 .a pipe laid flat tsard M T 04 e., i NOTES: o ; Q DA'. 4"x4'sup port pcst v , •!ao Clean(,5%tines) 1.This tier:h shall beconstructedso co-<`: 1lJz"-3/t"wished rock as t• prevent point di_rhargeandbr A u 9 ..< etnsbn. e , ag a 4 . 2.Trenches ma;be plated nocbser filter fabric than 50 f et b one another.(100 feet ab rn3 fbwIire) 15% ramfa'flan ocritroNveler cwaliby 3.Trench and grade board must be treat rrert in noel areas. Ie\el.Align to folbw coritoursofsite. • SECTIONA-A 4.Support post spacing as required by NTS soil co rd itiuns to ensure grade board remains bud. Figure 3.1.6 - Standard Dispersion Trench with Notched Grade Board Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-14 • ---P4 C~ n,s}:ott Ha-Pe , ! ;, Catch&win f {itrti Drain) t 0 48Irdi Dia water DRY Hole Filled with PLAN VIEW 1t - 'i."-lastieJ Drain ROI NTS P ed DDounat tt Mork Center cif Hole il wit rCalpait `C r erflow ] or Otter rfe ns H<�uf Topsoil—. ; FI hwi with Sa dace �h Block I ^ f4 y > 1 g°a ,90 'R � jig" . +ka ®P W4'LI Fine tvlY h.�ayrez�a PVC Pipe - Cfir;}l3fJ.$l r) ..„,,s `fie. `'Prr Drain) • Fax 48IrrhDia.rrfter ;` 4'crtkl_ Side;of Hole— .~ Hole Filled with - lined with 1' i +�raal-+ed Dra.inRocl� F3tkEt'Fabric' �• �• 15 srisa. v- r ' WI hi, 'i' -*Ate Ssa.-s'xia I DRY WELL H?3",'Gmustthsk-itar`at SECTION 1' ars Figure 3.1.4 -Typical Downspout Infiltration Drywell Source: King County Volume III-Hydrologic Analysis and Flow Control BMPs-August 2012 3-9 for Infiltration 'Dryweils General • • 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impeuneable 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 licensed geologist,hydrogeologist, or engineering geologist, and with • jurisdiction approval. Volume 111—Hydrologic Analysis and Flow Control BMPs—August 2012 3-6 • 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 Front Parcel Review Parcel 994800104 ' L- - 001 Printed: September 2, 2014 DALE C STEELE Site Address(es): DIANE J STEELE 210 BRIGHTON AVE PORT HADLOCK, WA 98339 31 RANDOLPH ST PORT HADLOCK,WA 98339-9314 Parcel Number: 994800104 S-T-R:2-29N-1W Total Acreage 1 Legal Description SHOLD'S ADDITION BLK 1 LOTS 6& 7&PT OF TRACT Land Use: 9100 B FRTG&TL TAX H&I SUBJ/REST COVT#551223 Flood District: Fire District: 1 Planning Area: 4 � n Flood Map(FIRM)Panel No: School District 49 Zoning: e_?_ , COMP PLAN DESIGNATION: tp.r �) ' a__D COMMUNITY PLAN: UGA: UGA Trans [ ] Plot plan states "property line" [ ] Assessor's Map(Property lines on bmitted plot plan must match the property lines as identified on the Assessor's 1/4 map) [ ] Legal Access to Property E NO [ ] Parcel Tags or Scanned ocuments YES ( 3) [ ] ESA's: Special Reports Nearby YES NO [ ] Designated Ag YES NO [ ] Shoreline Designation: YE NO \.12� [ ] Shoreline Slope Stability C NO , ti�;; _ _ Stream Type:YES NO t■ O� FWHCA: YES NO Wetlands: YES NO r� Rare Plants:YES NO cp��\` Seismic: YES NO Landslide: YES NO Flood: YES NO Erosion: YES NO Aquifer Recharge Area:l'E) NO SIPZ: none At Risk High Risk (Casital CMZ: none High Risk Moderate RiskDisco n,c..� CMZ Stormwater site plan submitted: tz o [ ] Forest Lands: YES ICJ Adjoining Forest Lands: N QD Commercial/ Rural/ Inholding [ ] Mineral Lands: YES 4CP [ ] Agricultural Lands: YES o [ ] Archaeology: YES [ ] No Shooting Zone: ES NO Urit Yn ( U m l t d lock- [ ] Stormwater: New Impervious Surface (l SCoS7/kLand Disturbing Activity 3 ./ O3.SsJc1-ESA's Stormwater Min Req#2 Min Req#1 thru#5 Min Req#1 thru#10 Engineering No MRL YES ® Forest Lands YES [ ] Notice Provisions/Disclosure:Airport YEs co [ ] Landscaping Required: Yes o [ ] Parking Spaces R ed NO Other 1 1 Building Height: 5' UBC Standard [ ] Impervious Surface coverage pgrcentage: a-�jc/ • o Resource Lands&Public: 10% Rural Residential: 25% Rural Industriall'UDC Sec 6.7 Rural Commercial: 60% Area of Building Coverage:60%in Rural Industri ds only [ ] Total Building(s) Size: RV C:20,000 SF CC:5,000 SF NC:7,500 SF GC: 10,000 SF All others:subject to septic&water constraints/None specified [ ] Setbacks: Front: 2 0 Left Side: 5" Right Side: 5 Rear: 3 Shoreline Setback: LSHA Setback: 3d Ft' [ ] Road Classification: co u- Road Approach: EX1STINq, NOT R Q'D RAP [ ] SEPA Required: YES ExlElvts [ ] Flood Certificate: Pik [ ] Existing Case(s)&Condition(s): ,o s hJ W Violations: Yes ( lo [ ] Recorded Date of Subdivision:JU11 t J 31 IR52AFN Over 5yrs=UDC Plat Conditions: U/A <5yrs=Plat C ikons on plat or Ordinance [ ] Lots/Require Declaration of Restrictive Covenant (D NO, submitted: NO LA..) S [ ] UGA No Protest Agreement YES 0, submitted: YES NO [ ] Site Visit conducted YES 16 `Dif,1 [ ] Require Final Zoning Approval YES [ ] ADMIN: Setbacks entered in Permit Plan cas N/A YE New Parcel Tags entered i i kermit Plan N/ YES Special Reports Scanned,•, YES Title Notes Updated Parcel tags found for parcel 994800104 1.) WSRC Coaching- 2013-09-17,CZ 10/23/2013 Other Parcel tags found for parcel 994800104 2.) WSRC Coaching-LID 2013-09-17, CZ 10/23/2013 Parcel tags found for parcel 994800104 3.) WSRC Coaching- 2013-09-17, CZ 10/23/2013 CAO Cases Associated with APN 994800104 Review Cases Name Type Status Planner BLD14-00311 STEELE P Anna Bausher Application Received: 8/28/2014 Permit Issued/Case closed: Case Finaled: NSFR M LA09-00362 PRJ09-00185 MLA09-00362 STEELE P Application Received: 10/26/2009 Permit Issued/Case closed: Case Finaled: SPAAD RAP09-00067 MLA09-00362 STEELE I I David Wayne Johnson Application Received: 10/22/2009 Permit Issued/Case closed: 4/22/2010 Case Finaled: RAP&911 -Brighton Ave ZON09-00121 MLA09-00362 STEELE I A David Wayne Johnson Application Received: 10/22/2009 Permit Issued/Case closed: 4/22/2010 Case Finaled: SPAAD-Site Plan Approval Advanced Determination for a Single Family Residence SEP92-00251 STEELE F Application Received: 5/4/1992 Permit Issued/Case closed: 6/17/1992 Case Finaled: 8/17/1993 SOM92-00251 STEELE RCR Application Received: 8/17/1993 Permit Issued/Case closed: 8/21/2014 Case Finaled: \\tidemark\data\forms\R_Parcel_CRMLA.rpt 9/2/2014 Page 2 of 2 --e..----- --'1 -, et • ) • -KLD114 - CO3 i ' , •0 A PIVISED date: ,014. '''... / \ ,. / \ / P CISt9*(. 1 '0' tC114 '.:*1 t' 10 i / lot5 647 , ..„ . s. 'Pe, sviotds kcid, 16 11 %iv ,-...,4 • OIL 6k .114-cil 1 / .0-e- -„, • :;:(0 ,. 1 0. , r. , \ . , „00 \ APPROVED \ ,l'\:-‘-. .•:',.‘ - SITE PLAN t \ •V ',. ...7' 1 SEP 2 9 2014 JEFFERSON COUNTY \ DEPT.OF CO MUNITY VELOPMENT SIGNATURE: . , North East down spout dispersion french shall bc outside of „.• , )f#iir AAI---------'''''--!" , it -"‘ bt-ctc." ...Of 3 irsetback from top of bank,maintaining a SI ..:Apereximavit, 14‹....-Inori oc ktipt Cad 0 t• .1.774'-."4-7";(1;45k..,'-.' .'''*. "- VO . ite. 61'43('C'06 0T-- inct -1-rp4-1 0 n dr 1-1..Gel) :5-. - • ' •,o .-- fsco rIn‘tr\O'YN- 10'St±bac.41 crc rri - -,,- fi)",:iti) ..C.:-••---reh, ,,c..-1.< , \ ., ii- ----i) \ \f,\\ lig ll., 0- ■ .,..•"'s J c=3 '74-1 c-....1 - . iprs#or, -fre.rc-h Lc) -±-c.) 1111.1 ..., c...1 ‘,--;-, E5 \ s- .' ‘ ,... LL-1 1-1-, cci ba 11 K rY)a ni.di ni n Cf Cl iEll(------D ■ -7 0\ i'd S ' i S - -Orn. 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O t. e,°r -< Twt° So -4,46;.84ti° � (n t 2 46;., Z So E.a tr�.:^ - �� 1'7 3 N 4T�(' �,- ��'a'O f�s ' $•� n _ 09` %° ° °"gx. 9. Rf%o 31 :m1"o' wp p:13-EiS$%� a 22-n . g '�. ££ 0.2 �a n.o� r 51;"1;1F C7 n � �o I llO 449 ° f*1 6,1 _ D v jii11 ! INOO1,7 ,30 0 �a orrle pypy-- $ --I r ' i°ro° fr -It" 99 y <I/ ✓Tmi 1°A a. p y� (yly 36 nY1 Ti -. w ±2.4-4 .. lo1pFN ]i. qg K 6--Sx- z 4I° Zi[Z ?3 gA°o Z ±s.�3.1.1 o Y R��? +}fin R LE gA�ji £= I-- 9$ §.0 If •q road 4111/ Page 1 of 1 ADDRESS INFORMATION FOR 210 BRIGHTON AVE ROAD NUMBER:C648909 ROAD NAME:BRIGHTON AVE ADDRESS:210 APT: REAL MILE POST:.18 R APPLICANT:DALE&DIANE STEELE ADDRESS CREATION DATE:11/02/09 PARCEL:994800104 LEGAL:SHOLD'S ADDITION BLK 1 LOTS 6&7&PT OF TRACT B FRTG ALSO TL TAX H&I GRID.EE-11-G FIRE DIST:1 ZIP:98339 POSTAL DISTRICT:PORT HADLOCK PLANNING AREA: VOTING DIST: CEMETERY DIST: HOSPITAL DIST: SCHOOL DIST:49 WATER DIST: SITE LONGITUDE:122.75765 SITE LATITUDE:48.03728 SITE COORDINATE TYPE:PARCEL CENTER-MANUAL ACCESS LONGITUDE:0 ACCESS LATITUDE:0 MODIFY DELETE ADDRESS NAME SEARCH REPORTS II http://isserver/Address/RoadAddressDetail.asp?ROAD_NUMBER=C648909&ADDRESS=... 9/2/2014 Map Output Page 1 of 1 ArcIMS HTML Viewer Map 11 immilik t . . ,) -', Legend '‘ Selected Features JC_Roads t'`.:'.3 ; Parcels-H _wI-3P22'•t - i '6*p.r_,.. No Shooting Zones -1 e 1 I 0 m non i z I✓G`[" n Brannon 01x Paoli flu �.. rj� 11_''__ • ❑ Brannon Olymwc Cana:Tracts --I,4'>- El Brm non Tnan Cove ■'S} •!-Ia_.2"2 I 1 Cnmucum C rook ElMeta Potm Chimacum.Hadlock ,, 1 I Pan Ludlow Jj O Sout h Copan Pen mauu T E l Paradrse Bay Tan I I k ae(,:_�d� >I°.`_�•_• r1 Chimacum Had WCk ----I I Tate Shore 1•. • ?- F i . a A 3 in .,3„.„ : H:tL_4 J ..&v:''J I _ iJ t__ l I •:.1 y""400,Z4516 ,000`--'2 2?Sft FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection.Tue Sep 02 10:07:35 2014 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientV ersion=4.0... 9/2/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Map n`l� t7-• • 'I Legend Selected Features JC_Roade Parcels-H County Zoning ---_ti NPR SF Tracts !tars:Resoentai 1!5 Rura:Rosbonnai 1:10 14 w.3 Resgentai 1:20 MPR Snob Faintly ■ MPR Muadnmuy MPR Rosen Gamoav Parks and Recreat ion i ■ MPR Open Space 994800101 a Rura Forest •a, ■ Commercul Forts 9948002(13 InsoMm9 Forest Reny mdunv: 1 L,1 > .,.•\ 994890104 - Asoon LP( '"" MPR-IDItd Centdr ' 4 9998002'3 r 994&02 u6 '4 994800193 •.. AP 1:20 a 'O' Rural Vmage Comer 11 7i ■ Resource Daaod Ind. 990800901 9998rA212 J Lght Indus-11.01 994990801 t` ..... 994800211 \, MPR-Racrortun I 994800210 , . ti� world M9mt CPf Li ll 4," Ltc Crossreao,GG __..__ _.. tF-1C;Y•2_.' 1111 Crossroads-CC 901012001 11111 Crossreeds,NC i - 994800408 _.. AL.1.20 $ S UGA Urban Cemmmca srltvrw» �, 904800407 .. _. 994800"Y'_'- UGA-Urban Lpm lnauetra: ' Maps mvaeldWae4esdn Coury Cie Seroos.aS 994800009 18003C' .yyi . UGA-MDR UGA-IIOR UG4-Pu sic UGA•LDR UGA-Vector Oriented Commorc a MPR-SRN Snndon CF.a0'MRLOConvnercou Forest Memel Resource Overlay FOR INFORMAI1ONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection.Tue Sep 02 10:04:23 2014 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientV ersion=4.0... 9/2/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Ma• Ail Wiz; s ' e Legend it ' 9 ryas', "> Selected Features 9vnac��2'a } JC_Roads l ik°99ar6:n14a ," Parcels-H ' `C 1 BC ,.C.4 2013 Aerial Photos r p ' fro .,* yygy(yyy(,i , 0 9YM@.nMD' e `.' emu. • (a.- lU3 9::"C'2X2 ` �. 950 e99-l (.:2' ' . '4 .4 , n pk N, ill 9 ti, it (2717 I J R �_J ;a °9 . lrr .lc \e 9+12Y .4'2 * 09.1802.1".'d 12121_ Ua:n s•� tai�. c-4r_u oar. cr.:+s .,: a FOR INFORMATIONAL PURPOSES ONLY- efferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its orrectness or validity. Data contained in this map is limited by the method and accuracy of its collection.Tue Sep 02 +9:45:10 2014 http://gi sserver/servlet/com.esri.esrimap.Esrimap?ServiceN ame=ovmap&ClientVersion=4.0... 9/2/2014 Map Output • Page 1 of 1 ArcIMS HTML Viewer Map /116 1' L f 945 .2C Legend -- -- -- Selected Features Wnac:oz•a JC_Roads #9946:7C2":3 3 4 Parcels+) . 9.5.4tlCL2.:4 P .� > 3te)yrn r.l - • '_FilN_C8Y ve4flam'2 #10 �fYIIY_Gc'" J d13 ��•_�'c�� • Y}leCOe••_■ 4�F yek Syr 71f Si Sf nrE e !/•1UY_Nl8 IJOy lvd v Ya1Yl../1 r' �i Sr 11 m:.sa OW Co r.�'' :x 1_, 33124?%195IYi�`.Y 0 15504A;',.., FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection.Tue Sep 02 09:44:52 2014 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientVersion=4.0... 9/2/2014 Map Output • 41 Page 1 of 1 ArcIMS HTML Viewer Map '-'- i - ... ---- ( 994800101 '---1 Legend ,..,, ----,, • , 094800101 N \\\ ,' --- , Selected Features , V048002•,1 .".....----',--- N. ..‘ , JC_Roads 919,104.X/203 ■ ,- Parcels-H \\'rfi-100:.‘,_-1 '''',-,,:.',•-•. -------,_ Contours ---"•---,,,„....,,, 10 Coat C entou r 50 Foo4Contou r 994afaz" 924800206\s., •--_, . - . , \ \ / '. 994000212/ 7`,,, -.'"."'",,,..7,....-.„'„, .„-■--N, 994800601 1, 901012023 201012002 /9 04 8 002 11 —1 ' 9918 1 00210 , ,., 4/ i 2040002cFJ \ \ :_.,, \ 4:149 / 17,s,, ■ 5,.. . _____L________Lii. (..._\ 994000208,,i— - ,..,.. , r. ---„,:k. : .. 00 -..., . — '294803501- • ‘,.. ...--- ''---.-.„„_ 2Cd.la I, 1 \ \ 1 '994800408 --"--„.111. ,_------_,.,,, ( ''') • -"-- ... . A -_____ \ I, , 994800401 '., 4 — ) W t, I I 9soo3ce W.,17:14/0502 . 14,3-1 ! 9d43C10402 994800301 u=10ffinassuniall•5511 FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection.Tue Sep 02 09:44:26 2014 ' 1 1 I http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName—ovrnap&ClientVersion=4.0... 9/2/2014 Anna Bausher From: Susan Porto Sent: Monday, September 29, 2014 11:26 AM To: Anna Bausher Subject: RE: BLD14-00311 Revised Site Plan I just reviewed it, no conflicts with septic. thanks/ S From: Anna Bausher Sent:Thursday,September 25, 2014 12:07 PM To:Susan Porto Subject: BLD14-00311 Revised Site Plan Hi Susan, I see that you have already signed off on this case.A revised site plan regarding stormwater has been routed to EH. I am ready to sign off on this case, but would like confirmation that the revised site plan is still meets your approval first. Let me know if you have any questions. Thank you, Anna Bausher Assistant Planner,Jefferson County Department of Community Development 621 Sheridan Street *Port Townsend,WA 98368 Phone 360-379-4454 *Fax 360-379-4451 abausher( co.iefferson.wa.us All e-mail sent to this address has been received by the Jefferson County e-mail system and is therefore subject to the Public Records Act,a state law found at RCW 42.56.Under the Public Records law the County must release this e-mail and its contents to any person who asks to obtain a copy(or for inspection)of this e-mail unless it is also exempt from production to the requester according to state law,including RCW 42.56 and other state laws. 1 JEFFERSON COUNTY • DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street, Port Townsend,WA 983681 Web: www.co.iefferson.wa.us/communitydevelopment Tel:360.379.4450 Fax:360.379.4451 1 Email:dcd @co.lefterson.wa.us SquareONE Resource Center j Building Permits&inspections j Development Review j Long Range Planning September 3, 2014 DALE C STEELE DIANE J STEELED 9315 SWANSON RD SUMAS WA 98295-9314 RE: SITE ADDRESS: 210 BRIGHTON AVE CASE#: BLD14-00311 Dear DALE C STEELE: The Department of Community Development is in the process of reviewing your application. The following information is needed to continue review of your project. All new development needs to address stormwater control based on the 2012 Ecology Stormwater Management Manual for Western Washington. The use of splashblocks as a stormwater control method must have 50 feet of down gradient vegetated flowpath. In addition, the geotechnical report submitted with the SPAAD for this parcel provides the recommendation that dispersion/infiltration trenches be used as the stormwater management method. I have included a copy of the conclusions and recommendations section of the geotechnical report along with the section from 2012 Ecology Stormwater Management Manual for Western Washington addressing infiltration trenches. If you have questions regarding the use of infiltration trenches as the stormwater management method, you may want to contact the geologist who completed this geotechnical report. Please clarify the proposed location of the driveway and that the proposed driveway is not within the 10 foot setback from the drainfield and reserve area. Also, it appears that a portion of the proposed deck is outside of the approved building envelope. Please submit a revised site plan with all proposed building within the approved building envelope, a defined area for the proposed driveway, and further address the stormwater management for this parcel. If you have any questions regarding this information, you can contact me by phone at 360.379.4454 or by email at abausher @co.jefferson.wa.us Please submit the above information to the Department of Community Development within 90 days of the date of this letter which would be 12/2/2014. As required by Jefferson County Code, JCC 18.40.110(3)and (6), if the information is not submitted or additional time to submit the required information within the ninety(90) calendar day period is not requested, the application would be considered abandoned and therefore withdrawn and application fees will be forfeited. Jefferson County Code provides that the Department of Community Development shall not be responsible for notifying the applicant of an impending expiration, thus any further notification would not be forthcoming. Sincerely, t&f Z f Ia MCll LJ n'PJl Department of Community Development Staff a I jx a.o co co l p, RR d a — -n — n n x :5 91 c9. 3 3 — I N r � i C m . r Ol N A to to �1 W o A ea r cn of A R ni F - - � V= 1 M 3 S 8 y• m y ti g Q_ R. $ m u Y°7 F J S 11 ,21, 1 1 O • � 0 0e 7304:0000 (1 � 0 A x g a r g y- , V 1 ' Fr 1 44 fil qq v; K X_ N R R R R R i R R R R R g R 3 R R m ti T ti g NI I_ '� 2 t II § 1 O o.$ g RRm 1 8 . “ I R I ' 1 O CO co I io R o T7 • 1 -n g .21 m i 't 4 $ • _a -' CEO I S tS S 1 i w ^` i ° I I\1 Oa `�' �' e m 1 1 CI O N c I R diC Co W V Ol vl A to m -, en .r A m -. tool A �a 1i Vl I 6611 y a l 3 di- ——- Basement Wall height' I-- — —► 1 1 ill 3 ' m $ g °• ° ffl> ° ij 1 1 1! !! 1.! .g 1 I '2 1: i 1 ir . * a -. R R R 8 i $ R R R R X R R i g N 1 KT__ \,\:.....,4 0 fir I m w o 11 _ I N N 'I, i D D T • n El O 0 r �I...� I m m II r z m z m z o 0 o p '3 1 1 o • an 116 Gauge Strapping around Water Heater) D til a r r r m m 9 6 .11111VIU —is, K--__ \\*."-----___, -07 m ' ' x O„ 0, I • y E I 42 - 114” N I T•m J xi I I gI I � 'i t I I D = i�i2 3 Z �1� -- L " ^ N o IA n m D0 —SY m • rx' p n D m L ro rr am; r F N m XI ^! ; ••ame■Z ` z R E Z • I 2 — o m o 0 E 'qX m 1 m m D N > r r r m m A . t'"0 x ,^ DALE 8t DIANE STEELE LExAR . _a "A pox [] "- "5 2!, :I m m a TYPICAL WALL xxx BRIGHTON ROAD * _ "0 0 m F, ,_ /�/!� IRONDALE� WA 96339 N >IR ao mm um DETAIL 1TE �r , 360.319.9679 HOMES a u j 1 G `"�/ PARCEL # - 9948001 04 dad 7-3 \(( n o IIJI u�tl 0 City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER /if - C r OWNER JOB LOCATION 2 Q. !0 (7`-t)iLhJ Inspection of this structure has found the following violations: 1-114■1E- efJ61/J6-15A.. ADDIss t �,.. u.t AU— , fit- I f 5,,,04....91r: 10-e% pc...3 215: tASi , -c.. MDT— Pete p a i s R-M-C ' I tSS fioo1/4.K yr 4-ti UXL I4MrZ &IS(vr/t t7 o,s t-LSAt-L._ You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made call for r innspection. n Date 12-)call `f Inspector DSD Main Office (360)379-5095 INS CTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE 1[ �' � ; DEC - 92014 '- a , REVIEWED FOR/ CODE COMPLIANCE . , .., . ..)1Vin JEFERSON ctilfffi DCD BUILDJNGPLAN REVIEW 1...1 KEJL.,.. ‘) ate APPROVED AiseJUTTED ()CAPPROVED AS NOTED 0 REJEIEVGINEERING CALCULATIONS Date 't.flaviewer__/417__FOR : LEXAR HOMES SITE : XXX BRIGHTON ROAD IRONDALE , WA 98339 PROJECT: 1768 - STEELE r5, CIE-1U v E perqc7: Plenn are arr,rovPd enr-pTIrTi —q1 any e-fort or orrianiT.- ,. Pc.'; veer Ft '''''nt tin j AUG 2 7 2014 [) pr-o, int rnr,:ton in corz;orrnan Ird ‘i Mt adOicabie codas and reputztir:In. 4,N)VI • M0,4?„\ DEPT OF JEFFERSON COUNTY COMMIINITYDEVELONFNT 4.s,, Afy 14i 17-' C4 4471'3 >"/ST SO- 0. ,t l'AVONAL& 0 0 6.2 4.2 0 1 4 Ili PLAN NUMflFR LEXAR HOMES EXODUS ENGINEERING 6.24.2014 1768 - STEELE . PH ON (360)91B-1369 XXX BRIGHTON ROAD IRONDALE WA 9B339 r ENGINEERING EXODUS ENGINEERING, INC. CONSULTING ENGINEERING DESIGN CRITERIA SUMMARY SCOPE OF ENGINEERING: ENGINEERING ANALYSES AND DESIGN TO RESIST LATERAL LOADS IN ACCORDANCE WITH THE 2012 IBC HAVE BEEN INCORPORATED INTO STAMPED "5" SHEETS. ALL PERTINENT CALCULATIONS ARE INCLUDED IN THIS ENGINEERING PACKET THAT FOLLOWS. ENGINEERING CRITERIA ARE LISTED BELOW. DESIGN LOADING: BUILDING CODE 2 012 IBC SEISMIC DESIGN CATEGORY D S5 1 .21 51 0.44 .. R„ 6. 5 SITE CLASS D BASIC WIND SPEED 1 3❑MPH ( ULT.) 1 OOMPH (A5D) EXPOSURE CATEGORY C LIVE LOADS (PSF) U .N .O . SNOW 25 ( 20% USED IF OVER 3❑PSF) DEAD LOADS (PSF) U .N .O . ROOF 15 ROOF W/BONUS N/A SOILS CRITERIA: GEOTECHNICAL ENGINEER N/A ALLOWABLE SOIL BEARING 1 , 500 PSF BEARING DEPTH 12 " SURCHARGE AT GARAGE N/A EXODUS ENGINEERING, INC. 1 1 62 NW STATE AVE CHEHALIS, WA 98532 PHONE: (380) 91S-1369 LUKE(EXODUS ENGINE ER.COM Page 2 of 28 A SHEAR WALL LAYOUT OF (1ST) V S1W5 10I54 Iha \�2// SIWS 111154 lbs a / a-1 N 7 D1 r - ;A ,A A Page 3 of 28 PROJECT NAME: 1768 STEELE SHEAR WALL LAYOUT OF (2ND) SAYS 68301ba S/WS 68301bs M1 1 " 4,17 Y a_1 a-2 a-3 Perforated 1 i M v D1 a1 1._ ; '-11111 a D _._._IkpL.__._a_.._.._.._.._.._.._.._._.._...r._.__..b2._._._._.a_._.._.._.._.._.._.._.._.._..___...r._._._.�3._.__._.a_.._.._.._._.._.._.._._.._.....___1hd4_._.' 3'-10" Perforated 2 � 3'-10" Page 4 of 28 PROJECT NAME: 1768 STEELE • SHEAR WALL LAYOUT OF (3RD) 'Q V S/W5 31431bs S/WS 31431bs S 0- _ a-1 a-2 Perforated 2 D1 7 c� 3 - - 3-4" 4V-9" Perforated 1 4'-9" Y-4• Page 5 of 28 PROJECT NAME: 1768 STEELE 1 Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 14-157 C" ,�,�[11// PROJECT 1768 STEELE CHECKED LWM SHT OF raegAIG SUBJECT LATERAL DATE 6/23/2014 Diaphragms Floor diaphragms for 3rd Diaphragm Effective seismic weight(psf) Area(sf) - Type Remarks name DL Walls Snow Storage Partitions Total D1 884 15.00 0.00 0.00 0.00 0.00 15.00 Roof 4 ignore opening in weight calculations Page 7 of 28 www.stru ctura lsoft.corn Q f Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 14-157 y •(!�•(,�// PROJECT 1768 STEELE CHECKED LWM SHT OF [IgiNL[#AIG SUBJECT LATERAL DATE 6/23/2014 Wind Loads Design Code: International Building Code 2012 Wind Standard: ASCE7 (Method 2-All Heights) Wind Data Exposure C Enclosure Enclosed Building Category II Wind Speed 100 MPH(ASD) Mean Roof Height 31.32 ft Importance Factor Iw 1 Hill Shape: No Topographic Obstructions Velocity Coefficient qz 0.00256 K z Kzt Kd V2 I w (6-15) 2 Velocity Coefficient qh 0.00256 K h KzS Kd V I w (6-15) Directionality Factor Kd 0.85 Table 6-4 Gust Effect Factor G 0.85 6.5.8.1 Pressures for MWFRS p qGC p (6-17) Kh 0.99 North/South Cp : Windward Wall CP 0.80 Leeward Wall C, -0.50 (UB) 0.84 East/West Cp : Windward Wall Cp 0.80 Leeward Wall Cp -0.46 (UB) 1.20 Page 10 of 28 www.stru ctu ra lsoft.com QJ {p Exodus Engineering DESIGNED EXODUS ENGINEER! JOB NO. 14-157 IC t PROJECT 1768 STEELE CHECKED LWM SHT OF - SUBJECT LATERAL DATE 6/23/2014 Wind Load Distribution(North/South) Elev.Z(ft) K z K zt q 1 (psf) p(Wall-Windward) (psf) 0-15 0.85 1.00 18.47 12.56 20.00 0.90 1.00 19.63 13.35 25.00 0.95 1.00 20.57 13.99 30.00 0.98 1.00 21.37 14.53 31.32 0.99 1.00 21.57 14.67 p(Wall-Leeward)(psf) -9.17 p(Roof Windward)(psf) 0.00 p(Roof Leeward)(psf) -11.00 Wind Load Distribution(East/West) Elev.Z(ft) K z K rt qZ (psi) p(Wall-Windward) (psf) 0-15 0.85 1.00 18.47 12.56 20.00 0.90 1.00 19.63 13.35 25.00 0.95 1.00 20.57 13.99 30.00 0.98 1.00 21.37 14.53 31.32 0.99 1.00 21.57 14.67 p(Wall-Leeward)(psf) -8.44 p(Roof Windward)(psf) 0.00 p(Roof Leeward)(psf) -11.00 Page 11 of 28 www.structuralsoft.com I j Exodus Engineering DESIGNED EXODUS ENGINEERII JOB NO. 14-157 •(�J 414. PROJECT 1768 STEELE CHECKED LWM SHT OF SUBJECT LATERAL DATE 6/23/2014 Shear line reactions and shear wall forces Floor ID: 1st Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R" Wall type line ID Seismic Wind ID Seismic Wind 1 1402 10154 1-1 701 5077 6.50 Segmented 1-2 701 5077 6.50 Solid wall 2 1402 10154 2-1 701 5077 6.50 Solid wall 2-2 701 5077 6.50 Segmented a 1365 7234 a-1 1365 7234 6.50 Solid wall b 1438 7784 b-1 207 1118 6.50 Segmented b-2 964 5217 6.50 Segmented b-3 268 1449 6.50 Segmented Floor ID: 2nd Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R* Wall type line ID Seismic Wind ID Seismic Wind 1 1234 6830 1-1 437 2420 6.50 Perforated 1-2 797 4410 6.50 Perforated 2 1234 6830 2-1 1234 6830 6.50 Segmented a 1197 4783 a-1 703 2807 6.50 Perforated a-2 302 1205 6.50 Perforated a-3 193 770 6.50 Perforated b 1271 5333 b-1 285 1198 6.50 Perforated b-2 350 1468 6.50 Perforated b-3 350 1468 6.50 Perforated b-4 285 1198 6.50 Perforated Floor ID: 3rd Shear Reaction(Ibs) Shear wall Shear wall forces(ibs) R" Wall type line ID Seismic Wind ID Seismic Wind 1 839 3143 1-1 839 3143 6.50 Segmented 2 839 3143 2-1 839 3143 6.50 Segmented a 839 2085 a-1 726 1804 6.50 Perforated a-2 113 281 6.50 Perforated b 839 2085 b-1 174 433 6.50 Perforated b-2 245 610 6.50 Perforated b-3 245 610 6.50 Perforated b-4 174 433 6.50 Perforated Page 12 of 28 www.st r u ct u ra i s oft.co m Q Q 1T co N N) r ` N W N N N 2— cu d d v m A -• CO W r A CP A A CO CO W W .�1 ry eee�� M f0 O O O O O 1 9 1 w w w co CO 0 CO Co S z fn v m O o o A o O O O `-- CD CD C 2 K _ _ IS CO O O n O N o o = 1 1 M ao w rn O) /n W -...1 1 N N _ r —1 cm co CJ CO C.) CO CO g M op S j j w co c0 a r-m H co Ch S m CD r D] m CO CD 0") 01 CO N N L N M 3 n' CO CO CO CO CO K 16 0) co = CO CO w Co CO CO D 0 0 0 0 0 6" - 0 0 0 0 0 ID O O 4 0 co a _a A A A A A N D a) S O O O O p j CD C -,CC 0 1 -1 N G 0 CD v . ° m a z m CO cT CO n) C.) w N d D 1 m CO o 0 o cn o o 0 0 CD m C) C) CD O CO O O u * fn T. Z 0 3 ) m r" m 3 0' c ° ° a CD r m 0 0 0 0 0 0 t� 1"-,--.) * X 6J) 01 N CO C) x m o p _ C 7 A (/)—' m z 6) M z a m m z G) I 0 a m c) 3 0. 7 L e 0 I 1 co z O A CD - 3 m CO to v N Page 13 of 28 N Q Q Q 7 ' o N N 3 A W N -, W N --� N - a cu O m N a 3 6 CO '.4.,' 2 Z N MI m O A CD C 71 K ce 03 0 a a T m m m 0 1 1 m 'Co =_ CO T * r V H m CD ro G C m W =. w 3 D --1 10 a N r m 3• m CD d m A Cl) J 0) -0 N = 2 C) n Z CD Cf CD = co CO 3 D CD o °i F m v Q 5 0 N c a N CI C 0 N n N c , a D x m 0) oa -4 m w o o N. 0 m x o 0 3 c 3 C) m o) m m w w CO CO o j v * w_ * O W W W W in 'CO O) . V V P. 47 N) N N N N N N A CO CO = C N O O C 3 A "-- in z C) M Z 3 m a m 70 z 0 I 0 E. 0 m o 3 a 3 c_ co o -1 03 z 0 N N N N N N N N N P.I A N 2 0 V C1 F N Page 14 of 28 N _ Q Q 7 Q ) N N co G A w N — N o u d 2. � 1 0 O a O U rn m a 0 N — o o 0 S t a __ N O O — 0 0 N fD C xi x Po - = to CO O a a m m m o a c) m w w = m cn cn r H CZ m CD co a >m cn o' -1 a to r m s m m r m m Co CO CO ' N CO fD -0 N 5 3 0 > > ,Z a m m = N N 4 O O S — O O 0 Q CY 111 a a- 1 -5 m N N * N D N co CD - = a a O 7 -' a co N a o f( (T'° 97 T. m m o o° oO A 6 m 0 G) N z O 3 m m m o a c a 0 m 0) r m 0 0 o N X (0 c0 c0 (0 Co Co 00) ONO S m N 0 o C 7 A — m z G) m z a m m 21 z G) x 0 a 0 m 0 0 a 0 L L O - co z O N N N N Ni N X A IC 0 (n 3 m 1 x co Page 15 of 28 I Exodus Engineering DESIGNED EXODUS JOB NO. 14-157 C �V]yf/ PROJECT 1768 STEELE CHECKED LWM SHT OF [NGPMEIU IG SUBJECT LATERAL DATE 6/23/2014 Uplift Calculations Load Cases: 0.6D+W (0.6-0.14Sos)D+ 0.7pQE 1st Walls Reactions(Ibs) Wall Net Uplift Post ID Shear Wall P ft Hold Down DL W 0.7E Height(ft) (Ibs) UP2 b-1 348 -8827 -2200 8.33 -8618 1-1 624 -7385 -1298 8.33 -7010 UP1 1-1 624 -3255 -449 8.33 -2880 UP3 b-3 494 -8827 -2200 8.33 -8530 0 -3727 -776 0 -3727 UP4 2-2 610 -3255 -449 8.33 -2889 UP5 b-2 1795 -2782 -514 8.33 -1705 UP6 b-3 510 -2760 -510 8.33 -2454 UP9 b-1 371 -2760 -510 8.33 -2538 UP10 b-2 1802 -2782 -514 8.33 -1701 UP13 2-2 610 -3255 -449 8.33 -2889 Page 16 of 28 www.structuralsoft.com . . [liUNLt]td1G/ Exodus Engineering DESIGNED EXODUS JOB NO. 14-157 w�/t PROJECT 1768 STEELE CHECKED LWM SHT OF . SUBJECT LATERAL DATE 6/23/2014 2nd Walls Reactions(Ibs) Wall Net Uplift Post ID Shear Wall Height(ft) (Ibs) Hold Down DL W 0.7E UP2 a-1 3486 -3371 -958 9.67 -1279 1-1 1309 -4130 -849 9.67 -3345 ` UP1 a-3 2997 -3371 -958 9.67 -1572 UP3 2-1 1388 -3727 -776 9.67 -2894 UP4 b-1 3564 `-6067 -1690 9.67 -3928 UP29 1-2 1336 -4130 -849 9.67 -3328 UP30 b-4 3525 -6067 -1690 9.67 -3952 UP31 2-1 1388 -3727 -776 9.67 -2894 3rd Walls Reactions(Ibs) Wall Net Uplift Post ID Shear Wall DL W 0.7E Height(ft) (Ibs) Hold Down ` UP2 a-1 4890 -748 -301 9.82 2072 1-1 1372 -1193 -318 9.82 -370 ` UP1 a-2 4048 -748 -301 9.82 1663 UP3 2-1 1388 -1188 -317 9.82 -355 UP4 b-1 2821 -1490 -599 9.82 203 UP21 1-1 1372 -1193 -318 9.82 -370 UP22 b-4 2782 -1490 -599 9.82 179 UP23 2-1 1388 -1188 -317 9.82 -355 Page 17 of 28 www.structuralsoft.com I Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 •��lU// PROJECT 1768 STEELE CHECKED LWM SHT OF SUBJECT LATERAL DATE 6/23/2014 Typical perforated shear wall elevation V Opening width b A Li Wall segment with m full sheathing t LT C 5 y L d • f d 0 Opening location L (total width) Notes: - A perforated shear wall segment shall be located at each end of perforated shear wall. - Maximum shear wall height, h, shall not exceed 20 feet. Page 18 of 28 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 Fita PROJECT 1768 STEELE CHECKED LWM SHT OF MIMIG SUBJECT LATERAL DATE 6/23/2014 Floor ID: 2nd Wall_ID: Perforated 1 PASSED Wall seismic force = 1197 lbs Wall wind force = 4783 lbs Wall length(L) = 34.00 ft Wall height(20'max)(h) = 9.00 ft Wall segments Opening data Segment ID Length Li (ft) h 1 w Location (ft) Opening Width(ft) Opening Height(ft) a-1 14.12 0.64 16.97 5.69 6.80 a-2 6.06 1.48 28.00 4.25 3.60 a-3 3.88 2.32 Total length of walls with full sheathing = 24.06 ft Max. opening height/wall height ratio = 0.76 %fully sheathed walls: = 70.77 Co = 0.73 Wall Drift = 1.620 in Wall Design: Wall type = C Un-adjusted allowable stresses(h/w<or=2) = 390 plf Check for seismic shear: Maximum h/w for all segments: = 2.32 Unadjusted seismic allowable(adjusted for h/w) = 336 plf Adjusted seismic allowable shear(multiply by Co) = 246 plf Allowable seismic shear = 5920 lbs > 1197 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 546 plf Adjusted wind allowable shear(multiply by Co) = 400 plf Allowable wind shear = 9626 lbs > 4783 lbs Note: Passed Anchorage for in-plane shear v=V/(Co*Sum (Li)) In-plan anchorage Wind = 271 plf In-plan anchorage Seismic = 68 plf Uplift anchorage at ends: See uplift report Page 19 of 28 www.structuralsoft.com Z114 Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 - IC ,Vl•('�/f PROJECT 1768 STEELE CHECKED LVMA SHT OF [Npii6t UNG SUBJECT LATERAL DATE 6/23/2014 Floor ID: 2nd Wail_ID: Perforated 2 PASSED Wall seismic force = 1249 lbs Wall wind force = 5243 lbs Wall length(L) = 33.71 ft Wall height(20'max)(h) = 9.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) b-1 3.88 2.32 6.50 5.25 5.00 b-2 4.75 1.89 17.00 6.25 6.10 b-3 4.75 1.89 27.50 _5.25 5.00 b-4 3.58 2.51 Total length of walls with full sheathing = 16.96 ft Max. opening height/wall height ratio = 0.68 %fully sheathed walls: = 50.31 ok Co = 0.66 Wall Drift = 3.321 in Wall Design: Wall type = C Un-adjusted allowable stresses(h/w<or=2) = 390 plf Check for seismic shear: Maximum h/w for all segments: = 2.51 Unadjusted seismic allowable(adjusted for h/w) = 311 plf Adjusted seismic allowable shear(multiply by Co) = 206 plf Allowable seismic shear = 3498 lbs > 1249 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 546 plf - Adjusted wind allowable shear(multiply by Co) = 363 plf Allowable wind shear = 6150 lbs > 5243 lbs ' Note: Passed Page 20 of 28 www.structuralsoft.com dal- Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-157 PROJECT 1768 STEELE CHECKED LWM SHT OF MNL6 % SUBJECT LATERAL DATE 6/23/2014 Anchorage for in-plane shear v=V/(Co*Sum (Li)) In-plan anchorage Wind = 465 plf In-plan anchorage Seismic = 111 plf Uplift anchorage at ends: See uplift report Page 21 of 28 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 vita PROJECT 1768 STEELE CHECKED LWM SHT OF MUM SUBJECT LATERAL DATE 6/23/2014 Floor_ID: 2nd Wall_ID: Perforated 3 PASSED Wall seismic force = 1204 lbs Wall wind force = 6662 lbs Wall length(L) = 25.42 ft Wall height(20'max)(h) = 9.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) 1-2 15.04 0.60 16.46 2.25 4.00 1-1 8.12 1.11 Total length of walls with full sheathing = 23.17 ft Max. opening height/wall height ratio = 0.44 %fully sheathed walls: = 91.15 Co = 0.97 Wall Drift = 1.791 in Wall Design: Wall type = C Un-adjusted allowable stresses(h/w<or=2) = 390 plf Check for seismic shear: Maximum h/w for all segments: = 1.11 Unadjusted seismic allowable(adjusted for h/w) = 390 plf Adjusted seismic allowable shear(multiply by Co) = 378 plf Allowable seismic shear = 8768 lbs > 1204 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 546 plf Adjusted wind allowable shear(multiply by Co) = 530 plf Allowable wind shear = 12276 lbs > 6662 lbs Note: Passed Anchorage for in-plane shear v=V/(Co*Sum(Li)) In-plan anchorage Wind = 296 plf In-plan anchorage Seismic = 54 plf Uplift anchorage at ends: See uplift report Page 22 of 28 www.structuralsoft.com / Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 )(114\ PROJECT 1768 STEELE CHECKED LWM SHT OF tNp[ff�]Id►G SUBJECT LATERAL DATE 6/23/2014 Floor_ID: 3rd Wall_ID: Perforated 1 PASSED Wall seismic force = 824 lbs Wall wind force = 2048 lbs Wall length(L) = 33.71 ft Wall height(20'max)(h) = 9.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) b-1 3.38 2.67 6.50 6.25 4.00 b-2 4.75 1.89 17.00 5.25 4.00 b-3 4.75 1.89 27.50 6.25 4.00 b-4 3.08 2.92 Total length of walls with full sheathing = 15.96 ft Max. opening height/wall height ratio = 0.44 %fully sheathed walls: = 47.34 Co = 0.86 Wall Drift = 1.192 in Wall Design: Wall type = A Un-adjusted allowable stresses(h/w<or=2) = 200 plf Check for seismic shear: Maximum hlw for all segments: = 2.92 Unadjusted seismic allowable(adjusted for h/w) = 137 plf Adjusted seismic allowable shear(multiply by Co) = 118 plf Allowable seismic shear = 1884 lbs > 824 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 280 plf Adjusted wind allowable shear(multiply by Co) = 241 plf Allowable wind shear = 3849 lbs > 2048 lbs Note: Passed Page 23 of 28 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 PROJECT 1768 STEELE CHECKED LWM SHT OF G SUBJECT LATERAL DATE 6/23/2014 Anchorage for in-plane shear v=V/(Co*Sum (Li)) In-plan anchorage Wind = 149 plf In-plan anchorage Seismic = 60 plf Uplift anchorage at ends: See uplift report Page 24 of 28 www.structuralsoft.com vial . Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 14-157 PROJECT 1768 STEELE CHECKED LWM SHT OF tiffinaPiG SUBJECT LATERAL DATE 6/23/2014 Floor ID: 3rd Wall_ID: Perforated 2 PASSED Wall seismic force = 839 lbs Wall wind force = 2085 lbs Wall length(L) = 34.00 ft Wall height(20'max)(h) = 9.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) a-1 24.88 0.36 27.50 5.25 4.00 a-2 3.88 2.32 Total length of walls with full sheathing = 28.75 ft Max. opening height/wall height ratio = 0.44 fully sheathed walls: = 84.56 Co = 0.95 Wall Drift = 1.025 in Wall Design: Wall type = A Un-adjusted allowable stresses(h/w<or=2) = 200 plf Check for seismic shear: Maximum h/w for all segments: = 2.32 Unadjusted seismic allowable(adjusted for h/w) = 172 plf Adjusted seismic allowable shear(multiply by Co) = 164 plf Allowable seismic shear = 4714 lbs > 839 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 280 plf Adjusted wind allowable shear(multiply by Co) = 267 plf Allowable wind shear = 7665 lbs > 2085 lbs Note: Passed Anchorage for in-plane shear v=V/(Co*Sum(Li)) In-plan anchorage Wind = 76 plf In-plan anchorage Seismic = 31 plf Uplift anchorage at ends: See uplift report Page 25 of 28 www.structuralsoft.com , , ° f ° o a co .. \ / _. ° §, � o , , o Di k_ /\ , .. \ ( m ....oral' C.4.,..,..... _ ( _ # P a / Z e _ \} a } ` - ` § ; k 0. •...) ( ( a CO (\ / —I ) - / \ $f Co ! o / CD / m ) 7 / ) 7 � ® y53K ` & f , S ro 3 = 0 / a / \ � / 3 3 § ~ ° / ` / ° in I( m 2 0 0 m} Co - x §m $ i ° ° ' NJ CO { \ 0) k m o> > E } ƒ z ry & » & > 2 c CD ° � � _ � ` m / } o0 z co % > I‘1 & > - E co o ow z-a Z z- 3 />� {> g ƒ §° ; co; .. » . [ [ o « 2 CO 3 \ \ ƒ \ \ o OD y/ m ` } co 0 -u Check -0 Check Page 26 of 28 fa , A � E z o f ® 9 ' _ } 2 m ® G) , ® o ' § \ 2 C El D ( \ ( CD ) 1***.q1r* _ _ .. .. .. (® a [ z ƒ 2 0 AD g 6 E * a. _ co - co k: k o } ; ( =) co \ a CO \ § / a a z 7 ) ▪ E o / O. / m k ( ( \ 7 - N J2 , ; ' 2234•� a0- \ } ! .2" 5' _ » ` E § ! 3 2 in r..) ° � ° C , > ° 0 ƒ m §CD 0# m CD o 3 _ 0 5 m Co —\ > - \ 0 } k 0 .I=. S a B a 3 2 IV & > & > $ ° § ( ° ; { $ ( \ $ 5 Z o $¥ 0 > 90 0 J & § 7- o & > (n , \ \ § ( ° & / .. § c- ° fil - CO 3 E # o \ \k \\ / ® } m — / CD ; 1) Check - Check Page 27 of 28 z 6. SI [§} e ...000.&.0 0 o ! — C. f T = m / m -n 3 a:7 ao . 9(\ d In -( Go 51. to; — ; — ) ) In } / = co to 03 m \CD\ ( } \ f m Ill § } o CD co { } c co = m ® 5 — , ; ° » 7 , ; a } ( ! = 0 cn 4 ` $\ o k 3 ito ^ 0 ° Co in - ° a % k ill\ $ 3 0 & : 0 5 m /ƒ 0. \ \ C 2 - & - ® °rn 3 Z - § > & , Z ; ( ° ; { 2 \ \ a 2n 0 ro- F \ , » > \ \ in & k 0. a a \ A >g = - M C . ° q7 v. ; ( . - $ k ƒ § • e Cu ` an 3 C) co o co to 3 ° rn . i ¥ \ —_ ) / ~ 2 Co / — ( 0 u Check -a Check Page eaa inE Ilk r . ENGINEERINGuc DrJ Engineering, LLC (FKA: DrJ Consulting, LLC) 6300 Enterprise Lane Re: B1405283 Madison, Wisconsin, 53719 Steele job MiTek 20/20 7.4 The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I8378310 thruI8378313 My license renewal date for the state of Washington is May 18,2016. Important Notice:The accuracy of the Truss Design Drawings relies upon:All truss and component designs utilize manufacturer published connector(i.e.truss plate,etc.)design values and American Lumber Standards Committee (ALSC)approved rules-writing agency lumber design values(where Southern Pine has been specified,those design values are as tabulated in Southern Pine Inspection Bureau Grading Rules 2002 Edition Supplement No.13).Lumber design values correspond with the grade stamp prior to cross cutting as(a)approved by the Board of Review of ALSC (b)tabulated and footnoted by the applicable rules-writing agency using a published effective date,(c)approved and published by the American Wood Council for use in the NDS engineering equations for the design of structures using lumber,and(d)referenced in the latest edition of ANSI/TPI 1,Section 6.3. pserrl o • ,$* di• % • • Df x -r d"o 48398, 44.4 . • r / June 19,2014 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. >- Job Truss 'Truss Type Oly Ply Steele job 19178310 `- B1405283 A01 GABLE 2 1 Job Reference(notional) ProOuild Arlington, AdingtOn,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc.Thu Jun 1912:43:27 2014 Page 1 • IDN 4W_dpGOtu_sSdRVatfl2hzvmnf-RyuR3r5dJhJyxUGOgKcmpXHbNpuRcaVSK91 nCz4JB_ -1-2-8 13-0-0 26-0-0 127-2-0 I 1 1-2-8 13-0-0 13-0-0 1-2-8 Scale=148.8- 3x8= 11 12 13 10 %7 14 5.00 12 B 15 8 III 16 7 17 19 8 •% 5 9 20•iii i 4 , 111111111111111-1.11113 21 •q1 Z tJ .,1,111,1,. 23 4 :sss�: :ssr.�e- KM 11I 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 3x8 = 1 26.0-o I 26-0-0 Plate Offsets(X.Y): (12:0-3-0,Edael LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.01 23 n/r 180 MT20 220/195 TCDL 1D.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 23 n/r 120 BCLL 0.0 • Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 24 n/a n/a BCDL 8.0 Code IRC2012ITPI2007 (Matrix) Weight:163 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.8E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins, except BOT CHORD 2x4 DF 1800F 1.6E'Except' end verticals. 36-44:2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 DF No.2 OTHERS 2x4 DF No.2 REACTIONS All bearings 26-0-0. (Ib)- Max Horz 44=70(LC 8) Max Uplift All uplift 100 lb or less at joint(s)44,24,35,37,38,39,40,41,42,43,25,32,31,30,29,28, 27,26 Max Gray All reactions 250 lb or less at joint(s)44,24,34,33,35,37,38,39,40,41,42,43,25,32,31, 30,29,28,27,26 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(1RC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. . 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). • ., ,, 7)Gable studs spaced at 1-4-0 oc. - loSEPti D 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4, O*W r4•A fd between the bottom chord and any other members. 't 40 • 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)44,24,35,37,38, p..4/1 39,40,41,42,43,25,32,31,30,29,28,27,26. 'f '' 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced r. / standard ANSI/TPI 1. 'f • 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Ar 4K398.LOAD CASE(S) Standard p a - �gslONM June 19,2014 AWARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms far Manufactured Products"form.Verity design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conelions,suitability and use of this component for any particular Zt.,. building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSIITPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restrainhdiagonal bracing to insure stability during construction is the responsibility of the trans installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the DVONVEERNYQLLC MC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or SCSI(Building Component Safety Information)available from SBCA at a wwl.sbdndustry.com and any related installation intonation ENGINEERING supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type YP Qty Ply Steele job 18378311 181405283 A02 COMMON TRUSS 16 1 Job Reference(optional) PreBuild Arlington, Arirglon,WA 98223 7.430 s Oct 142013 MiTek Industries,Inc.Thu Jun 19 12:43:28 2014 Page ID:Y4W dpGdtu_s5dRVat82hzvmnf-v9SpGB6G47 RpZdgcE277LkgfTDBHLONeh 0-2-13 ublez4jAz I -1-2-8 1 7-2-0 I 13-0-0 I 18-100 I 26-0-0 1 1-2-8 7-2-0 5-10-0 5-10-0 7-2-0 1-2-8 • Scab•1'.46.6 498= 5 ft 5.0• • • 3x4% 3x4 3x6 II 3 7 3x8 II '�= \ 1$ i 17_1d CR 1M17e 13 12 15 16 11 ii 14 10 4x10 = 3x6 = 3x4= 354= 4x10 = 9-2-3 16-9-13 26-0-0 9-2-3 7-7-11 I 9-2-3 LOADING(pat) SPACING 2-0-0 CSI DEFL in (lx) 1/de8 Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.29 11-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.54 11-13 >570 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.23 Horz(TL) 0.06 10 n/a n/a BCDL 8.0 Code IRC20121TP12007 (Matrix) Weight:115 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E'Except* end verticals. 12-14:2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2'Except° 2-14,8-10:2x6 DF No.2 REACTIONS (lb/size) 14=1199/0-5-8 (min.0-2-0),10=1199/0-5-8 (min.0-2-0) Max Horz 14=70(LC 8) Max Uplift14=167(LC 8),10=-167(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1702/235,45=1513/239,5-6=1513/239,6-7=-1701/235,2-14=24/257, 8-10=-24/257 BOT CHORD 1314=207/1468,12-13=-59/1146,12-15=-59/1146,15-18=59/1148,11-16=59/1146, 10-11=137/1468 WEBS 5-11=-101/448,6-11=298/192,5-13=-101/446,4-13=-298/192,314=1984/278, 7-10=-1984/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l l Omph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. - - 5)Pa1dde mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)14=167, - loSEPH p, .s - 6)Ttys truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced OF W�, 14.■ standard ANSI/TRI 1. C - 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • .J=P=.1 TO to / LOAD CASE(S) Standard �/ I. 'f D ds June 19,2014 0 WARNING•Please thoroughly review the"Customer's Acknowledgement of Prosuild Standard Tams for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this buss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSUTPI 1. Lateral restraint designations shown on individual web and chord members Exit are for compression buckling only,not for building stability bracing.Additional temporary restrainttdiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSITPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the IRC,the IBC,ANSITrPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at wwv.sbcinduslry.com and any related installation information f ufGINEERINGue supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specially engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Sleets job 16878312 . 01405283 C01 JACK-CLOSED 16 1 Job Reference(optional) Pro Build Arlington, Arlington,WA 98223 7.430 sOd 14 2013 MiTek Industries,Inc. Thu Jun 1912:43292014 Page 1 • I D:Y4W_dpGdtu_sSdRVadl2hzvmnf-NLOBTX6urJZ9AnPooleEuyNuUdXJ4WCowee8g5z4jAy -1-2-8 5-10-0 I 1.2.8 5-10-0 Scale=1:21.8 3 4 368 li .00 12 1 w . 3x4 II 1 im MI Ili r r I∎ 5 I 8 2x4 II 2x4 II I 5-10-0 I 5-10-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.03 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.07 5-8 >971 180 BCLL 0.0 • Rep Stress liner YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight 23 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=345/0-3-8 (min.0-1-8),5=232/Mechanical Max Horz 6=133(LC 5) Max Uplift8=-56(LC 8),5=-63(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=-311/92 NOTES 1)Wind:ASCE 7-1D;Vutt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip l DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard • yaSerA opt; r 'f :8398., R,°` SION M. June 19,2014 I AWARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Venfy design parameters and read notes on this Tess Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single buss companent depicted herein,The design assumptions,loading conditions,suitability and use of this component for any particular E building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSI/TPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the respcnskility of the truss installer_ Additional permanent building stability bracing at the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRO,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabrication.quality control,storage,delivery,erection,lateral restraint and diagonal bracing,cansux the latest edition of the TM IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation infomration ENGINEERING uc supplied in the jobsite package.The truss designer or truss design engineer(also defined es a specialty engineer)is NOT the Building Designer of the budding. Job Truss Truss Type Dry Ply Steele job e 4 t 18378313 B1405283 002 GABLE 2 1 Job Reference(optional) ProBuildAMngton, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc. Thu Jun 19 12A3:302014 Pape 1 ID:Y4W dpGdtu_s5dRVatft2hzvmnf-rXeahs7VJcciXox_MT9TR9v3El tYpzSx8lNINXz4jAx I -1-2-8 1 5-10-0 I 1-2-8 5-10-0 • Scale e 1:21.8 3x8 II 1 3 4 5.00 FlY ill r ■ 2 3x4 II . � w w P . h 2 1 �■_______ �■■rJ 5 6 I 5-70-0 I 5-10-0 LOADING(pst) SPACING 2-0-0 CSI DEFT in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.32 Vert(LL) -0.03 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.07 5-6 >971 180 BCLL 0.0 • Rep Stress!nor YES VVB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:33 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 REACTIONS (lb/size) 6=345/0-3-8 (min.0-1-8),5=232/Mechanical Max Harz 6=133(LC 5) Max Uplift8=56(LC 8),5—63(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=-311/92 NOTES 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �pSEYH opt. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T W LOAD CASE(S) Standard _ 4 �� .- Cs P / In :,. • ,.fit' AL June 19,2014 ■ , AWARNING-Please thoroughly review the"Customers Acknowledgement of ProBUild Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular Zit: building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSIITPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restrainhldiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the I RC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,andlor BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information ENGINEERING UO supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. rr r . n i s St ,�, m D 4, r 3a V ET m '� 1� Z \ x m m fD t .a Z cm r o I I ' r o Cr %Va o m ° o A n a o2smo" m m m 3 ' D _ maaoma a 0,„,„ -1 ? 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Wes m m m o1 12,' gm� d w 5 a ?=r- ® v3� -.-. n_ m moo c o� ro as m 2 w m m g u n o �, wa, oom,n g• >ra ;c -,2rm a w oa m g.a;m Nm?:[ m , wm a - -a `- m$0 0 2, • m waw`�ao� �a3302 �m Wa °O - amS � t7 °.a3 m _ � c'm ?..`go .. °- , 3 n _.S �.[NW • mm -ym , , � w ..mpg ao m 1%Z mE. - g1on .. ? 2,m .. o m i mS a a2.°:? 0 ie .. 2 -iaS.m _ e „ wmm'? -awn ? °P. nn Project:Beams-Steele,Dale&Diane page Jared Baehmer-Lexar Homes StruCalc Version 9.0.1.0 5/2/2014 11:18:01 AM of Location: Header A Location:Header! Roof Beam Multi-Loaded Multi-Span Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.51N x 7.5 IN x 6.0 FT 3.5 IN x 9.0 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 177.7% Section Adequate By:32.0% Controlling Factor:Moment Controlling Factor:Shear Location:Header B Location: Header J Roof Beam Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 5.0 FT 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:253.3% Section Adequate By:493.5% Controlling Factor:Shear Controlling Factor:Shear Location: Header C Location:Beam AA Roof Beam Multi-Span Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 3.5 INx7.5INx34.0FT(11.2+11.5+11.2) 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 177.7% Section Adequate By: 110.6% Controlling Factor:Moment Controlling Factor:Moment Location:Header D Location: Beam BB Roof Beam Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 5.0 FT 5.5 INx13.5INx17.0FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:253.3% Section Adequate By:17.7% Controlling Factor:Shear Controlling Factor:Deflection Location: Header E Location:Beam CC Multi-Loaded Multi-Span Beam Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 3.5 IN x 18.0 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 73.0% Section Adequate By:511.0% Controlling Factor:Shear I �` v I r C� r� G 7 ontrolling Factor:Shear Location:Header F ocation: Beam DD Uniformly Loaded Floor Beam niformly Loaded Floor Beam [2012 International Building Code(2012 NDSO 3.5 IN x 7.5 IN x 5.0 FT I AUG 2 7 2014 2012 International Building Code(2012 NDS)] ..5 INx13.5INx17.0FT 24F-V4-Visually Graded Western Species,-'� se •4F-V4-Visually Graded Western Species-Dry Use Section Adequate By:374.8% L. JEFFERSON COUNTY -ection Adequate By: 17.7% Controlling Factor:Shear L UFPT OF COMMUNITY DEVELOPMENT ontrolling Factor:Deflection Location:Header G Location:Beam EE Uniformly Loaded Floor Beam Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.51N4x7.5INx4.0FT 3.5 IN x 18.0 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:590.7% Section Adequate By:511.0% Controlling Factor:Shear Controlling Factor:Shear Location:Header H Location:Post P1 Combination Roof And Floor Beam Column [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 3.5 IN x 3.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use #2-Douglas-Fir-Larch-Dry Use Section Adequate By:65.4% Section Adequate By:79.6% Controlling Factor:Moment page Project: Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes StruCalc Version 9.0.1.0 5/2/2014 11:18:01 AM of Location:Post P2 Location: Footing F2 Column Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.51N x 3.5 IN x 10.0 FT Footing Size:2.0 FT Round Diameter X 12.00 IN Deep #2-Douglas-Fir-Larch-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(3)min. Section Adequate By:45.4% Section Footing Design Adequate Location: Post P3 Location:Footing F3 Column Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT Footing Size:2.0 FT Round Diameter X 12.00 IN Deep #2-Douglas-Fir-Larch-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(3)min. Section Adequate By:45.4% Section Footing Design Adequate Location:Post P4 Location: Footing F4 Column Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT Footing Size:2.0 FT Round Diameter X 12.00 IN Deep #2-Douglas-Fir-Larch-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV/(3)min. Section Adequate By:79.6% Section Footing Design Adequate Location: Post P5 Location:Footing F5 Column Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT Footing Size:3.5 FT x 3.5 FT x 10.00 IN #2-Douglas-Fir-Larch-Dry Use Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. Section Adequate By:21.3% Section Footing Design Adequate Location:Post P6 Location: Footing F6 Column Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT Footing Size:2.0 FT x 2.0 FT x 10.00 IN #2-Douglas-Fir-Larch-Dry Use Reinforcement:#4 Bars @ 8.00 IN.O.C.ENV/(3)min. Section Adequate By:21.3% Section Footing Design Adequate Location: Post P7 Column [2012 International Building Code(2012 NDS)] 5.5 INx5.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.2% Location:Post P8 Column [2012 International Building Code(2012 NDS)] 5.5INx5.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.2% Location:Footing Fl Footing [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round DiameterX 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(3)min. Section Footing Design Adequate page Project:Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes Location:HeaderA StruCalc Version 9.0.1.0 5/2/2014 11:18:01 AM Roof Beam [2012 International Building Code(2012 NOS)] 3.5 IN x 7.5 IN x 6.0 FT 24E-V4-Visually Graded Western Species-Dry Use Section Adequate By:177.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1509 Dead Load 0.03 in Total Load 0.08 IN U906 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A @ Live Load 1088 lb 1088 lb Dead Load 724 lb 724 lb Total Load 1811 lb 1811 lb Bearing Length 0.80 in 0.80 in BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft sn Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 13 ft Fbcmpr= 1850 psi Fb'= 2760 psi Side Two: Cd_=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- = 650 psi Fc = 650 psi Wall Load: WALL= 0 plf Controlling Moment: 2717 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Adjusted Beam Length: Ladj= 6 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 1811 lb Beam Uniform Live Load: wL= 363 plf At support. Beam Uniform Dead Load: wD_adj= 241 plf Created by combining all dead and live loads. Total Uniform Load: wT= 604 plf Comparisons with required sections: Read Provided Section Modulus: 11.81 in3 32.81 in3 Area(Shear): 8.92 in2 26.25 in2 Moment of Inertia(deflection): 24.45 in4 123.05 in4 Moment: 2717 ft-lb 7547 ft-lb Shear: 1811 lb 5333 lb page Project: Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes Location:Header B StruCalc Version 9.0.1.0 5/2/2014 11:18:02 AM Roof Beam or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 5.0 FT 24F=V4-Visually Graded Western Species-Dry Use Section Adequate By:253.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2607 Dead Load 0.02 in Total Load 0.04 IN U1565 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A a Live Load 906 lb 906 lb Dead Load 603 lb 603 lb Total Load 1510 lb 1510 lb Bearing Length 0.66 in 0.66 in BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft - 5ft B Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 13 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 1867 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.5 ft from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1510 lb Beam Uniform Live Load: wL= 363 plf At support. Beam Uniform Dead Load: wD_adj= 241 plf Created by combining all dead and live loads. Total Uniform Load: wT= 604 plf Comparisons with required sections: Read Provided Section Modulus: 8.2 in3 32.81 in3 Area(Shear): 7.43 in2 26.25 in2 Moment of Inertia(deflection): 14.15 in4 123.05 in4 Moment: 1887 ft-lb 7547 ft-lb Shear: -1510 lb 5333 lb Page Project:Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes Location: Header C StruCalc Version 9.0.1.0 5/2/2014 11:18:02 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24E-V4-Visually Graded Western Species-Dry Use Section Adequate By: 177.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1509 Dead Load 0.03 in Total Load 0.08 IN L/906 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A a Live Load 1088 lb 1088 lb Dead Load 724 lb 724 lb Total Load 1811 lb 1811 lb Bearing Length 0.80 in 0.80 in BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft sn - Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 13 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1.5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.Ito Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 2717 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Adjusted Beam Length: Ladj= 6 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 1811 lb Beam Uniform Live Load: wL= 363 plf At support. Beam Uniform Dead Load: wD_adj= 241 plf Created by combining all dead and live loads. Total Uniform Load: wT= 604 plf Comparisons with required sections: Read Provided Section Modulus: 11.81 in3 32.81 in3 Area(Shear): 8.92 in2 26.25 in2 Moment of Inertia(deflection): 24.45 in4 123.05 in4 Moment: 2717 ft-lb 7547 ft-lb Shear: 1811 lb 5333 lb page Project: Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes Location:Header D StruCalc Version 9.0.1.0 5/2/2014 11:18:02 AM Roof Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 5,0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:253.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2607 Dead Load 0.02 in Total Load 0.04 IN L/1565 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 906 lb 906 lb Dead Load 603 lb 603 lb Total Load 1510 lb 1510 lb Bearing Length 0.66 in 0.66 in BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft A 5 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 13 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1.5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc- L= 650 psi Fc-- '= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 1887 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.5 ft from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1510 lb Beam Uniform Live Load: wL= 363 plf At support. Beam Uniform Dead Load: wD_adj= 241 plf Created by combining all dead and live loads. Total Uniform Load: wT= 604 plf Comparisons with required sections: Read Provided Section Modulus: 8.2 in3 32.81 in3 Area(Shear): 7.43 in2 26.25 in2 Moment of Inertia(deflection): 14.15 in4 123.05 in4 Moment: 1887 ft-lb 7547 ft-lb Shear: -1510 lb 5333 lb Project:Beams-Steele,Dale&Diane cede Jared Baehmer-Lexar Homes Location:Header E Mul[i-Loaded Multi-Span Beam StruCalc Version 9.0.1.0 5/2/2014 11:18:02 AM of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24FFV4-Visually Graded Western Species-Dry Use Section Adequate By:73.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1368 Dead Load 0.03 in Total Load 0.08 IN L/927 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:11240 REACTIONS 9 j� Live Load 1746 lb 1746 lb 2 Dead Load 935 lb 935 lb Total Load 2681 lb 2681 lb Bearing Length 1.18 in 1.18 in TRI SEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A 6 ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.03 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf ease Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 906 lb 906 lb Cd_=1.00 Dead Load 603 lb 603 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.5 ft 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 t o Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Left Live Load 280 plf Controlling Moment: 2513 ft-lb Left Dead Load 105 plf 3.0 Ft from left support of span 2(Center Span) Right Live Load 280 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 105 plf Controlling Shear: 2681 lb Load Start 0 ft At left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Comparisons with required sections: Read Provided Section Modulus: 12.56 in3 32.81 in3 Area(Shear): 15.18 in2 26.25 in2 Moment of Inertia(deflection): 32.37 in4 123.05 in4 Moment: 2513 ft-lb 6563 ft-lb Shear: 2681 lb 4638 lb Project:Beams-Steele,Dale&Diane page Jared Baehmer-Lexar Homes Location:Header F Uniformly Loaded Floor Beam StruCalc Version 9.0.1.0 5/2/2014 11:18:03 AM [2012 International Building Code(2012 NDS)] of 3.5 IN x 7.5 IN x 5.0 FT 24R-V4-Visually Graded Western Species-Dry Use Section Adequate By:374.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3376 Dead Load 0.01 in Total Load 0.02 IN L/2419 Live Load Deflection Criteria:LJ360 Total Load Deflection Criteria:L/240 REACTIONS A )} Live Load 700 lb 700 lb Dead Load 277 lb 277 lb Total Load 977 lb 977 lb Bearing Length 0.43 in 0.43 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A 5 f B Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.01 Notch Depth 0.00 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psi 40 psi 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psi 15 psi Vase Values Adiusted Floor Tributary Width FTW= 7 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 280 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Beam Total Dead Load: wD= 105 plf Comp.1toGrain: Fc-1= 650 psi Fc-1'= 650 psi Total Beam Maximum fight: BSW= 6 plf To Maximu Load: wT= 391 plf Controlling Moment: 1221 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 977 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 6.1 in3 32.81 in3 Area(Shear): 5.53 in2 26.25 in2 Moment of Inertia(deflection): 13.12 in4 123.05 in4 Moment: 1221 ft-lb 6563 ft-lb Shear: 977 lb 4638 lb page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Header G StruCalc Version 9.0.1.0 5/2/2014 11:18:03 AM Uniformly Loaded Floor Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24R-V4-Visually Graded Western Species-Dry Use Section Adequate By:590.7% Controlling Factor:Shear pEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7692 Dead Load 0.00 in Total Load 0.01 IN U5499 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A a Live Load 480 lb 480 lb Dead Load 191 lb 191 lb Total Load 671 lb 671 lb Bearing Length 0.30 in 0.30 in BEAM DATA Center Span Length 4 fti,... _ Unbraced Length-Top 0 ft A 4fI B Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0 FLOOR LOADING Notch Depth 0.00 Side 1 ,Side Z MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf ease Values Adiusted Floor Tributary Width FTW= 6 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 REAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 240 plf Cd=1.00 Beam Total Dead Load: wD= 90 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Total Maximum Load: wT= 336 plf Controlling Moment: 671 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -671 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.36 in3 32.81 in3 Area(Shear): 3.8 in2 26.25 in2 Moment of Inertia(deflection): 5.76 in4 123.05 in4 Moment: 671 ft-lb 6563 ft-lb Shear: -671 lb 4638 lb Project: Barns-Steele, Dale&Diane page Jared Baehmer-Lexar Homes Location:Header H Combination Roof And Floor Beam StruCalc Version 9.0.1.0 5/2/2014 11:18:03 AM of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24F—V4-Visually Graded Western Species-Dry Use Section Adequate By:65.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/908 Dead Load 0.05 in Total Load 0.13 IN L/540 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS 6 ]} Live Load 1808 lb 1808 lb Dead Load 1234 lb 1234 lb Total Load 3041 lb 3041 lb Bearing Length 1.34 in 1.34 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6 f =6 Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Camber Adj.Factor 1 Side 1 Side 2 Camber Required 0.05 Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 13 ft 1.5 ft 24F-V4-Visually Graded Western Species Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2400 psi Controlled by: Side 1 Side 2 Fb_cmpr= 1850 psi Fb'= 2760 psi Floor Live Load FLL= 40 psf 40 psf Cd=1.15 Floor Dead Load FDL= 15 psf 15 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Floor Tributary Width FTW= 6 ft 0 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Wall Load WALL= 80 plf Comp.--to Grain: Fc-1= 650 psi Fc-1'= 650 psi BEAM LOADING Controlling Moment: 4562 ft-lb Roof Uniform Live Load: wL-roof= 363 plf 3.0 ft from left support Roof Uniform Dead Load: wD-roof= 236 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor= 240 plf Controlling combining 3041 lb Floor Uniform Dead Load: wD-floor= 90 plf o support. Beam Self Weight: BSW= 6 plf At Created by combining all dead and live loads. Combined Uniform Live Load: wL= 603 plf Combined Uniform Dead Load: wD= 411 plf Combined Uniform Total Load: wT= 1014 plf Comparisons with required sections: Read Provided Controlling Total Design Load: wT-cont= 1014 plf Section Modulus: 19.84 in3 32.81 in3 Area(Shear): 14.97 in2 26.25 in2 Moment of Inertia(deflection): 54.74 in4 123.05 in4 Moment: 4562 ft-lb 7547 ft-lb Shear: 3041 lb 5333 lb page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location: Header I StruCalc Version 9.0.1.0 5/2/2014 11:18:03 AM Multi-Loaded Multi-Span Beam or [2012 International Building Code(2012 NDS)] 3.5 IN x 9.0 IN x 6.0 FT 24E-V4-Visually Graded Western Species-Dry Use Section Adequate By:32.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1822 Dead Load 0.02 in Total Load 0.06 IN U1191 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS 9 a 1 Live Load 2648 lb 2648 lb 2 Dead Load 1569 lb 1569 lb Total Load 4217 lb 4217 lb Bearing Length 1.85 in 1.85 in Till BEAM DATA Center - Span Length 6 ft • Unbraced Length-Top 0 ft s ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.02 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number Q1a IWQ Fb cmpr= 1850 psi Fb'= 2400 psi Live Load 1808 lb 1808 lb Cd=1.00 Dead Load 1234 lb 1234 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.5 ft 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.ltoGrain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Left Live Load 280 plf Controlling Moment: 3284 ft-lb Left Dead Load 105 plf 3.0 Ft from left support of span 2(Center Span) Right Live Load 280 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 105 plf Controlling Shear: -4217 lb Load Start 0 ft At right support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Comparisons with required sections: Read Provided Section Modulus: 16.42 in3 47.25 in3 Area(Shear): 23.87 in2 31.5 in2 Moment of Inertia(deflection): 42.85 in4 212.63 in4 Moment: 3284 ft-lb 9450 ft-lb Shear: -4217 lb 5565 lb page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Header J StruCalc Version 9.0.1.0 5/2/2014 11:18:04 AM Uniformly Loaded Floor Beam or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:493.5% Controlling Factor:Shear pEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6593 Dead Load 0.00 in Total Load 0.01 IN L/4725 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A H Live Load 560 lb 560 lb Dead Load 221 lb 221 lb Total Load 781 lb 781 lb Bearing Length 0.34 in 0.34 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A 4f° -g Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adiusted Floor Tributary Width FTW= 7 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 280 plf Cd=1.00 Beam Total Dead Load: wD= 105 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Beam Self Weight: BSW= 6 plf Comp.-L to Grain: Fc-•= 650 psi Fc-•'= 650 psi Total Maximum Load: wT= 391 plf Controlling Moment: 781 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -781 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.91 in3 32.81 in3 Area(Shear): 4.42 in2 26.25 in2 Moment of Inertia(deflection): 6.72 in4 123.05 in4 Moment: 781 ft-lb 6563 ft-lb Shear: -781 lb 4638 lb Project: Beams-Steele, Dale&Diane Page Jared Baehmer-Lexar Homes Location:Beam AA Multi-Span Roof Beam StruCalc Version 9.0.1.0 5/2/2014 11:18:04 AM of [2012 International Building Code(2012 NDS)] 3.51N x 7.51N x 34.0 FT(11.2+11.5+11.2) 24F V4-Visually Graded Western Species-Dry Use Section Adequate By: 110.6% Controlling Factor:Moment PEFLECTIONS Left Center Bight LOADING DIAGRAM Live Load 0.14 IN U965 0.10 IN U1340 0.14 IN L/965 Dead Load 0.07 in 0.01 in 0.07 in Total Load 0.21 IN U655 0.11 IN U1236 0.21 IN U655 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A a j2 Live Load 570 lb 1532 lb 1532 lb 570 lb Dead Load 353 lb 987 lb 987 lb 353 lb Total Load 923 lb 2519 lb 2519 lb 923 lb Bearing Length 0.41 in 1.11 in 1.11 in 0.41 in BEAM DATA Left Center Eight Span Length 11.25 ft 11.5 ft 11.25 ft Unbraced Length-Top O ft O ft O ft 11.25 ft 11.5 ft �11.25ft Unbraced Length-Bottom 11.25 ft 11.5 ft 11.25 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING Left Center Bight Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf 15 psf 24F-V4-Visually Graded Western Species Roof Tributary Width Side One TW1 = 3 ft 3 ft 3 ft base Values Adiusted Roof Tributary Width Side Two TW2= 1.5 ft 1.5 ft 1.5 ft Bending Stress: Fb= 2400 psi Controlled by: Wall Load WALL= 0 plf 0 plf 0 plf Fb_cmpr= 1850 psi Fb_cmpr'= 2086 psi BEAM LOADING Lg(f Center Right Cd=1.15 C1=0.98 Total Live Load 113 plf 113 plf 113 plf Shear Stress: Fv= 265 psi Fv'= 305 psi Total Dead Load(Adjusted for Roof Pitch) 73 plf 73 plf 73 plf Cd=1.15 Beam Self Weight 6 plf 6 plf 6 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Total Load 191 191 If Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi P plf 191 plf Controlling Moment: -2709 ft-lb Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 1317 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 15.58 in3 32.81 in3 Area(Shear): 6.48 in2 26.25 in2 Moment of Inertia(deflection): 33.83 in4 123.05 in4 Moment: -2709 ft-lb 5704 ft-lb Shear: 1317 lb 5333 lb Page Project: Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes Location: Beam BB Uniformly Loaded Floor Beam StruCalc Version 9.0.1.0 5/2/2014 11:18:04 AM of [2012 International Building Code(2012 NDS)] 5.5 IN x 13.5 IN x 17.0 FT 24F_V4-Visually Graded Western Species-Dry Use Section Adequate By: 17.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/424 Dead Load 0.20 in Total Load 0.68 IN L/301 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4420 lb 4420 lb Dead Load 1794 lb 1794 lb Total Load 6214 lb 6214 lb Bearing Length 1.74 in 1.74 in BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft - —17 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.2 FLOOR LOADING Notch Depth 0,00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 7 ft 6 ft Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd_=1.00 SEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 520 plf Cd=1.00 Beam Total Dead Load: wD= 195 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 16 plf Comp. to Grain: Fc-1= 650 psi Fc- 650 psi Total Maximum Load: wT= 731 plf Controlling Moment: 26411 ft-lb 8.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 6214 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 132.05 in3 167.06 in3 Area(Shear): 35.18 in2 74.25 in2 Moment of Inertia(deflection): 957.88 in4 1127.67 in4 Moment: 26411 ft-lb 33413 ft-lb Shear: 6214 lb 13118 lb Rroject: Beams-Steele, Dale&Diane page Jared Baehmer-Lexar Homes / Location: Beam CC StruCalc Version 9.0.1.0 5/2/2014 11:18:04 AM Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] 3.5 INx18.0INx5.0FT 24F.-V4-Visually Graded Western Species-Dry Use Section Adequate By:511.0% Controlling Factor:Shear PEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1300 lb 1300 lb Dead Load 522 lb 522 lb Total Load 1822 lb 1822 lb Bearing Length 0.80 in 0.80 in BEAM DATA Center Length 5 ft - U • nbraced Length-Top 0 ft 5n Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0 Notch Depth 0.00 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 7 ft 6 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi BEAM LOADING Beam Total Live Load: wL= 520 plf Cd=1.00 Beam Total Dead Load: wD= 195 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 14 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Total Maximum Load: wT= 729 plf Controlling Moment: 2277 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1822 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 11.39 in3 189 in3 Area(Shear): 10.31 in2 63 in2 Moment of Inertia(deflection): 24.37 in4 1701 in4 Moment: 2277 ft-lb 37800 ft-lb Shear: -1822 lb 11130 lb page Project: Beems-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Beam DD Uniformly Loaded Floor Beam StruCalc Version 9.0.1.0 5/2/2014 11:18:05 AM of [2012 International Building Code(2012 NDS)] 5.5 IN x 13.5 IN x 17.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 17.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/424 Dead Load 020 in Total Load 0.68 IN U301 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4420 lb 4420 lb Dead Load 1794 lb 1794 lb Total Load 6214 lb 6214 lb Bearing Length 1.74 in 1.74 in BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft 17 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.2 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adiusted Floor Tributary Width FTW= 7 ft 6 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 520 plf Cd=1.00 Beam Total Dead Load: wD= 195 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Beam Self Weight: BSW= 16 plf Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Total Maximum Load: wT= 731 plf Controlling Moment: 26411 ft-lb 8.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 6214 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 132.05 in3 167.06 in3 Area(Shear): 35.18 in2 74.25 in2 Moment of Inertia(deflection): 957.88 in4 1127.67 in4 Moment: 26411 ft-lb 33413 ft-lb Shear: 6214 lb 13118 lb • 1 'Project:loroject: Beams-Steele, Dale&Diane / Jared Baehmer-Lexar Homes Location: Beam EE StruCalc Version 9.0.1.0 5/2/2014 11:18:05 AM Uniformly Loaded Floor Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 18.0 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:511.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1300 lb 1300 lb Dead Load 522 lb 522 lb Total Load 1822 lb 1822 lb Bearing Length 0.80 in 0.80 in BEAM DATA Center Span Length 5 ft • Unbraced Length-Top 0 ft A- -5ft B Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0 Notch Depth 0.00 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psi 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf ease Values Adiusted Floor Tributary Width FTW= 7 ft 6 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 520 plf Cd=1.00 Beam Total Dead Load: wD= 195 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Beam Self Weight: BSW= 14 plf Comp.--to Grain: Fc-_= 650 psi Fc- = 650 psi Total Maximum Load: wT= 729 plf Controlling Moment: 2277 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1822 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 11.39 in3 189 in3 Area(Shear): 10.31 in2 63 in2 Moment of Inertia(deflection): 24.37 in4 1701 in4 Moment: 2277 ft-lb 37800 ft-lb Shear: -1822 lb 11130 lb • Project:Beams-Steele,Dale&Diane v ge Jared Baehmer-Lexar Homes Location: ColGmn Posl P1 StruCalc Version 9.0.1.0 5/2/2014 11:18:05 AM [2012 International Building Code(2012 NOS)] 3.5 IN x 3.5IN x 10.0 FT #2:Douglas-Fir-Larch-Dry Use Section Adequate By:79.6% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 570 lb Dead Load: Vert-DL-Rxn= 380 lb Total Load: Vert-TL-Rxn= 950 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch ease Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 10 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 Ley/dy= 34.29 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+ D) Live Load: PL= 570 lb Actual Compressive Stress: Fc= 78 psi Dead Load: PD= 353 lb Allowable Compressive Stress: Fc'= 381 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 950 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.2 Page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Post P2 StruCalc Version 9.0.1.0 5/2/2014 11:18:05 AM Column [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2 Douglas-Fir-Larch-Dry Use Section Adequate By:45.4% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1532 lb Dead Load: Vert-DL-Rxn= 1014 lb Total Load: Vert-TL-Rxn= 2546 lb COLUMN DATA Total Column Length: 10 ft V Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch ease Values Adjusted Compressive Stress: Fc= 1350 psi Fe= 381 psi Cd=1.00 Cf-1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 io ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 Ley/dy= 34,29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 208 psi Live Load: PL= 1532 lb Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 987 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 2546 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.55 page Project: Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Post P3 StruCalc Version 9.0.1.0 5/2/2014 11:18:06 AM Column [2012 International Building Code(2012 NDS)] 3.5 INx3.5INx10.0FT #2.-Douglas-Fir-Larch-Dry Use Section Adequate By:45.4% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1532 lb Dead Load: Vert-DL-Rxn= 1014 lb Total Load: Vert-TL-Rxn= 2546 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Acliusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi �o n Cd=1.00 CF=1.50 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 . Ley/dy= 34.29 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 1532 lb Actual Compressive Stress: Fc= 208 psi Dead Load: PD= 987 lb Allowable Compressive Stress: Fc'= 381 psi Column Self Weight: CSW= 27 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Load: PT= 2546 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.55 II Project: BEams-Steele, Dale&Diane page Jared Baehmer-Lexar Homes of Location:C IUmn Post P6 StruCalc Version 9.0.1.0 5/2/2014 11:18:06 AM [2012 International Building Code(2012 NDS)] 3.5 INx3.5INx10.0FT #2.Douglas-Fir-Larch-Dry Use Section Adequate By:21.3% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2600 lb Dead Load: Vert-DL-Rxn= 1071 lb Total Load: Vert-TL-Rxn= 3671 lb COLUMN DATA B Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 loft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 Ley/dy= 34.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 300 psi Live Load: PL= 2600 lb Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 1044 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 3671 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.79 Page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Post P7 StruCalc Version 9.0.1.0 5/2/2014 11:18:07 AM Column [2012 International Building Code(2012 NDS)] 5.5 IN x 5.5 IN x 10.0 FT #2,Douglas-Fir-Larch-Dry Use Section Adequate By:20.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 8840 lb Dead Load: Vert-DL-Rxn= 3654 lb Total Load: Vert-TL-Rxn= 12494 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch ease Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 518 psi Cd=1.00 Cp=0.74 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 750 psi Cd=1.00 CF=1.00 to e Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 750 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 21.82 — Ley/dy= 21.82 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 413 psi Live Load: PL= 8840 lb Allowable Compressive Stress: Fc'= 518 psi Dead Load: PD= 3588 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 66 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 12494 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 750 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 750 psi Combined Stress Factor: CSF= 0.8 page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Post P8 Column StruCalc Version 9.0.1.0 512/2014 11:18:07 AM nr (2012 International Building Code(2012 NDS)] 5.5 IN x 5.5 IN x 10.0 FT #2:Douglas-Fir-Larch-Dry Use Section Adequate By:20.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 8840 lb Dead Load: Vert-DL-Rxn= 3654 lb Total Load: Vert-TL-Rxn= 12494 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis)Lx: 10 ft V Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 518 psi Cd=1.00 Cp=0.74 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 750 psi Cd=1.00 CF=1.00 loft Bending Stress(Y Y Axis): Fby= 750 psi Fby'= 750 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 21.82 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 413 psi Live Load: PL= 8840 lb Allowable Compressive Stress: Fc'= 518 psi Dead Load: PD= 3588 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 66 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 12494 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 750 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 750 psi Combined Stress Factor: CSF= 0.8 Page Project:Beams-Steele, Dale&Diane Jared Baehmer-Lexar Homes Location:Footing Fl StruCalc Version 9.0.1.0 5/2/2014 11:18:07 AM Footing �+ [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 1-4 in-1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 302 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 0.7 sf Area Provided: A= 3.14 sf Baseplate Bearing: Bearing Required: Bear= 1368 lb 121n Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): i n - Beam Shear: Vu1 = 153 lb Allowable Beam Shear: Vc1 = 13160 lb 3 in Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 914 lb z ft Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 570 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 380 lb Bending Calculations: Total Load: PT= 950 lb Factored Moment: Mu= 3637 in-lb Ultimate Factored Load: Pu= 1368 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R. = 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.01 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:Beams-Steele,Dale&Diane Jared Baehmer-Lexar Homes Location:Footing F2 StruCalc Version 9.0.1.0 5/2/2014 11:18:07 AM Footing cf [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round DiameterX 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C.EIW/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 1-4In--I Bearing Calculations: T Ultimate Bearing Pressure: Qu= 810 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 1.89 sf Area Provided: A= 3.14 sf Baseplate Bearing: Bearing Required: Bear= 3668 lb 12 in Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): j Beam Shear: Vu1 = 411 lb T Allowable Beam Shear: Vc1 = 13160 lb In Punching Shear Calculations(Two Way Shear): L Critical Perimeter: Bo= 49 in 2 ft Punching Shear: Vu2= 2451 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 1532 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 1014 lb Bending Calculations: Total Load: PT= 2546 lb Factored Moment: Mu= 9752 in-lb Ultimate Factored Load: Pu= 3668 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift wl 1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.03 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:Beams-Steele, Dale&Diane ye Jared Baehmer-Lexar Homes Location:Footing F3 Footing StruCalc Version 9.0.1.0 5/2/2014 11:18:07 AM of [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round DiameterX 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(3)min. Section Footing Design Adequate FOOTING PROPERTIES .I.OADING DIAGRAM Allowable Soil Bearing Pressure: as= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SI Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 1-4 In- I Bearing Calculations: Ultimate Bearing Pressure: Qu= 810 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 1.89 sf Area Provided: A= 3.14 Sf Baseplate Bearing: in Bearing Required: Bear= 3668 lb 12 Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): fl 0 Beam Shear: Vu1 = 411 lb T Allowable Beam Shear: Vc1 = 13160 lb Sin Punching Shear Calculations(Two Way Shear): L I Critical Perimeter: Bo= 49 in z n Punching Shear: Vu2= 2451 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 1532 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 1014 lb Bending Calculations: Total Load: PT= 2546 lb Factored Moment: Mu= 9752 in-lb Ultimate Factored Load: Pu= 3668 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.03 in2 Min.Code Req'd Reinf.Shrink.iTemp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note:Plain concrete adequate for bending, therefore adequate development length not required. • Project:Beams-Steele,Dale&Diane page Jared Baehmer-Lexar Homes Location:Footing F4 Footing StruCalc Version 9.0.1.0 5/2/2014 11:18:08 AM [2012 International Building Code(2012 NDS)] or Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in F-4In- Baseplate Length: bsl= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 302 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 0.7 sf Area Provided: A= 3.14 sf 12 1" Baseplate Bearing: Bearing Required: Bear= 1368 lb _ o Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 0 lb _ Allowable Beam Shear: Vc1 = 13160 lb Punching Shear Calculations(Two Way Shear): 2a Critical Perimeter: Bo= 53 in Punching Shear: Vu2= 837 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 98381 lb Live Load: PL= 570 lb Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Dead Load: PD= 380 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Total Load: PT= 950 lb Controlling Allowable Punching Shear: vc2= 65588 lb Ultimate Factored Load: Pu= 1368 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Factored Moment: Mu= 2128 in-lb Nominal Moment Strength: Mn= 169337 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.01 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 5.13 In Note:Plain concrete adequate for bending, therefore adequate development length not required. Project: Beams-Steele, Dale&Diane Page Jared Baehmer-Lexar Homes Location:Footing F5 StruCalc Version 9.0.1.0 5/2/2014 11:18:08 AM Footing of [2012 International Building Code(2012 NDS)] Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W l(5)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1020 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 9.09 sf s'" Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 18529 lb Allowable Bearing: Bear-A= 99450 lb 10 In Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6507 lb 3 i Allowable Beam Shear: Vc1 = 19688 lb Punching Shear Calculations(Two Way Shear): - --as ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 16953 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Live Load: PL= 8840 lb Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Dead Load: PD= 3654 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Total Load: PT= 12494 lb Controlling Allowable Punching Shear: vc2= 45938 lb Ultimate Factored Load: Pu= 18529 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 987 lb Factored Moment: Mu= 97276 in-lb Nominal Moment Strength: Mn= 213014 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 in Steel Required Based on Moment: As(1)= 0.44 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.84 in2 Controlling Reinforcing Steel: As-reqd= 0.84 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in • i laroject:Beams-Steele, Dale&Diane sage Jared Baehmer-Lexar Homes Location:Footing F6 Footing StruCalc Version 9.0.1.0 5/2/2014 11:18:08 AM of [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. EIW I(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Os= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 1-4In—H Bearing Calculations: Ultimate Bearing Pressure: Qu= 918 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.67 sf Area Provided: A= 4.00 sf Baseplate Bearing: torn Bearing Required: Bear= 5445 lb - - 9 9 Allowable Bearing: Bear-A= 44200 lb T Beam Shear Calculations(One Way Shear): 3 In Beam Shear: Vu1 = 1305 lb T Allowable Beam Shear: Vc1 = 11250 lb 2 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 41 in Punching Shear: Vu2= 4452 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 57656 lb Live Load: PL= 2600 lb Allowable Punching Shear(ACI 11-36): vc2-b= 77813 lb Dead Load: PD= 1071 lb Allowable Punching Shear(ACI 11-37): vc2-c= 38438 lb Total Load: PT= 3671 lb Controlling Allowable Punching Shear: vc2= 38438 lb Ultimate Factored Load: Pu= 5445 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 322 lb Factored Moment: Mu= 16336 in-lb Nominal Moment Strength: Mn= 127575 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: e= 0.46 in Steel Required Based on Moment: As(1)= 0.07 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min. 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O 0 — 3 ' °m o. c to o m f. °o m co 0 pogg 5 3 x. 3 3 co . °: m an d m = co 3 m 0 0 3 c1 D) ° N ., N o d fD O'co 0 m i'+. = M c 2 ° ai " -o m 5. om g_ Fr, o m s ,; n to r DALE 8c DIANE STEELE �� A > W 1 x r n -o uP a ox T H L2 ui Jm t;' j) ELECTRICAL xxx BRIGHTON ROAD HOMES 1.1 911.0 Z,"a m m m e IRONDALE, WA 98339 -- ni a0 m0 N ■ PLAN 360.319.9679 5 FILE /�/"�COPY PARCEL # - 9948001 04 a D_ _ [�y/[4I/ Ti r • r' 1 r /�a ° .' s -� C.A.)1-2, __ 0 to 25 _ o n Iffi ® lRM11v F gror B ,o i ■••■••■••••••=rxr- it \MP r I $I m Cr71 l - ti O J .,,,,:i ._..,....,_..“ .IIII ® �sa : i: _... it ¢ I _ x I I ill iAs $ I HT w 1 . '.= Ifs T, w CO J •a N a ` —1 I I� 11 t.., 41 N Cn II •-•.I '� MI Imo,,,, n �_ \\® ... tea, III I SII� I o 11 call _�. ., Ii S ......a -.111 - II ft I -�r _ N .....:-: -=.........,,..,.., � O I 1 f ® \ --- RN — FTF - - 1-f-` i 0 J 9t 711\/•\ „/ 1;! �i �� -a 2s „° m Xi i a /! CO -n mot TT — -- Z D � N j _..4 a `�. _, o 01— C) 0 _ : o v � � 1 •(� s� v cn � � s iI s: !:Z' 111■\116..,\ 0.'. > t a = t l - g — _ v O O N.) ODN Ni' 1 r .' t\) C o - - s Cr O. ,1' T }C X X ;J < ❑ Tt !-f; a � t+� co c cD - J _z , 03r t J ti N v, N ∎ N 71 , 51 �o J. �., 000 Wv C? C. J C� 7 0 377 00 0o0 cpnc- 1Z N CO G C T3 O N - O i 71 W 0 r 7i 'Ti a n 0 C D O r C N nZ 1—i •D 3 0 c D c O C o IV C CU ® IT) CO Pi r iv fl p C N ..1 m (.7 - V) ,A ?t I m T ODr-T v l O C r Q-D-IDD� O O T 0 Om 9 O-gym 7 7 = WO r AZVO73 m N go t -cn7,c2 cp r- c1 f:1 --7 c.`2 x co Z N <Xi Is...) N – CJ1 - c) ;�, n- p Z Zr i I i loon-I F.=m Ip7 r CI A CO O c,. c..• ,, :5;, r1; j 427 A 00� = 0 0 0 ^ C.,CO 0 3 m T 0 1 mmv nD 9r=�I� �� c �m i �, M:S«W FA cD ZivrcZ CO - ------- ..NOTE: SALES PRESENTATION DRAWING ALL MEASUREMENTS No structural or dimensional check has been made of gas deal TO BE VERIFIED 5e. — drawin s of the boildm therefore rchaser is to Neck and IN THE FIELD. e Pro Budd Olympia 9 g. W 9 approve all dimsansions,quantities,loads,and details carefully. Lexar-Steele This drawing has not been check by Boise Engineering. Boise Cascade 1st Floor Bain Cascade Woodmvile,WA • COPY PP II ,t r . XI O ,Nt, a zs o _ w +../A g 13'10 112" 5'3 1/2" 6'10" CD /` �� IV IRM1I 0 - i I1 1�1�0 T - I rU CO W I= o ^i 1 �V t# �J I y y 2 rT o Ia :. rT.�1 -..1J \ "j —? C—� co cn � k w t o J2 m y L v II 1I - -'[0..) II II W A \ dJA -perrr I °I a Ii S . h 1 I a° l ! CO s • 17/ " 1 , 26'0" — 1 7 / It w?Sa N • •�. 9� 1 > W X1 W CO CO A Co c- 1 11P e8 -0 TKWIV O� , ./f(41, 0 II47J o A N N A N Z pp Z W i I i NI% i 1/AIM\1 II VI Z r .1 —a cri W _., 3 _1 ....+ • V \ \ \ f r N p OD N N OD 00 OD CO C 3nI-m 0- Q o X X X c : ❑ c = C"„ -00,30i 2 2 'O Cn 0o .� M co D N r••. a �I W CO W W W W C O r II Azvom v ® � ra ® ® ® ® ® ZD 0- g, `., I-I 0<0 0 z m O W tV W O cD O O O r� �q ;1 - Fa___ o-I =� A A p �' y o 00 0 0 0 0 0 0 0 n Ma mr i <n=%om ,� C) rC] () 0 � 99999 T OTI XI CO °I -1O- D Cq •� 77 fn O 1 �Zm r V cOir V � IP ii • r1'if ao 0 0 0 0 r O O D 0 0 0 m C�z W �. � vcvmmTmm rn nZ °zo n rn D -i H:t7 c< mr-1O 7 7 E. ® p K O D 1W A -I O .D ® r. CO gym _ 1A M -Ipc Q C � -rl D E CA O 3 _. 07 Ti ' c A " C 3 V 0 < 4 D m N m -Q 0 (n ? v 1-C) \ W 0 m co DI _+ T. co r0- i W NJ —a A Cr CA to N r- 0 X 03 7 m ZZm �° 000000 . -n0 Dom s 0- 0> i N Nc70 Dm m -0 —s — N — —I. N i NOTE: SALES PRESENTATION DRAWING ALL MEASUREMENTS I." No structural or dimensional check has bean made of this design TO BE VERIFIED 5 Pro Build Olympia drawings of Na building.therefore purchaser is to Neck and IN THE FIELD. 'I • approve all tlimaensiona,quangdea,loads,and details carefully. Lexar-Steele This drawing has not been Neck M Boise Engineering. (1)Boise Cascade 2nd Floor Boise Cascade Woodinville,WA < • .t r • • ,1 r r 26'0" ,41!' / d W � , .t / a 13'10 1/2" 5'3 112" 6'10" CO I ` s { N IRM1I 0 II !" g L _�1 1' CO ED I �I J �� T 9 �� ii ( n ' TA 1 CO N i m y O nnl ® J W �I If u a I �- I" S M x J2 3 a 1 t 9 1 � N ee rs FI i o a = „F2(1.7) V -- _ I -.1 ` •rs, J I N Co \V I J 00 a- Fa A I CO 71 \, r1 I — o \� f ' t= n W o 0 FI 11 J.!: �I (g sal FI it a V• p II al i V 1 PI • , r 1 p g'm N w»i v PCS D L L L L CO 7:1 03 M.I. g 7c g W N W IV —+ � 0 ,ti CI o cn .P. N N A fV Z // � g S i m a i Oa Z I CD iii— -s I e W N N m O Oo 0 OD O O C X I r m>m o W > > J W W W CO CO �0 i o�aD� co NCO ' c� — ta 2, n (� n (� (� m � v0 I CD 0 m ® � IV`- ® ® ® ® ® z > o0 a -I y p Z fn OD N - N Cfl Ui (37 Ul an r _1 2 i” H r ....-1 CD 00 07 07 W 00 00 00 00 0 0 m� ;1 F o f x-I AAA D o n O o 0 0 0 0 O 33 Am p! i; v m a y �i — co rn �1 �l �I v �1 c D 55 016 7 ii �mmz0 fn fn C7 O`o p O r- 00000 y rn oz��i } CWT 3 3 S 3 CO -, OCcc 0 y� I 1 Z��{OW N f�A (3p N 7) Y m-< °m�� o O ® ® I 7 O z r I xA K -I � C O C ? n rOC EV) O 3 1 -1I.- s.3 ca 3 V O < ? �0 o » m 0 W O wD iv rn Q -n W 0 -n c> -n P— '0 r W IV - 41 ? O? CO N N r- O m tD co cT O CD O$ ZZ ?1 CO 000000 - 0000 nm • n l N N too rm or mi "0 - -a - N - nJ . - to y I NOTE: SALES PRESENTATION DRAWING AU.MEASUREMENTS TO BE VERIFIED `_ a No structural sMng nl or dimensional l Deck has been made of this design IN THE FIELD. P. a •° drawings of the building.therefore purchaser is to check and m > approve all dimseal not been quantifies,loads,and details n carefully. ■/��\�■p Lexar-Steele This drawing Naa not been check by Boise Eng aeedng. �j�/Boise Cascade a \\A�// 2nd Floor . Boise Cascade WoodinvIle,WA A -- w PPP T M r v ■ _, 32-00-00 .7 6-00-00 e , 26-00-00 __,_ 1 5-10-00 E. z: r CO2 LUC -6Z ' —. A01 1111 LUS24 I Lu�za; — __iI ' iii w Ili LU-_za I __ I • ii w za I ____— • __ uiiiI - -T 1---4- LU 24 - 1. ' -- J W o o A02(16) o 11111 C01(16u CD 0 KM LU 24 ' •- 5112 5/12 Nil P LU24 ' - — --- _111 • Ilai ::j 11 I _ _ !IILUjI -- LU '24 Mill LU • • Pli LU-24 f A01 CO2 --_ - LUC •6Z - — c c n = N = =J ZD po G) J rn • ' J !J 0o WIZ C) 0) .13 vvmZG) 0 flIT G) cc - 0 C�J n O - - — = N N .-1- n i 1 ' , rn � gr.' b0' a ^' o mn aC N 03 '* r4 (0. 1-) r4 - cv gar vxmmrn — Np � - r - 1;, 1 r 6–PR u�_id 20815 67th Ave NE THIS IS A TRUSS PLACEMENT DIAGRAM ONLY ArlinArlington WA 98223 These tmsses are designed as individual building CIINdht gton, componems to be incorporated into the building design Phone: 1-360-925-4155 at the specification of the building designer See the C`\ • individual design sheets for each truss design identified " H BUILDER: DATE: SCALE: -- on the placement drawing The building designer is 06!19114 responsible for temporary and permanent bracing of the y Lexar Homes of Jefferson Count q (� roof and floor system and for the overall structure. The *** Elite' it* 1.0.1 042__ __ design of the truss support structure including headers. PROJECT: R.�SV'N Bl': --— GOR ii - beams,walls,and columns is the msponsibility of the SCORE Steele job " Larry Livingston B1405283 building designer For general guidance regarding • bracing, consult "Bracing of wood trusses" available 'Peo net ,Alp "—_-- -----"— - ---- from the Truss Plate Institute. 583 D'Onifrio Drive; �Orgroe Eae�e ADDRESS: r r v A Madison,WI 53179 • • Jefferson County DCD Building Division Correction Notice PERMIT NUMBER / II- 60: 1 j OWNER c-rp-,C7 L JOB LOCATION /Z 0R16,,I-rdit) y4✓c Inspection of this structure has found the following violations: pc) Yv o,-r- F►.)AL, Nd- f-16ivb Zo#J(/EZ.3Ar)6a 1,,1-t.i'Tr.i0 MUD P-xc - PRY /(leLL- 4 /brit r>W.1-r/c+1,-) &-M J Nave' NOT 6'L g4J /AUT i G.L&D , HEY G.. :Gt.-- MA3r'141-4 //J .0 E'xT F�.;J PA 47-5 4 c 67 L.i S K,uax) rv, ?"'it) C4A4rZ (bJrr/u P,uere ) , — 7-716A) f;zo76cL`t- ' Al 84E.1‘1 �'' IA)AG rIUMc. •• q)\/) You are hereby notified that no mor- ,ork shall .: .one upon these premises until the above violations are corrected, unless no e. otherwise. When corrections have been made, call for inspection. Date -7-3dfr Inspec BUILDING DIVISION(360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • 0 City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER /11 - -3 ( ,f OWNER Q JOB LOCATION •Z. (0 lJti7 1 b -J Inspection of this structure has found the following violations: H-1-V E. GA)(>()‘105_g_. A D Nzies S t szr=0",.....:ALL. ,, II- Li 5a,,,,,.s, -t-e) 10.c. py.....3 A -Kic,rAttiSr j4-LL Dr PEt . 'tJ t) t--Lst -cr tr5,10. . to r _ k.),--4-11 Wiz t-M40. eISQ Afeirp.4 6- FJN Wr A I_i— ) You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date l2--) 8/t y, Inspector IC- DSD Main Office (360) 379-5095 INS CTION REQUEST (36D) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • Jefferson County Building Division Permit Number: BLD14-00311 Applicant: STEELE 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 E• rosion Control Foundation Footing q f� 101\'}� VC �S Ltioh-l `d7�11 '�is Plc r' Q.-et-A-0'7 R ftvc.A , Footing Drains Foundation Stem Wall G 1 f `v G4 Underground Plumbing to/8/1f Sc sffa Under Floor Framing N/a Straps (hold downs) /1 f/G/1� r/� Ext.Shear Wall Nailing I/g J.5 f R• ough-in Plumbing .°L//r5 Framing 42 ; (45- 3 B• locking A• irseal Z,JtL✓' J Insulation:Walls /b'k1 I5 Insulation: Floors 7/35/I 5 Al eEk`1LtCAc� ( .S4A Insulation:Ceiling 7/30/l / S /�e er►r rGn-rE Int.Shear Wall Nailing W• allboard Nailing 14111,-; Gas Line: Interior A Of G• as Line: Exterior /� Propane Tank tfA Heat/Chimney Clearance W/p D• uct Test Cert 7/3015 B• lower Airtight Test 7/3 r 15 Smoke&CO g �T Drywell/Alt Drainage 7/36/ Address Posted 7/3I6 , 7- Septic System Finaled J S• eptic System Finaled • 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 1/36/ pa 1401 I'IJA` t✓'ul+L 1.4 AU /Nye) e c.' Pe-rwE-L # i.JrIcr1Z,triet leVOCis FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD14-00311 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 9 P stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 2.) The revised site plan as submitted with the single family residence building permit application on September 25, 2014 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 September 29, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 3.) This approval is for a new single family residence building permit only. Any future permits on this site are subject to review for consistency with applicable codes and ordinances and does not preclude review and conditions which may be placed on future permits. 4.) This parcel is within a no shooting area per JCC 8.50. 5.) Critical Aquifer Recharge Areas may require special protection measures to mitigate water quality degradation. The submitted proposal does not require additional aquifer protection measures. However, during construction the project shall follow the Best Management Practices (BMPs)and facility design standards as identified and defined in the Stormwater Management Manual for the Puget Sound Basin. 6.) To help prevent seawater from intruding landward into underground aquifers, all new development activity on Marrowstone Island, Indian Island and within 1/4 mile of any marine shoreline shall be required to infiltrate all stormwater runoff onsite. 7.) VOLUNTARY MEASURES OF COASTAL&AT RISK SIPZ: Water conservation measures: 1. Roof and other intercepted precipitation shall be routed to on-site detention ponds and/or other approved means and allowed to be released to the soil slowly. 2. Water collected from Storm water and roof catchments may be used for watering lawns and gardens. Unless catchment water has been treated to meet drinking water standards, there shall be no cross connections allowed between the potable supply and impounded water. 3. Water withdrawn from wells on each property shall not be used for watering of lawns and/or gardens. 4. Ground water withdrawn from each property shall be restricted to a rate of three (3) gallons per minute. 5. Installation of water conserving fixtures such as low flow toilets, faucets and shower restrictors and other water saving plumbing fixtures. 6. Landscaping plan (xeriscaping, native vegetation with minimal amounts of irrigation). Please NOTE that the above listed measures are not intended to be exhaustive, but rather is intended to be illustrative of the types of water conservation measures. 8.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ: 1. Installation of a flow meter. 2. On-going well monitoring for chloride concentration. 3. Submittal of monitoring data to County. 9.) A vegetative buffer of 30-feet shall be permanently maintained from the top or edge of the Landslide Hazard Area. All buffers shall be measured perpendicularly from the top of the Landslide Hazard Area. • 10.) Prior to and during approved construction activities, the perimeter of the landslide hazard area buffer shall be marked with a temporary sign. The sign shall be placed in such a manner that it can be directly observed from the construction area. The sign shall contain the following statement: "Landslide Hazard Area and Buffer- Do not Remove or Alter Existing Vegetation." 11.) A Geotechnical Report dated Feburary 15, 2010 was submitted in conjunction with a SPAAD application. The report addressed the stability of the geologic hazard area. A setback of 30-feet shall be measured perpendicularly from the top or toe of the geologic hazard to the proposed (indicate type of development). 12.) This building permit approval is vested under a SPAAD: MLA09-00362. 13.) This project was reviewed and approved as a Shoreline Exemption under JCC 18.25.560(8). 14.) AWB \\tidemark\data\forms\F_BLD_Permit_BIdg.rpt 10/2/2014 A. • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD14-00311 Received Date: 8/28/2014 SITE ADDRESS: 210 BRIGHTON AVE Issue Date 10/2/2014 PORT HADLOCK, 98339 Expiration Date 10/2/2015 OWNER: DALE C STEELE PHONE: 360-988-5685 DIANE J STEELED 9315 SWANSON RD SUMAS WA 98295-9314 9948 SUBDIVISION: Block: 1 Lot: 6+ PARCEL NUMBER: 994800104 Section: 2 Township: 29 N Range: 1V CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2016 PROJECT DESCRIPTION: NSFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 884 VALUATION 300,266.00 ADD'L: 884 HEAT TYPE: EEE CODE EDITION: 2012 HEAT BASE: 884 HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: 272 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $2,434.00 SRE 08/26/14 151393 Exist: Exist: Plan Check $1,582.10 SRE 08/26/14 151393 Prop: 2 Prop: 4 State Building Code $4.50 SRE 08/26/14 151393 Total: 2 Total: 4 Potable Water Application $67.00 SRE 08/26/14 151393 Total: $4,087.60 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