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HomeMy WebLinkAboutBLD2013-00398 °BUILDING PERMIT APPLICSION BLD13-00398 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD13-00398 Received Date: 12/19/2013 SITE ADDRESS: 33 ELSTON AVE PORT TOWNSEND, 98368 OWNER: BARBARA GOULD TRUSTEE PHONE: 360-301-6033 B A GOULD REVOCABLE TRUST PO BOX 283 ST BONIFACIUS MN 55375-0283 PROSPECT VIEW ESTATES SUBDIVISION: Block: Lot: 18 PARCEL NUMBER: 989600018 Section: 35 Township: 30 N Range: 01 W CONTRACTOR: PHONE: PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOI` NSFR W/ATTACHED GARAGE TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,491 VALUATION 179,151.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 484 CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: Exist: Prop: Prop: Total: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,587.00 MEB 12/18/13 145646 Plan Check $1,031.55 MEB 12/18/13 145646 APPROVED State Building Code $4.50 MEB 12/18/13 145646 Potable Water Application $66.00 MEB 12/18/13 145646 Total: $2,689.05 Jefferson County DOD \\+irl■ m,rie\r+n+o\fnr..-.c\C PI fl Ann PIA rn+ Y` 'm `'%, DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street,Port Townsend,W 98368 °a s Tel:360.379.4450 I Fax:360.379.4451 Web:www.co.iefferson.wa.us/communitydevelopment 'JO/N ,�, ��` E-mail:dcd(a,co.jefferson.wa.us CERTIFICATE OF OCCUPANCY PERMIT #: BLD13-00398 APPLICANT: BARBARA GOULD TRUSTEE PHONE: 360-301-6033 B A GOULD REVOCABLE TRUST 103 NORTH LYTER AVENUE PORT TOWNSEND WA 98368 SITE ADDRESS: 33 ELSTON AVE Issue Date: 04/25/2014 PORT TOWNSEND, 98368 Final Date: 3/17/2015 SUBDIVISION: 9896 Block: Lot: 18 PARCEL NUMBER: 989600018 Section: 35 Township: 30 N Range: 1w PROJECT DESCRIPTION: NSFR W/ATTACHED GARAGE. Proposed revision from COM14-106, 8/18114: engineered stormwater drywells; Habitat Management Plan o — landslide hazard area revegetation. 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 no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 3/17/2015 1 \\tidemark\data\forms\F_BLD_Occupancy.rpt 3/17/2015 021 i 1 JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: �j Time Received: ' �� am/pm Mon. T Wed. Thur. Fri. Date: .2._ --II BLD: ` 2., Contact Name: Owner: E--c,OW-0 Contact Number: 360 .-7.77t7..( '? Address: Notes: 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 ¢s ox co { ; �� JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT -,,,,,,,,-,0 Date: 1 y Time Received: :`{` %J amo5 Mon. Tue. Wed. Thur. Date: '2 447 BLD: /3 -- :57 rite Contact Name: Owner: Contact Number: 360 '1`7c / 7p Address: `?S 6:L5-Tv") 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 '`' co,, JEFFERSON COUNTY 44 ` DEPARTMENT OF COMMUNITY DEVELOPMENT Date: /-2( Time Received: /, am,trp), Mon. Tue. Wed. Thur. Fri ` Date: f— )_ BLD: f Contact Name: Owner: ��C'; F ` JEFFERSON COUNTY '/ — x c 1 t � DEPARTMENT COMMUNITY DEVELOPMENT �� 4 Lvc-e 50 1 S7 Date: 5-12..D Time Received: 3 ` am p rr Mon. Tue. Thur. Fri. Date: BLD: l3— 3q 8 Contact Name: Owner: Contact Number: 360 ,Z®L f 3 76,Z Address: '33 iii.2--rw,,) EL - -- ' 206 1 6 Notes: \: Foundation Plumbin ' g ,+ ming 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 ON cOG ?, JEFFERSON COUNTY so DEPARTMENT OF COMMUNITY DEVELOPMENT ylNOS i°10 Date: �-;/7> Time Received: =-�� am�°jrr• Mon. Tue. Wed. Thur. Fri. BLD: Date: 3q Contact Name: Owner: Address: Contact Number: 360 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing g Under ground Furance Footing Rough In Air Seal Above ground Stemwall Hydronic Exterior shear Gas Straps Exterior lines Oil p Hot Water Htr Interior shear Post Hole Interior lines Ducts Ventilation Underfloor Appliance Man Homes Gas/Wood stove Insulation Setbacks Final Inspection Floor Foundation Block&Tile Wall Address Posted Ceiling � 5o*V co ��;;,,� JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT A' tt4 �, 'FgHr Iv G-SO Date: .23 Time Received: am/pm Mon. Tue. Wed. Thur. Date: BLD: 13—36-1 8 Contact Name: Owner: Contact Number: 360 Address: - 3 e�3 206 Notes: Foundation Plumbing Framing Propane Tank P 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 ilk:L., JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT ���/� �9SHIN6C° ` IAA T 41 . Date: Time Received: c,,,4, ! � am/pm Mon. Tue. Wed. !Th r. ��. Date: . 9 pmt ..1/ BLD: Contact Name: Owner: Address: Contact Number: 360 '/ y'' -.r �' S 206 Notes: Foundation Plumbing Framing Propane Tank p Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall \ Hydronic Exterior shear Exterior lines Oil Straps_T 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 kw�sON coG cr ii. - JEFFERSON COUNTY vi V DEPARTMENT OF COMMUNITY DEVELOPMENT '15.,9"J N G-C Date: 6 &Time Received: 2T V am r, n Mon. Tue. Wed. Fri. Date: BLD: /3 —'75 Contact Name: Owner: Contact Number: 360 Address: Y3 &4r7,J 206 Notes: Foundation Plumbing Framing Propane Tank p 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 d % JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT yt�GT Date: p'- L ak Time Received: amf� Mon. Tue. ed Thur. Fri. BLD: 3- Date: ? Owner: Contact Name: Address: Contact Number: 360 � 0Q� -33 � -ST Lb 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under ground Framing Under ground Footing Rough In Furance Stemwall Air Seal Above ground Hydronic Exterior shear Gas Straps Hot Water Htr Exterior lines Oil Interior shear Interior lines Post Hole Ducts Ventilation Appliance Underfloor Man-Homes Gas/Wood stove Insulation Setbacks Final Inspection Foundation Floor Block &Tile Wall Ceiling Address Posted oti JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: . / Time Received: 1 a-`1=�- + l l� /p'� Mon. Tue. Wed. Thur. Fri. BLD: 398 Date: 7 Owner: Contact Name: Address: Contact Number: 206 l y 206 Notes: Foundation Plumbing Framin g Propane Tank Mechanical Setbacks Under-ground Framing Under ground Footing Rough In Furance Stemwng Air Seal Above ground Hydronic Exterior shear Gas Straps Hot Water Htr Exterior lines Oil Interior shear Interior lines Post Hole Ducts Ventilation Underfloor Appliance Man Homes Gas/Wood stove Insulation Setbacks Final Inspection Foundation Floor Block&Tile Wall— Address Posted Ceiling 4c<9 N °oe, JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 9s o ate: 7 2.1.- Time Received: r 1 : 5c' ar pm Mon. Tue. Wed. 4gp Fri. Date: 7/2-3 LD: 12 by 3`JB Contact Name: lwner: CoLD (,Contact Number: 360 ,Z -- 6*f 6,7 9 ' ,ddress: 33 EL.'S-coo Auc 206 a Jotes: °J Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing )( Under ground Furance Footing Rough In Air Seal X 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 FjON JEFFERSON COUNTY L. DEPARTMENT OF COMMUNITY DEVELOPMENT go si: G�� OPMENT L6c.K 00/' Date: =1 9 S? )7q 7 Time Received: /pm Mon. Tue. 0 0L�•• Thur. Fri. BLD: / ,? — 9 Date: Owner: Contact Name: Address: 33 L 1-5 Contact Number: 360 71' x.77 Notes: 206 Foundation Plumbing Framing Propane Tank Mechanical Setbacks_ Underground Footing Framing Underground Rough In Air Seal Furance Stemwall Hydronic Above ground Straps Exterior shear Gas Hot Water Htr Exterior lines Post Hole Interior shear — Oil Interior lines Ventilation ----. Ducts Man Homes Underfloor Appliance Insulation Gas/Wood stove Setbacks Floor Final Inspection Foundation _ Block & Tile Wall Ceiling Address Posted Sally Ellis From: Susan Porto Sent: Monday, March 09, 2015 12:58 PM To: Evan Dobrowski Cc: Randy Marx; Sally Ellis Subject: FW: bld13-00398 What are your thoughts. See below ally Ellis Sent: Friday, March 06, 2015 8:16 AM To:Susan Porto; Randy Marx Subject: bld13-00398 Sep14-00008 Is this close to be ing finaled? Owner is trying to final there building permit-tidemark shows septic is not finaled Thanks 1-:--ilo s\s,j ;,,, , 5 Sally L Ellis Jefferson County Community Development Permit Technician 621 Sheridan St., Port Townsend,WA 98368 Mon-Thurs 9am- 4:30pm, closed from 12-1 Ph: 360-379-4452 Fax: 360-379-4451 sellis @co.jefferson.wa.us http://www.co.jefferson.wa.us 1 Sally Ellis From: Randy Marx Sent: Friday, March 08, 2015 8:25 AM To: Sally Ellis Cc: Linda Atkins; Evan Dobrowski Subject: RE: Nd13'O03A8 You should check in w/Evan and Linda, this part of the process now runs through them. It looks ready unless there is a hang-up somewhere. 7ita.ftx Always Working For a Safer& Healthier Jefferson County 360 385 9402 ><W ^> ,"/K~ ></ ( o> >^c/xY"> >"/V'` ></k/"> �»�.. // «:- .i{{:5 ><>>. ><//y/m> Septic Permits Online (Link) Environmental Health Web Site (Link) CONFIDENTIALITY NOTICE: Tnis m'mail meusage' mdulmg any attachments; efor tine sole use of the intended recipient(s) a''u may acute conMdombol and privileged information, Any unauthorized review, use, disclosure,or distribution is prohibited, if you are not the intended recipient, please contact the sender by reply e-mail and destroy all copies of the original message PUBLIC RECORDS ACT NOTICE: Ail e-mail sent to this address has been received Count e-mail system end is t.heratoro subject to the Public Records Act,a state law found at KW i12.56. Under the Public Records law the County must release this e-mail and its contents to any person who ache to hetainacopv(or br inepectioll) is e-mail unless it is esOmpi trom disclosure under state law,including RC»Y4Z.5a. From: Sally Ellis Sent: Friday, March 06 2015 8:16 AM To: Susan Porto; Randy Marx Subject: b|dl3'00398 v~~- Al/°-r&'� J�-Tl'� � � =° ^�'�. ^^�_ ' ` . ~-°. ` Sep14'00008 " L� _ k � � - Is this close to be in0�na|ed? [} Owner is trying to final there building permit-tidemark shows septic is not finaled Thanks r !,,, ,„„,.. : ..„.. :,; 4440 Sally L Ellis Jefferson County Community Development Permit Technician 621 Sheridan St., Port Townsend,WA 98368 Mon-Thurs 9am 4:30pm, closed from 12-1 Ph: 360-379-4452 Fax: 360-379-4451 sellis@co.jefferson.wa.us i. Jefferson County Building Division Permit Number: BLD13-00398 Applicant: GOULD TRUSTEE 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 Erosion Control Foundation Footing 4/641 ciprb-r 1 / Footing Drains / Foundation Stem Wall 6/11// Underground Plumbing �y Under Floor Framing ( (kb isc_ m i ltozc PCA'E AI PS Straps(hold downs) Ext. Shear Wall Nailing lyzif t, Rough in Plumbing _/ 141 /1 Framing -7 I I Blocking Airseal Z�� �y Insulation:Walls 54f6 l,/ Insulation:Floors �✓ Insulation: Ceiling Int. Shear Wall Nailing", C /t0 ` Wallboard Nailing Gas Line: Interior Gas Line: Exterior • Propane Tank Heat/Chimney Clearance Mechanical Systems Duct Test Cert Blower Airtight Test Smoke&CO2 Drywell/Alt Drainage Address Posted System Finaled ,/Zei.,fe rc-<_ 114 4-774,2. /04i 064, ,e9 ,t4z Le /(--e-e-,. -11Leffi 70 eon, eti..e?teuov-"4. /4.-}4 / 4=ey4 4 ._ "--`" e-&0,L/tetvi-66 7ZoP" 6-7„ ta.2co B F-E, __-.L.:_---! !I Nit SEP 3 d 2014 —�- 1 , .....) 0 SON COUNTY 0 • r1 ,'UNITY DEVELOPMENT = CL Limited Geotechnical Report 0 Project Information cp Project Name: Notice of Correction—Gould Single Family Residence i-=f- Project Location: Port Townsend, Washington Client: Mrs. Barbara Gould CQ Project#: ESC14-G056 Date: September 26, 2014 C") ' 0fG) o <. 0 O c CD cQm - - Q0 Company Information 3388 Byron Street NW Suite 200 Silverdale, Washington 98383 Phone: 360-698-5950 Fax: 360-698-5929 e..• EnviroSound Consulting Geotechnical & Environmental Consulting September 26,2014 ESC014-G056 Page No. 1 Mrs.Barbara Gould 103 N Lyter Port Townsend,WA. 98368 RE: Notice of Correction-Gould Single Family Residence 33 Elston Avenue Port Townsend,Washington Tax Parcel#989-600-018 Dear Mrs. Gould, In accordance with your request EnviroSound Consulting Inc. (EnviroSound) is presenting this letter in response to a Notice of Voluntary Correction dated August 27, 2014 from the Jefferson County Department of Community Development in regards to the referenced property located off of 33 Elston Lane in Port Townsend Washington (Figure 1). The purpose of the letter is to offer our professional opinion regarding the removal of a vegetation buffer, the placement of fill material and the location of a reserve septic drain field. The observations from a September 24, 2014 site visit are the basis for our conclusions and our experience with other projects of a similar nature. Site Development The development consists of a one-story single family residence(SFR) with a building footprint of 1,491 square feet. The structure is approximately 50 feet at its closest point to a high bank which is approximately 110 feet in height. It is our understanding that approximately 100 cubic yards of fill material was placed behind (east of) the recently constructed SFR. In addition, two dry wells are proposed behind the SFR for infiltration of roof run-off. Site Description The subject property is located off of the east side of 33 Elston Avenue in Port Townsend, Washington (Figure 1). The parcel is currently developed with a recently constructed SFR with an attached garage. The property has been cleared. A steep near vertical shoreline bank approximately 110 feet in height is located on the eastern portion of the parcel. The upper portion of the bank is vegetated with small to mid- sized fir trees with scattered madrona trees with an understory of salal and young madronas. The SFR and attached garage are located on a relatively level plateau area which gently slopes toward the top of the high bank. The elevation change across the parcel varies from approximately 120 feet (northwest)to 110 feet(northeast) for a total elevation change of 10 feet. The bank ranges in height from 110 feet to 100 feet. The subject parcel is bordered by a SFR's to the north and south,by Elston Avenue to the west, and Port Townsend Bay to the east. There was no visible evidence of streams, drainage or springs on the site at the time of the site visit. There was no visible evidence of sloughing or fissure cracks on the bank at the time of the site visit. EnviroSound Consulting, Inc. • 3388 Byron Street NW Ste 200 • Silverdale,Washington 98383 Phone: (360) 698-5950 • Fax: (360) 698-5929 ESC 14-G056 Elston Lane Page No. 2 September 26,2014 Roof run-off will be directed to the east into two dry wells approximately 40 feet from the bank. The septic drain field for the SFR is located approximately 60 feet west of the bank and the reserve drain field is located approximately 35 feet west of the bank at its closest point as shown on Figure 2. Methodology The subject property soil and slope conditions were visually examined and evaluated using site slope soil exposures. This information provided a basis for a general understanding of the local soil and geologic conditions as discussed below. In addition to the observation of available soil exposures and reconnaissance of the area,the following readily available resources were reviewed: • "Geologic Map of Washington—Northwest Quadrant",Washington State Department of Natural Resources,Division of Geology and Earth Resources,GM—50,2002. • Geologic Map of the Port Townsend South and Part of the Port Townsend North 7.5 Minute Quadrangles,Jefferson County,Washington,by Schasse& Slaughter, 2005. • Washington State Department of Ecology-Coastal Atlas Shoreline Photos,2006,2001, 1994. • Washington State Department of Ecology — Coastal Zone Atlas, Jefferson County, Volume 11, 1979. • Slope Stability Map of Northeastern Jefferson County, Washington, by Martin J. Gayer, U.S. Department of the Interior, 1976. • "Soil Survey of Jefferson County Area,Washington", Soil Conservation Service(SCS),United States Department of Agriculture,issued 1980. • Aerial Photographs from Google Earth. • Engineered Drainage Report, Gould SFR, 33 Elston Avenue, Jefferson County, by Mike Wnek Engineering,dated September 25,2014. Geologic Setting The subject site lies within the central Puget Lowland. The lowland is part of a regional north-south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia,Washington,this lowland is glacially carved with a depositional and erosional history including at least four separate glacial advance/retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, clay, sand,silt,till,and peat lenses. The Washington Division of Geology and Earth Resource (WDGER), Geologic Map of Washington - Northwest Quadrant indicates that the site is underlain by Vashon lodgment till (Qvt) and Vashon advance outwash (Qva). Vashon lodgment till consists of poorly sorted, fine grained, highly compacted clay, sand,and gravel.Vashon advance outwash consists of sorted and stratified sands and gravels. EnviroSound Consulting, Inc. • 3388 Byron Street NW Ste 200 • Silverdale, Washington 98383 Phone: (360) 698-5950 • Fax: (360) 698-5929 ESC14-G056 Elston Lane Page No. 3 September 26, 2014 The United States Department of Agriculture (USDA) Soil Survey of Jefferson County Area, Washington, information indicates the following soil type exists on the project site: • Cassolary sandy loam, 0-15 percent slopes • Hoypus gravelly loamy sand, 0 to 15 percent slopes The soil survey descriptions of these soil types are summarized in the following table. USDA Soil CfC-Cassolary sandy loam,0 to 15 HuC-Hoypus gravelly loamy sand,0-15 Survey Name percent slopes percent slopes Typical Profile 0-3 inch, sandy loam 0-2 inch,gravelly sandy loam 3-23 inches,sandy loam 2-10 inches,gravelly sandy loam 23-49 inches,stratified fine sany loam to 10-26 inches,gravelly sandy loam silty clay loam 26-60 inches,gravelly sandy loam 49-60 inches, sand Origination Glacial drift and or marine deposits Glacial outwash Drainage Well drained Somewhat excessively drained Permeability Moderately slow Rapid Surface Runoff Slow to medium Slow to medium Erosion Hazard Slight to moderate Slight to moderate No visible evidence of significant or recent slides or sloughing was observed on the bank adjacent to the subject property at the time of the site visit. The Washington State Department of Ecology Coastal Zone Atlas Volume 11 (Jefferson County) indicates that the slope along the shoreline is mapped as "Unstable" and the plateau area is mapped as "Stable". Unstable slopes are generally greater than 15 percent and can include slopes without known failures of sand and gravel,till, or thin soils over bedrock. Stable slopes generally rise less than 15 percent in grade, except in local area of low groundwater concentration or competent bedrock. It should be noted that the referenced mapping was performed in the 1970's and does not reflect more recent activity. A review of shoreline photos from 1977, 2001 and 2006 did not show any evidence of slides or erosion on the subject site. A surficial slide was observed on parcels to the south of the subject parcel. The photos and the topography of the bank indicate landslides which are surficial in nature and not deep seated rotational failure slides. Slope Stability EnviroSound performed a slope stability analysis on a representative cross section through the shoreline on the eastern portion of the property as shown on Figure 2. The cross section used in the analyses was obtained from available LIDAR topographic information. We have not performed any site specific surveying. The slope cross section and elevations are estimated from the available information. EnviroSound Consulting, Inc. • 3388 Byron Street NW Ste 200 • Silverdale, Washington 98383 Phone: (360) 698-5950 • Fax: (360) 698-5929 ESC14-G056 Elston Lane Page No. 4 September 26,2014 The analyses were performed using the commercially available computer program GSTABL7 v.2 with STEDwin from Gregory Geotechnical Software. Soil strength parameters used in the analyses were estimated values based on published soil strength correlations with soil index and classification testing and our experience with similar soils used on other projects. Slope stability analyses were performed for static and seismic conditions. The pseudostatic method was used for the slope stability analysis to estimate the factor of safety (FS) under seismic conditions. The seismic coefficient used in a pseudostatic analysis is typically taken to be about 1/2 of the peak ground acceleration(PGA)that the site is estimated to experience during the design earthquake. For this project site the seismic coefficient was taken as 0.528 g, based on the information from the USGS for the event with a 2 percent probability of being exceeded in 50 years. The results of slope stability analyses are expressed as a FS against displacement failure. The FS is the ratio of resisting forces to driving forces. A FS of 1.0 is equilibrium; a FS of less than 1.0 indicates failure. Typically, a FS of 1.3 for static conditions and 1.0 for seismic (pseudostatic) conditions is considered adequate in standard local practice. A FS between 1.0 and 1.3 (or 1.0 under seismic conditions) are not adequate due to the uncertainties in the modeling process. A lower FS for seismic conditions is adequate as the probability of occurrence of the seismic conditions analyzed is relatively low. Our analysis indicates that for the slope section evaluated the FS under the static conditions will be approximately 1.6. Under dynamic conditions, the FS is approximately 1.1. The results of the analyses indicate that the standard minimum required factors of safety are met. Proper construction practices, long term drainage measures, and reducing the impact of grading effects on the existing slopes will be important in maintaining the long term stability. Based on the results of the slope stability analyses predicting only surficial sloughing, it is our opinion that the building can be safely developed as is. Discussion/Conclusions Although mapping performed during the 1970's shows the subject lot is in an area mapped as unstable, there was no visible evidence of significant erosion or sloughing on the subject property's slope or adjacent properties. The subject property meets the Jefferson County criteria for a geologic hazardous area due to the height and steepness of the bank. There was no visible impact to the bank from the clearing and the placement of fill on the subject property. It is our understanding that a planting plan is being submitted by others for the impacted vegetative buffer area. The fill soils were spread in a manner minimizing the impact on the overall stability of the bank. Roof run-off from the SFR will be directed to two dry wells as shown on Figure 2. The septic drain field for the SFR is located northwest of the bluff and the reserve drain field is located approximately 35 feet from the top of the bank. EnviroSound Consulting, Inc. • 3388 Byron Street NW Ste 200 • Silverdale, Washington 98383 Phone: (360) 698-5950 • Fax: (360) 698-5929 ESC14-G056 Elston Lane Page No. 5 September 26,2014 There was no visible evidence of water seepage on the bank face at the time of the site visit and no visible evidence of surface water flow over the top of the bank. A slope stability analysis performed by EnviroSound indicates that the building is safe at its current location approximately 50 feet away from the top of the steep bank, and that the fill placed should not adversely impact the stability of the hillslope. Erosion Control The soils on the slopes may erode in the disturbed state or under conditions of channelized water flow. Therefore, best management practices for erosion control including silt fences, hay bales, etc. should be used to prevent sediment from leaving the site and entering storm water sewer systems or surface waters. Water should not be allowed to free flow over the slopes. Stripping of vegetation on the steep slopes should not be performed and stripping in other areas should be limited to the greatest extent possible for the proposed construction. We further recommend that vegetation be replanted and landscaping (including erosion control measures) completed as soon as practical following completion of any grading. Stripped slope areas should be protected from weather with a plastic visqueen cover when construction will not be occurring on them for more than one to two days. It is our understanding that a planting plan is being submitted by others. The Washington State Department of Ecology (DOE) has three publications, which may be helpful in developing long-term slope vegetation maintenance/protection and landscape plans: • "Slope Stabilization and Erosion Control Using Vegetation: A Manual of Practice for Coastal Property Owners", May 1993,Publication 93-30. • "Vegetation Management: A Guide for Puget Sound Bluff Property Owners", May 1993, Publication 93-31. • "Surface Water and Ground Water on Coastal Bluffs: A Guide for Puget Sound Property Owners",June 1995,Publication 95-107. Drainage Roof run-off will be directed to two dry wells on the eastern portion of the site approximately 40 feet from the top of the slope. Precipitation in this area of Jefferson County is low so the amount of water generated by the roof run-off will be minimal. Groundwater Considerations At the time of our investigation, there was no visual evidence of seasonal subsurface drainage on the subject property or any mapped streams within 1,000 feet of the subject site. Groundwater fluctuates seasonally and thus may increase during the wetter seasons, but the need for construction dewatering at this site is not anticipated. EnviroSound Consulting, Inc. • 3388 Byron Street NW Ste 200 • Silverdale, Washington 98383 Phone: (360) 698-5950 • Fax: (360) 698-5929 • ESC14-G056 Elston Lane Page No. 6 September 26,2014 Limitations We have prepared this letter based on standard practices, currently used in this area at the time of preparation. The conclusions are based on the observations made during the site visit. A subsurface exploration program was not requested or conducted and no proposed development of the site was available for review at the time of this letter. The information presented in this letter was collected and interpreted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranty, expressed or implied, including (but not limited to) any warranty of merchantability or fitness for a particular use has been made. Should you have any questions or concerns, which have not been addressed, or if we may be of additional assistance, please call our office at(360) 698-5950. Sincerely, > — ' Shawn E. Williams, LEG. #2208 Michael J. Wolczko,P.E. Senior Engineering Geologist Senior Geotechnical Engineer Sound Geotechnical PLLC O{Wash��•� ÔOWAS4 JOHN..... c0 lik1 ../ctz ,!j Bering Geologist '6. •� • �' 4Ac-- '%i 2208 ` OA., a 76 4 ' 0 1° \O� ,<,,..,_ RFGI TEREC �� G �'', , C CO S/r) ,A, Er1 i Shawn E. ',illiams r 0 ' - /7-- EnviroSound Consulting, Inc. • 3388 Byron Street NW Ste 200 • Silverdale, Washington 98383 Phone: (360) 698-5950 • Fax: (360) 698-5929 r 11 Port Townsend Bay SITE LOCATION C_ 0 co to N 7 9 xr co , ,. , G 4 f Map adapted from Google Earth Aerial Photography (2013) Not to Scale FIGURE 1. Site Map A ef4/0/ Project: ESC14—G056 Project Name: Elston Avenue 1 Location: Port Townsend, WA Client: Mrs. Barbara Gould EnviroSound Consulting Date: September 2014 II N.T.S. tn M I N ° v � s v w� i i i, r a ■ a i , I n \ o $ IN n 5. an rn �' 'H9q Y' s"�t - i A A ■ lD .. 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EACH VIOLATION OF THE UNIFORM BUILDING CODE AND JEFFERSON COUNTY BUILDING CODE ORDINANCE IS A MISDEMEANOR AND PUNISHABLE BY A MAXIMUM FINE OF ONE THOUSAND DOLLARS ($1,000) OR NINETY (90) DAYS IMPRISONMENT, OR BOTH. DO NOT DESTROY OR REMOVE THIS NOTICE FOR ADDITIONAL INFORMATION PLEASE CALL(360) 379-4450 , • WNEK ENGINEERING Consulting Civil Engineer 3388 NW Byron St., Suite200 Silverdale, WA 98383 (360)-692-3802 Engineered Drainage Report Gould SFR . -O'.3 --3Te 33 Elston Ave 1 Parcel #:989600018 J 1 SEP302014 located in: JEFFERSON COUNTY L — JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT prepared for: !— Barbara Gould 103 N Lyter Port Townsend, WA date: September 25, 2014 Overview: This report covers the parcel proposed for residential construction. The parcel contains a single family residence with a septic system and downspouts currently tightlined to two CPE pipes laid at the top of the steep slope on the north side of the property. Each pipe handles approximately 50% of the roof area. The driveway will have a drain installed to route stormwater to the eastern pipe. The site plan on file with the county shows splash blocks for the downspouts instead of direct discharge over the bluff. The grading around the house does not indicate that splash blocks would be feasible; the tightline system will be used to direct flow to two dry wells sized to infiltrate the storm runoff. Because the reserve drainfield and house both have setbacks to infiltration features, the drywells will be constructed linearly instead of the typical circular design. The required gravel, depths and cover will not be changed from the DOE design specifications. l MFW Project Number: 642 11. : 09-25-14 "', Ors ti� By the seal and signature here affixed, s,4crsT acs I certify that the enclosed report was accomplished by myself, and that I am NOTE: DRAWING COPY IS INSCRIBED WITH DIGITIZED currently a registered engineer of good SIGNATURE & DATE. ORIGINAL SIGNED DRAWING IS ARCHIVED IN THE SIGNATURE ENGINEER'S OFFICE. standing in the State of Washington. Drywell Calculation: DOE design criteria specifies 60 ft3 per 1000 ftz of impervious area served.The area available for the use of drywells is limited by setbacks to the house and reserve drainfield. In order to fit the drywells into the area available,the drywells have been converted into rectangular wells instead of circular wells.The same volume of gravel will be used to store and infiltrate storm runoff. The drywell minimum depth is 4 feet,which is the design depth for the project drywells.The drywells will also be 2 feet wide.The areas routed to the drywells and required lengths are as follows: Description Area (ft') Required Gravel Length of Drywell Total Volume of Volume (ft3) (ft) Drywell (ft3)* East Roof 933 Driveway 359 Total 1292 81.12 10.25 82.00 West Roof 933 Total 933 59.58 7.50 60.00 * Length x Width (2-ft)x Depth (4-ft) All drywell sizing is based on DOE Volume III, Section 3.1.1 Design Criteria for Infiltration Drywells and Figure 3.1.4 Typical Downspout Infiltration Drywell I' ax .fla 6 t cam , „ ,,,.. „, ,A LILLY LN z0 CN M ' z ftzl. ..._ , , _ ,„ 444 2. n0 c:-.3 !� c(� 1 cp V rn re A D 1V1 VV \J z . n Lco c � n ) m _m < -pm m 7C .t j''\w y /i)X y ! .. a LS1 \ ,4' 4. bc,\ c• c 3 a5 p• c. �• 4 , ' � -. 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' , 7-7-y-) _ .... .._______......_..........."......_______________.-...-.u.uu...........-,....•........,-• ..............n. .... .................-...... ............................._-..... -7.1.5.1v . )+15zi ...._.._ . . aw , 1 Lr' Q r/i \ e �.• -0 \\4‘ ,' c' 1 __4 Al • '-----• C \ "r90,15 t-0 k� 2 s aar L — — T G a Vi'l -ff,--. 4ipcgi _le"- 0.--,_ ,64,: -vevivioe2.71 1. 4 4-I .\ m _ - _ AAA, s, • •.. . 4 issigr� i• L .r . _ 1 ® r 7441,9 j 0 d oy ��"'�°8 d� 10 iLb.c- d i f ENGINEERING CALCULATIONS FOR : LEXAR HOMES SITE : 63 ELSTON AV E PORT TOWNSEND , WA 98368 PROJECT: 1 491 - GOULD -- E-924-L-1‘.-LEH hL_________________, D K 1 8 ' '�'�3 Mo�, EtERSON COUNTY OPMENT ,.,�ov �' r� D«T.OF COMMUNITY DEVf.L otife- j' r �, 4 4 713 �`,;,��,', � ),,4'0/STEt �� VO `AS-701\ & f 1 1 .25.201 3 DATE PLAN NUMBER: LEXAR HOMES pp EXODUS ENGINEERING 11 .25.201 3 1 491 - GOULD 4 y- PHONE: (360)918-1369 63 ELSTON AVE ,';. NI 1 LUKE�EXODUSEN GINEER.COM PORT TOWNSEND,WA 98368 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 "S " SHEETS. ALL PERTINENT CALCULATIONS ARE INCLUDED IN THIS ENGINEERING PACKET THAT FOLLOWS. ENGINEERING CRITERIA ARE LISTED BELOW. DESIGN LOADING : BUILDING CODE 2012 IBC SEISMIC DESIGN CATEGORY D Ss 1 .41 51 . S2 6. 5 SITE CLASS D BASIC WIND SPEED 1 00 MPH (ASD) KZT = 1 .00 EXPOSURE CATEGORY C LIVE LOADS (PSF) U . N .D . SNOW 25 DEAD LOADS (PSF) U . N. O . ROOF 15 SOILS CRITERIA: GEOTECHNICAL ENGINEER N/A ALLOWABLE SOIL BEARING 1 , 500 PSF BEARING DEPTH 12" SURCHARGE AT GARAGE N/A p EXODUS ENGINEERING, INC. 1 1 62 NW STATE AVE CHEHALIS, WA 98532 PHONE: (360) 91 8-1 369 LUKE( EXODUSENGINEER.COM Page 2 of 20 SHEAR WALL LAYOUT OF (1ST) V V WS 354'Ibs WS 3663 Ibs D 5 a-1 a-2 a-3 a-4 I-5 ' ! 1 Perforated 2 = I - • ! ! ! ! Al ! 1 ! o I � I if V V CO W R' k 665 Ibs Y 1125 Is 1 -C) m I i O Da _ MI ! N b Corrlmcr line ' • a. ® i l5'0" I \ WW i 1 3'-4" Perforated 1 3'4" a '4(1 2.-10" 2'aO IP Page 3 of 20 PROJECT NAME: 1491 - GOULD Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 13-122 tt'S- PROJECT 1491 -GOULD CHECKED LWM SHT OF LStINURINC SUBJECT LATERAL DATE 11/25/2013 Building Information No.of stones 1 Building height for lateral calculations(ft) 9.33 Building weight(Ibs) 29625 Redundancy Factor: N-S: 1 E-W: 1 Floor Information Floor_ID 1st Floor net area(sf) 1975 Floor opening area(sf) 0 Average height(ft) 8.00 Diaphragms Floor diaphragms for 1st Diaphragm Effective seismic weight(psf) Area(sf) Type Remarks name DL Walls Snow Storage Partitions Total D1 1400 15.00 0.00 0.00 0.00 0.00 15.00 Roof Ignore opening in weight calculations D2 91 15.00 0.00 0.00 0.00 0.00 15.00 Roof Ignore opening in weight calculations D3 484 15.00 0.00 0.00 0.00 0.00 15.00 Roof Ignore opening in weight calculations Common Shear Lines Common Line ID Supported Diaphragms 1 D2 and D1 b D2,D3 and D1 Page 4 of 20 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEERIt JOB NO. 13-122 Ci tt ' PROJECT 1491 -GOULD CHECKED LWM SHT OF t�S.l�P k iil1�; SUBJECT LATERAL DATE 11/25/2013 Seismic Loads Design code 2012 IBC(ASCE 7-05) Lateral force calculation method Equivalent Lateral Force Procedure Seismic data: Building occupancy category II. Standard Table 1-1 Importance factor I 1.00 Table 11.5-1 Soil site class D.Stiff soil profile Table 20-3-1 Response Spectral Acc. (0.2 sec)(Ss) 1.41 Fig 22-1 through 22-14 Design Response Spectral Acc. (0.2 sec)(S s) 1.41 Fig 22-1 through 22-14 Response Spectral Acc. (1.0 sec)(S 1 ) 0.52 Fig 22-1 through 22-14 TL (sec) 8.00 Fig 22-15 through 22-20 Fa 1.00 Table 11.4-1 Fv 1.50 Table 11.4-2 Max. Considered earthquake acc.SMS 1.41 (11.4-1) Max. Considered earthquake acc.SMi 0.78 (11.4-2) Design spectral acc. at short period Sips 0.94 (11.4-3) Design spectral acc. at 1 s period Spy 0.52 (11.4-4) Seismic design category based on short period D Table 11.6-1 Seismic design category based on 1 S period D Table 11.6-2 Is S1 >0.75 False Sec 11.6 Project seismic design category D Seismic force resisting system 13. Light-framed walls sheathed with Table 12.2-1 wood structural panels rated for shear resistance or steel sheets Response modification coefficient R 6.50 Table 12.2-1 System overstrength coefficient Qo 3.00 Subtract 0.50 of Resistance Factor for flexible True diaphragms Approximate fundamental period parameters Ct= 0.02 x= 0.75 Table 12.8-2 Building height(ft) 9.33 Building period T=Ta (sec) 0.11 (12.8-7) Regular structure and 5 stories or less? True Maximum S55 =1.50 False Sec 12.8.1.3 Base Shear Adjustment Factor 1 Minimum CS 0.01 12.8.5 Seismic response coefficient CS 0.14 (12.8-2) Adjusted CS 0.14 Seismic load: V=Cs W= 0.14 W For allowable stress design 0.7 E=0.7* 0.14 =0.1012 W Page 5 of 20 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEERII' JOB NO. 13-122 QQ I PROJECT 1491 -GOULD CHECKED LWM SHT OF SUBJECT LATERAL DATE 11/25/2013 Total effective weight(Ibs) =29625 Total seismic force(ASD)(Ibs) =2999 Vertical seismic load distribution: Fx = Cvx V tea h;. (12.8-11) 7E;hk i=I T = 0.11 K = 1.00 Sec 12.8.3 Floor Wx(Ibs) hx(ft) Wx*hx lb.ft Wx*hx Fx(Ibs) sum(Wi*Hi) 1st 29625 8.33 246875 1.0000 2999 Sum(W)= 29625 Sum(W*h)= 246875 Diaphragm design force: E F; Fpx = Wpx r—x 12.10.1 u'; i=.x Minimum value = 0.2 S;0Wpx Sec 12.10.1 Needn't to exceed = 0.4 SsE,Wpx Diaphragm seismic forces: Floor Sum(Fi)(Ibs) Sum(Wi)(lbs) Wpx(Ibs) Sum(Fi) Wpx Min.Value Max.Value Fpx(Ibs) Sum(Wi) 1st 2999 29625 29625 2999 , 5570 11139 5570 Seismic force verification: Direction Base Seismic Forces(lbs) Sum Wall Masses Forces Point Total Forces Difference Sum of Sum point Total mass Seismic Seismic Seismic Base (Ibs) diaphragm mass factor force from Shear masses mass N-S 29625 0 29625 0.1012 2999 0 2999 2999 0.000 E-W 29625 0 29625 0.1012 2999 0 2999 2999 0.000 Page 6 of 20 www.structuralsoft.com al.. Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 13-122 PROJECT 1491 -GOULD CHECKED LWM SHT OF I.�taSflltt�{ SUBJECT LATERAL DATE 11/25/2013 Wind Loads Design Code: International Building Code 2012 Wind Standard: ASCE7-05(Method 2-All Heights) Wind Data Exposure C Enclosure Enclosed Building Category II Wind Speed 100 MPH Mean Roof Height 13.33 ft Importance Factor Iw 1 Hill Shape: No Topographic Obstructions Velocity Coefficient qZ 0.00256 K Z K1 Kd V2 I ,v (6-15) 2 Velocity Coefficient ql, 0.00256 K h K1 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) K1, 0.85 North/South Cp : Windward Wall Cp 0.80 Leeward Wall Cp -0.50 (L/B) 1.00 East/West Cp Windward Wall Cp 0.80 Leeward Wall C -0.50 (L/B) 1.00 Wind Load Distribution(North/South) Elev.Z(ft) K z K zt qZ (psf) p(Wall-Windward) (psf) 0-15 0.85 1.00 18.47 12.56 p(Wall-Leeward)(psf) -7.85 p(Roof Windward)(psf) 1.65 p(Roof Leeward)(psf) -9.42 Page 7 of 20 www.st ru ct u ra l soft.co m NitaExodus Engineering DESIGNED EXODUS ENGINEER! JOB NO. 13-122 PROJECT 1491 -GOULD CHECKED LWM SHT OF MANURI%G SUBJECT LATERAL DATE 11/25/2013 Wind Load Distribution(East/West) Elev.Z(ft) K Z K rt qZ (psf) p(Wall-Windward) (psf) 0-15 0.85 1.00 18.47 12.56 p(Wall-Leeward)(psf) -7.85 p(Roof Windward)(psf) 3.96 p(Roof Leeward)(psf) -9.42 Page 8 of 20 www.stru ctu ra I soft.co m 1, Exodus Engineering DESIGNED EXODUS ENGINEER!! JOB NO. 13-122 r4- PROJECT 1491 -GOULD CHECKED LWM SHT OF ISUNIIIII C SUBJECT LATERAL DATE 11/25/2013 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 1132 3547 1-1 1132 3547 6.50 Segmented 2 69 665 2-1 69 665 6.50 Segmented 3 367 1125 3-1 367 1125 6.50 Segmented 4 1430 3663 4-1 313 869 6.50 Perforated 4-2 750 2085 6.50 Perforated 4-3 367 1125 6.50 Perforated a 1063 2228 a-1 147 308 6.50 Perforated a-2 228 478 6.50 Perforated a-3 255 534 6.50 Perforated a-4 278 584 6.50 Perforated a-5 155 325 6.50 Perforated b 1499 3802 b-1 1499 3802 6.50 Segmented c 69 297 c-1 35 149 6.50 Perforated c-2 35 149 6.50 Perforated d 367 1668 d-1 184 834 6.50 Segmented d-2 184 834 6.50 Segmented • Page 9 of 20 www.structuralsoft.com { Exodus Engineering DESIGNED EXODUS ENGINEERING,INC. JOB NO. 13-122 G L PROJECT 1491 -GOULD CHECKED LWM SHT OF I"1'I k Il l Ar, SUBJECT LATERAL DATE 11/25/2013 Shear Wall Design 1st walls Wall ID Length Net H/W Shear(plf) Wall Allowable Adjusted allowable Wall Hold-Down Remarks (ft) Height type shear(plf) shear(plf) Drift(in) (ft) Wind Seismic Wind Seismic End I End J 1-1 35'-0" 8'-0" 0.23 101 32 A 200 280 200 0.21 2-1 7'-0" 8'-0" 1.14 95 10 A 200 280 200 0.38 3-1 22'-0" 8'-0" 0.36 51 17 A 200 280 200 0.18 4-1 0.97 1 4-2 0.97 1 4-3 0.97 1 a-1 0.73 1 a-2 0.73 1 a-3 0.73 1 a-4 0.73 1 a-5 0.73 1 b-1 15'-0" 8'-0" 0.53 252 99 B 300 420 300 0.81 PHD2A PHD2A c-1 0.88 1 c-2 0.88 1 www.structuralsoft.com Page 10 of 20 C //Q Exodus Engineering DESIGNED EXODUS ENGINEERING,INC. JOB NO. 13-122 td PROJECT 1491-GOULD CHECKED LWM SHT OF L1Y A UL% SUBJECT LATERAL DATE 11/25/2013 1st wails .. d-1 2'-10" 8'-0" 2.78 290 64 B 300 420 216 1.05 d-2 2'-10" 8'-0" 2.78 290 64 B 300 420 216 1.05 1 See perforated wall report www.structuralsoft.com Page 11 of 20 Exodus Engineering DESIGNED EXODUS JOB NO. 13-122 C C i'C. " PROJECT 1491 -GOULD CHECKED LWM SHT OF iAtGMINIT, SUBJECT LATERAL DATE 11/25/2013 Uplift Calculations Load Cases: 0.6D +W (0.6-0.14Sps)D + 0.7pQ E 1st Walls Reactions (lbs) Wall Net Uplift Post ID Shear Wall Hold Down DL W 0.7E Height(ft) (lbs) UP2 a-1 2257 -1021 -487 8.33 334 1-1 1636 -763 -272 8.33 218 UP1 a-5 2312 -1021 -487 8.33 367 4-1 2229 -761 -323 8.33 577 UP3 d-2 116 -2401 -533 8.33 -2331 4-3 2335 -828 -323 8.33 573 UP4 d-1 138 -2528 -557 8.33 -2445 3-1 1034 -270 -140 8.33 344 UP5 3-1 1034 -429 -140 8.33 192 ■ UP7 b-1 724 -2101 -829 8.33 -1667 UP6 b-1 724 -2087 -829 8.33 -1653 UP9 c-2 535 -492 -114 8.33 -171 2-1 336 -499 -82 8.33 -297 UP8 2-1 336 -791 -82 8.33 -590 UP10 c-1 540 -430 -114 8.33 -106 1-1 1636 -851 -272 8.33 131 UP35 d-1 197 -2510 -557 8.33 -2392 UP36 d-2 175 -2418 -533 8.33 -2313 Page 12 of 20 www.structuralsoft.com ( , Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 13-122 PROJECT 1491 -GOULD CHECKED LWM SHT OF MAIM; SUBJECT LATERAL DATE 11/25/2013 Typical perforated shear wall elevation V Opening width ► C`,+ II Li 0 Wall segment with cri full sheathing V r n rn E v s © as a T 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 13 of 20 www.structuralsoft.com t' Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 13-122 )(SC-11.1■111I1v, C " PROJECT 1491 -GOULD CHECKED LWM SHT OF SUBJECT LATERAL DATE 11/25/2013 Floor ID: 1st Wall ID: Perforated 1 PASSED Wall seismic force = 64 lbs Wall wind force = 277 lbs Wall length(L) = 12.54 ft Wall height(20'max)(h) = 8.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) c-1 3.38 2.37 6.50 6.25 4.00 c-2 2.92 2.74 Total length of walls with full sheathing = 6.29 ft Max.opening height/wall height ratio = 0.50 fully sheathed walls: = 50.17 Co = 0.80 Wall Drift = 0.878 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: = 2.74 Unadjusted seismic allowable(adjusted for h/w) = 146 plf Adjusted seismic allowable shear(multiply by Co) = 117 plf Allowable seismic shear = 734 lbs > 64 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 280 plf Adjusted wind allowable shear(multiply by Co) = 224 plf Allowable wind shear = 1410 lbs > 277 lbs Note: Passed Anchorage for in-plane shear v=V/(Co*Sum(Li)) In-plan anchorage Wind = 55 plf In-plan anchorage Seismic = 13 plf Uplift anchorage at ends: See uplift report Page 14 of 20 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 13-122 C ttl- PROJECT 1491 -GOULD CHECKED LWM SHT OF SUBJECT LATERAL DATE 11/25/2013 Floor ID: 1st Wall ID: Perforated 2 PASSED Wall seismic force = 1063 lbs Wall wind force = 2228 lbs Wall length(L) = 50.00 ft Wall height(20'max)(h) = 8.00 ft Wall segments Opening data Segment ID Length Li (ft) h/w Location (ft) Opening Width(ft) Opening Height(ft) a-1 3.88 2.06 6.50 5.25 4.00 a-2 6.00 1.33 18.25 6.25 6.00 a-3 6.71 1.19 30.21 4.25 4.00 a-4 7.33 1.09 42.79 6.25 6.00 a-5 4.08 1.96 Total length of walls with full sheathing = 28.00 ft Max.opening height/wall height ratio = 0.75 %fully sheathed walls: = 56.00 % Co = 0.65 Wall Drift = 0.731 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: = 2.06 Unadjusted seismic allowable(adjusted for h/w) = 194 plf Adjusted seismic allowable shear(multiply by Co) = 126 plf Allowable seismic shear = 3525 lbs > 1063 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 280 plf Adjusted wind allowable shear(multiply by Co) = 182 plf Allowable wind shear = 5095 lbs > 2228 lbs Note: Passed Page 15 of 20 www.structuralsoft.com QExodus Engineering DESIGNED EXODUS ENGINEER JOB NO. 13-122 { PROJECT 1491 -GOULD CHECKED LWM SHT OF LStiNtlitiNG SUBJECT LATERAL DATE 11/25/2013 Anchorage for in-plane shear v=V/(Co*Sum(Li)) In-plan anchorage Wind = 122 plf In-plan anchorage Seismic = 58 plf Uplift anchorage at ends: See uplift report Page 16 of 20 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 13-122 DIAS- PROJECT 1491 -GOULD CHECKED LWM SHT OF }NC.I\l t Irro, SUBJECT LATERAL DATE 11/25/2013 Floor ID: 1st Wall ID: Perforated 3 PASSED Wall seismic force = 1398 lbs Wall wind force = 3988 lbs Wall length (L) = 49.54 ft Wall height(20'max)(h) = 8.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location (ft) Opening Width(ft) Opening Height(ft) 4-3 25.88 0.31 27.00 2.25 4.00 4-2 10.50 0.76 42.12 100 .4.00 .4-1 3.92 2.04 Total length of walls with full sheathing = 40.29 ft Max.opening height/wall height ratio = 0.50 %fully sheathed walls: = 81.33 Co = 0.92 Wall Drift = 0.968 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: = 2.04 Unadjusted seismic allowable(adjusted for h/w) = 196 plf Adjusted seismic allowable shear(multiply by Co) = 179 plf Allowable seismic shear = 7222 lbs > 1398 lbs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 280 plf Adjusted wind allowable shear(multiply by Co) = 256 plf Allowable wind shear = 10326 lbs > 3988 lbs Note: Passed Anchorage for in-plane shear v=V/(Co*Sum(Li)) In-plan anchorage Wind = 108 plf In-plan anchorage Seismic = 38 plf Uplift anchorage at ends: See uplift report Page 17 of 20 www.structuralsoft.com • • Exodus Engineering DESIGNED EXODUS ENGINEERING,INC. JOB NO. 13-122 Wa PROJECT 1491-GOULD CHECKED LWM SHT OF LVgNTIIING SUBJECT LATERAL DATE 11/25/2013 Diaphragm Design Floor_ID: 1st Diaphragm_ID: D1 Code Check Diaphragm Shear: Passed Nailing Load Direction: E-W Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear(p6) Wind shear(pff) Chord force member type ID (ft) (Ibs) 0 Grade Thickness Boundary Other (Ir)kness For For Applied Allowable Applied Allowable Seismic Wind v (in) edges shear bending shear shear shear shear a-b Sheathing and 15132 8dig6 8d @6 2 Unblocked 4 50.00 50.00 39 180 45 252.5 276 312 P Single-Floor Load Direction: N-S Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear(plf) Wind shear(plf) Chord force member type ID (ft) (Ibs) v d Grade Thickness Boundary Other �in)kness For For Applied Allowable Applied Allowable Seismic Wind if) (in) edges shear bending shear shear shear shear 1-4 Sheathing and 15/32 8di6 8di6 2 Unblocked 12 28.00 28.00 70 180 •112 252.5 881 1490 p Single-Floor Page 18 of 20 www.structuralsoft.com Exodus Engineering XDESIGNED EXODUS ENGINEERING,INC. JOB NO. 13-122 ta PROJECT 1491-GOULD CHECKED LWM SHT OF L' INI1Ut1G SUBJECT LATERAL DATE 11/25/2013 Floor_ID: 1st Diaphragm_ID: D2 Code Check Diaphragm Shear: Passed Nailing Load Direction: E-W Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear(pif) Wind shear(pif) Chord force member type ID (ft) (Ibs) thickness - t Grade Thickness Boundary Other (in) For For Applied Allowable Applied Allowable Seismic Wind U (in) edges shear bending shear .shear ,shear shear b-c Sheathing and 15/32 8d@6 8d @6 2 Unblocked 4 13.00 13.00 10 180 23 252.5 17 40 p Single-Floor Load Direction: N-S Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear(pit) Wind shear(pif) Chord force member type ID (ft) (Ibs) 0 Grade Thickness Boundary Other (nakness For For Applied Allowable Applied Allowable Seismic Wind v (in) edges shear bending shear shear shear shear 1-2 Sheathing and 15/32 840 8d©6 2 Unblocked 2 7.00 7.00 18 180 95 252.5 60 309 P Single-Floor www.structuralsoft.com Page 19 of 20 (� /�(t� Exodus Engineering X`- DESIGNED EXODUS ENGINEERING,INC. JOB NO. 13-122 to PROJECT 1491-GOULD CHECKED LWM SHT OF LvC AUI1t SUBJECT LATERAL DATE 11/25/2013 Floor_ID: 1st Diaphragm_ID: D3 Code Check Diaphragm Shear: Passed Nailing Load Direction: E-W Span Sheathing Nailing Min. Diaphragm Case Effective depth Seismic shear(plf) Wind shear(plf) Chord force member type ID (ft) (Ibs) u m Grade Thickness Boundary Other (Onakness For For Applied Allowable Applied Allowable Seismic Wind 0 (in) •edges shear bending_shear shear shear shear b-d Sheathing and 15132 8d©6 8d@6 2 Unblocked 4 22.00 22.00 31 180 76 252.5 171 397 p Single-Floor Load Direction: N-S Span Sheathing Nailing Min. Diaphragm •Case Effective depth • Seismic shear(p6) Wind shear(plf) Chord force member type ID (ft) (Ibs) 0 Grade 'Thickness Boundary Other thickness For For Applied Allowable Applied Allowable Seismic Wind 0 (in) edges shear bending shear shear shear .shear 34 Sheathing and 15/32 8M6 8dCa6 2 Unblocked 2 22.00 22.00 31 180 51 252.5 171 281 P Single-Floor www.structuralsoft.com Page 20 of 20 ' . B ,..„„,„ , r„,,,,, ,, , ,‘ ,,..„ CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 61310559 MiTek 20/20 7.3 Gould Job 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: I7516001 thruI7516016 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1 Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, •finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSIITPI 1 Section 6.3.n I 'p P ipsery D �1 ! DEC 1 8 2013 p .�e�' deate, r� J 1, � _J1 i y JEFFERSON COUNTY Uri __.. CFPT.OF COMMUNITY DrvIELOPMFNT -r • November 18,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. 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. i ,, Job Truss Truss Type Qty Ply Gould Job 17518001 81310559 A01 GABLE 1 1 Job Reference(optional) ' Pro Build. Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 18 13:12:08 2013 Page 1 ID:jzwHHl1 GmpWCt1IXRyXb42zZOMQ-U71 rH9RVjyTxPFkPyFsVQBrK5x7eMV4c2UzyyXyHxRr -1-3-8 I 16-0-0 I 32-0-0 ' 1-3-B 16-0-0 16-0-0 Scale=1:55.8 3x4= 13 14 15 12 - 7 16 11 _ _ 17 5.00 12 10 _ 18 9 2 19 8 2 _ 20 7 _ _ 21 W6 - 11-A'40 2,:6 22 5 i4-�1 18-37 _ 23 4 9.44 10.43 11� 1T • 18.55 19-:x4 24 3x4 II 3 2 6r 7.46 845 11.4-0 I 4-0-0 11-4-0 I 2G'3 21-32 25 3x4 II 5.48 2`- 28 2 53 4-a3 2449 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x4= I 32-0-0 32-0-0 Plate Offsets(X.Y): [14'0-2-0.Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/dell Lid PLATES GRIP TCLL 25,0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Ina Yes WB 0.10 Horz(TL) 0.00 27 n/a n/a BCDL 8.0 Code IRC2012fTPI2007 (Matrix) Weight:216lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD .:Strucbual wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std OTHERS 2x4 DF Std REACTIONS All bearings 32-0-0. (Ib)- Max Horz 51=135(LC 8) Max Uplift All uplift 101 lber less atpinks)51,27,41 42,43,'44,45,46:47;48,49;37,36.35,34,33.32.31,30;29 except 50=135(LC 8),28=133(LC 9) Max Gray All reactions 250 lb or leas at joint(s)51;27,40,.38.41.42.43.44,45,46.47,48,49,50.37,36,35,34.33, 32.31.30.29,28 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-17/251 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=127mph(3-second gust)V(1RC2012)=100mph:TCDL=6.0psf:BCDL=4.8psf,h=255;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 lathe face),see Standard Industry Gable End Details as .applicable,or consult qualified building designer as per ANSI/TPI 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. 8)This truss has been designed for a 10.0 pat bottom chord live toad nonconcurrent with any other live loads. 9)"This truss has been designed fore live bed of.20.Opsfon t he'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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)"51,27,41,42,43,44,45,46,47,48,49, 37,36,35,34,33,32.31,30,29 except(jt=ib)50=135.28=133. 11)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. 12)-Semirigid pitchbreeks with fixed heels"Member end fixity model was used In the analysis and design of this truss. ip rD SEPH • ,,tt LOAD CASE(S) Standard Of W (,.�c+ 4� �' ,�;.-c%7.Io ik 4.40NAL101/3 November 18,2013 • • 0 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the budding designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. �sAaa delivery,erection,lateral restraint and diagonal bracing,consult ANSI,TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CO SULT/NG CCC SBCA at www.sbeindustry.com. Job ' Truss Truss Type Oty Ply Gould Job 17518002 61310559 A02 COMMON TRUSS 8 1 Job Reference(optional) ProBuild. Arlington WA98223 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 18 13:12:10 2013 Page 1 1D:jzwHHI1GmpWCtf IXRyXb422ZOMQ-QW9bhrSmFajfeZtn4fuzWcxazrggGluVo530PyHxRp -1-3-8 3-8-12 10-11-13 16-0-0 21-0-3 I 28-3-4 ( 32-0-0 1-3-8 3-8-12 7-3-1 5-0-3 5-0-3 73-1 3-8-12 Scale=1:55.8 4x4= 5 5.00 12 3x4 3x4 4 6 W m 4x6-f--.. 4x8 3 7 2x4 II r 2x4 II 8 '1 ie ��ee 13 12 14 15 11 16 17 10 9 _ 6x6= 3x4 = 5x8= 3x4 — 8x6= 7-8-7 16-0-0 ) 24-3-9 32-0-0 7-8-7 8-3-9 8-3-9 7-8-7 Plate Offsets(X.Y): (11:0-4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ndeft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Velt(TL) -0.33 10-11 >999 180 BCLL 0.0 ' Rep Stress Ina Yes WB 0.69 Horz(T1) 0.10 9 n/a n/a BCDL 8.0 Code 1RC2012/TP12007 (Matrix) Weight:162 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc puriins,except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS 2x4 DF Std"Except" 5-11:2x4 OF No.2 REACTIONS (1b/size) 13=1312/05.8.(min..0.2-7),9=1225/Mechanical Max Has 13=135(LC 8) Max Uplift 13=-388(LC 8);9=-343(LC 9) Max Gray 13=1486(LC 2),9=1361(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2201/540,4-5=1685/455.5-6=-1685/454,6-7=-2213/545 SOT CHORD 12-13=-633/1927,12-14=-454/1869,14-15=-454/1869,11-15=-454/1869,11-16=-346/1873, 16-17=346/1873,10-17=346/1873,9-10=-533/1956 WEBS 5-11=239/975,6-11=-612/331,6-10=-14/266.4-11=-607/330,4-12=11/263,3-13=-2206/642. 7-9=-2197/644 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vutt=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.0psf:BCDL=4.8pst 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 tat by 2-0-0 wide wilt fit between the bottom chord and any other members,with BCDL=8.0psf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding.100 lb uplift at joint(s)except(jt=lb)13=388,9=343. • 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS(TFPI 1. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard . ,0SEPH 0E4. , .l? ' ' ',Ole • November 18,2013 t I WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use •ith MiTek connector plates only.This design is based only upon parameters shown.and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery.erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. 'Job } Truss Truss Type Oty Ply Gould Job ■ 17516003 61310559 A03 SCISSOR TRUSS 7 1 Job Reference loptionall Pro Build, Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Nov 18 13:12:12 2013 Page 1 ID:jzwHH11 GmpWCtl IXRyXb42zZOMQ-NvGM8XUOmBzMus1 AB4wRb10w0Y00l6gBy6xA51yHxRn -1-3-8 3-9-14 10-0-12 16-0-0 21-0-13 27-6-8 32-0-0 333-3-8 1-3-8 I 3-9-14 I 6-2-13 I 5-11-4 I 5-0-13 I- 6-5-11 { 4-5-8 r1-3-8 + Scale=1:57.6 4x6= 6 i. 5.00 12 3x4 3x4% 5 -15 r` 3x4 % 3x10 /��a 38x8 C 4 15 7 14 2x4\\ 2x4 II 311 5x10 = 8.14 ` 9 2x4 II o 2 . 8 `tits 8.13 10 Y 14 1t T " q� 3x4 = 3x8; �:: 14. 1111 _ »-ta �_� _ 9-1Z 3.00 12 13 12 17 3x8 6x6= 3x4 = 7-1-12 I 14-0-0 I 21-0-13 I 27-6-8 2ii-010 32-0-0 7-1-12 6-10-4 7-0-13 6-5-11 0--8 4-0-0 Plate Offsets(X.Y): 113:0-3-0.0-2-121 117.0-3-4.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) Weil Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.20 15-16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.45 15-16 >730 180 BCLL 0.0 ' Rep Stress Ina Yes WB 0.88 Horz(TL) 0.27 13 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:153 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins,except end verticals. BOT CHORD 204 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 DF Std REACTIONS (Ib/size) 13=1444/0-5-8 (min.0-2-13).17=1051/0-5.8 (min.0-2-0) Max Horz 17-122(LC 13) Max Uplift 13=-449(LC 9),17=-353(LC 8) Max Gray 13=1695(LC 2),17=1234(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=3077/836,5-6=2575/650,6-7=1854/510,7-8=1594/352,8-9=-219/494,2-17=-268/109.10-12=-293/177 ROT CHORD 16-17=-861/2419,15-16=-818/2938,14-15=-205/1440.13-14=-474/262,12-13=-365/225 WEBS 4-18=0/471,5-15==-636/388.6-15=-342/1459,7-15=83/349,7-14=-593/180,8-14=273/1849,8-13=-1481/443,4.17=-2873/856, 9-12=-2871437 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=127mph(3-second gust)V(IRC2012)=100mph;TCDL=6.0pst 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 20.0psf 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. 5)Bearing at pings)17 considers parallel to gran value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=(b)13=449.17=353. 7)This truss is designed in accordance with the 2012 Intematlonal Residential Code sections 8502.11.1 and R802.102 and referenced standard ANSIRPI 1. 8)-Semi-rigid pftchbreaks with fixed heels*Member end fixity model was.used in the analysis and design of this truss. LOAD CASE(S) Standard • loSBPH p.. y6 -f vezioNALOG November 18,2013 t a QWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on Individual web and chord members are for compression buckling only.not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure � Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing.consult ANSIRPI 1.DSB-89 and BCSI(Building Component Safety Information)available from 'a'a'aR SULTING uc SBCA at www.sbclndustry.com. i Job I Truss Truss Type Oty Ply Gould Job 17516004 B1310559 A04 SPECIAL TRUSS 2 1 Job Reference(optional) ' Pro Build. Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 18 13:12:13 2013 Page 1 ID:jzwHHI1 GmpWCtlIXRyXb42zZOMQ-r5gkKtVeXVBDVOcMIoRg7EZ3Myj10YFLBmgjdkyHxRm -1-3-8 f 3-9-14 10-0-12 I 16-0-0 ) 21-0-13 20Q-10-1 18-0-0 1-3-8 3-9-14 6-2-13 5-11-4 5-0-13 b-9-7 6-1-12 • 4x6 = Scale=1:51.4 5 5.00 12 3x4 3x4 i 6 4 � 10 • _•;W4 4x6 C 4x8 3 10 9 7 6x8 = _ lie 3x4 lit.... _r :� —7-8—� o Z- 11 11 g 7-8 N r� 1 3x4 3x8 iM. 3.00 12 12 8 3x8 --7-- 2x4 II 21-10-4 I 7.1.12 I 14-0-0 I 21.0.13 71 -0 I 70-0-0 7-1-12 &10.1 7-0-13 0-1-12 61.12 0.7-11 Plate Offsets(X.Y): j12:0-3-4.0-1-8) LOADING(psi) SPACING 2-0-0 CSI DEFL in (hoc) I/de9 lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.22 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.49 10-11 >680 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.93 Horz(TL) 0.31 8 n/a n/e BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:137 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood-sheathing directly applied or 2-7-9 oc purtins,except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. WEBS 2x4 DF Std REACTIONS (Ib/size) 8=1016/0-5-8(min.0-1-15),12=110310-5-8 (min.0-2-2) Max Horz 12=1 LC 8) Max Uplift 8=279(C 9),12=-389(LC 8) Max Gray 8v1189(LC 2),'.12w1295(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-At forces 250(Ib)or less except when shown. TOP CHORD 3-4=-3303/876,4-5=2862/701.5.6=-2041/543,6-7=-1980/438,7-0=1154/315,2-12=-274/110 BOT CHORD 11-12=905/2565,10-11=-879/3186,9-10=•389/1817 WEBS 3-11=0/507,5.10=381/1677.4-10=-624/383,6-10=-192/264,6-9=-509/199.7-9=-322/1699,3-12=-2834/883 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=127mph(3-second gust)V(IRC2O12)=100mph;TCDL�.Opsf:BCDL=4.8pst;h=25ft;Cat II;Exp C;enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber 001=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tad by 2-0-0 wide wit fit between the bottom chord and any other members. 5)Bearing at joint(s)8,12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(it=Ib)8=279,12=359, 7)This truss is designed in accordance with the 2012 Intematlonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)'Semi-rigid pitchbreaks with fixed heels'Member end fixity-model was used in the analysis-and design of this truss. LOAD CASE(S) Standard loSEPII 04 � . CAA•P • ilr ION AL*4# November 18,2013 t r 0 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression budding only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage. CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. i Job Truss Truss Type Qty Ply Gould Job 17516005 B1310559 A05 SPECIAL TRUSS 2 1 Job Reference(optional) s Pro8uild, Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Nov 18 13:1Z15 2013 Page 1 ID:jzwHHI1 GmpWCt1IXRyXb42zZOMQ-nUyUIZWu36MxtKmItDUBDfePsmOVUSIdf49gidyHxRk -1-3.6 I 3-9-14 ) 10-0-12 I 16-0-0 I 21-0-13 D-9-7 21J 10.1 28-0-0 1-3-8 3-9-14 6-2-13 5-11-4 5.0.13 6-1-12 • s 4%6= Scale=1:51.4 5 rel • 5.00 12 3x4 i 6 3x4 4- 0•� 10 ,iiiiiiiiK . _'..J 4x6 4x8% 7 - 3 1l) 3x4 II a 2x4 II ''���. 7-9 �e o 1 Z. 11 f4'8 g- fir 74 �i 3x4 rl 3x: . cr -' 3.00 12 r._ 12 2x4 I I 2x4 I 8 3x8% 2x4 II 2x4 II 21-10-4 I 7-1-12 �1� ) 'a7o�o 17).11 2i-0i--55 a�z I 6.1-12 7 1-12 0.7-11 Plate Onsets IX.Y): [12:0-3.4.0-1-51 LOADING(pst) SPACING 2-0-0 CSI DEFL in (bc) Ildefl Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.22 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.49 10-11 >680 180 BCLL 0.0 • Rep Stress Ina Yes WE 0.93 Horz(TL) 0.31 8 Na n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) I Weight:1561b FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purtins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. WEBS 2x4 DF Std JOINTS 1 Brace at Jt(s):9 REACTIONS (lb/size) 8=1016/0-5-8(min.0-1-15).12=1103/0-5-8 (min.0-2-2) Max Horz 12=1 LC-8) Max Uplift 8=279( 9),'12=-359(LC 8) Max Gray 8=1189(LC 2),12=1295(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=3303/876,4-0=-2862/701,5-6=-2041/543.6-7=-1980/435 7-8=1154/315,2-12=-274/110 BOT CHORD 11-12=905/2565,10-11=-879/3186.9-10=-389/1817 WEBS 3-11=0/507,5-10=381/1677,4-10=-624/383,6-10>192/264,6-9=-509/199,7-9=-322/1699,3-12=-2834/883 NOTES 1)Unbalanced roof live loads have been considered for this design, 2)Wind:ASCE 7-10:Vult=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opsf:BCDL=4.8pst h=25ft;Cal.fl: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%All fit between the bottom chord and any other members. 5)Bearing at joint(s)8,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=lb)8=279,12=359. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 , • • oS ,ORAL November 18,2013 0 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown.and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only.not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI?PI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ccc SBCA at wwwsbcindustry.com. Job ' Truss Truss Type Qty Ply Gould Job 17518006 81310559 A06 Common Truss 7 1 Job Reference(optional) • Pro Build. Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Nov 18 13:12:16 2013 Page 1 ID:jzwHHl1 GmpWCtl IXRyXb42zZOMQ-FgWtyvXWg0UoMULxQv✓TNItBa7AmXD_EntkvNE3yHxRj -1-3-8 ( 3-8-12 10-11-13 1 16-0-0 I 21-0-3 28-0-0 1-3-8 3-8-12 7-3-1 5-0-3 5-0-3 6-11-13 • Scale=1:50.4 4x4= 5 5.00 12 3x4 3x4 4 6 • • 51p 4x6 C 4x6 3 1 4- r . 0 fr- 1 2x4 I I/ 2•t 7-£ m �7, t2 3-1 p N Q U 1f419 R-1n =2 H 12 11 13 14 10 15 16 9 3x6 = ,304 = 5x8= 3X6= 2x4 II 7-8-7 16-0-0 I 24-3-9 I 28-0-0 I 7-8-7 8-3-9 8-3-9 3-8-7 Plate Offsets(X.Y): 11011.4-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loci (/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.11 10-11 >999 240 MT20 2201195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.24 10-11 >999 180 BCLL 0.0 ' Rep Stress Ina Yes WB 0.60 Horz(TL) 0.06 8 n/e n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:147 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc puriins, except end verticals. SOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. • WEBS 2x4 OF Std*Except' 5-10:2x4 DF No.2 REACTIONS (lb/size) 8=1087/0.5,8'(min.0-1-15),12=11558/0-5.8(min.0-2-2) Max Horz 12=142(LC 8) Max Uplift 8=-279(LC 9).12=359(LC 8) Max Gray 8=1189(LC 2),12=1295(LC 2) FORCES (lb)-Max.Comp./Max Ten.-All forces 250 Obi or less except when shown. TOP CHORD 3-4=-1846/482.4-5=-1287/371,5-6=-1286/387,6-7=-1055/233,7.8=1171/278 • SOT CHORD 11-12=598/1664,11-13=-402/1519.13-14=-402/1519,10-14=-402/1519.10-15=270/1195. 15-16=270/1195.9.16=270/1195 WEBS 5-10=186/667.7-9=143/1024.6-9=566/182.4-10=621/334,4-11=19/287,3-12=-1911/593 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=127mph(3-second gust)V(IRC2012)=100mph;TCDL=6.Opsf;BCDL=4.8psf h=ASH;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 psi bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed fore hie 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=8.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(itwib)8=279,12=359. 6)This truss is designed in accordance with the 2012 International Residential Code,sections 8502.11.1 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 CASE(S) Standard 10SEPR Op, 1 4 O*W� r�'P r . -r Air alONAL November 18,2013 t N aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03.11')before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown.and is for an individual building component.Applicability , of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only.not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to Insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, _ delivery,erection,lateral restraint and diagonal bracing,consult ANSI•TPI 1.DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. CONSULTING R Job Thus Truss Type Oty Ply Gould Job 17518007 B1310559 A07 GABLE 1 1 Job Reference(optional) • ProBuild. Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Nov 18 13:12:19 2013 Page 1 ID:jzwHHl1GmpWCt1IX RyXb42zZ0MQ-gFB7 awZP7LsNDx3W82Y4NVpBmNuOOTvDZi7l rOyHxRg • -1.3-8 16-0-0 ) 28.0.0 1-3-8 16-0-0 12-0-0 3x4 = Scale=1:51.3 13 14 15 12 _ _ 16 11 17 5.00 1 7.2 10 _ - 18 9 19 8 20 7 >i 21 2y 6 1334-15-34 22 5 12-36 16-_3 _ 23 4 939 1 11 i'i4-0 { 4-a0 11r del 18-21 1930 4 3x4 1 I 3 7-42 24s"9 21-28 2326 5 649 22-27 a'4 3.46 445 :425 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x4= 1 28-0-0 28-0-0 Plate Offsets(X VI' f14:0-2-0.Edgp) LOADING(psi) SPACING 2-0-0 CSI DEFL in (hoc) Weil lid PLATES GRIP TCLL 250 Plates Increase 1.15 TC 0.20 Vef(LL) -0.00 1 nlr 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 • Rep Stress Ina Yes WB 0.09 Horz(TL) -0.00 25 n/a Na BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight 203 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std OTHERS 2x4 DF Std • REACTIONS All bearings 28-0-0, (lb)- Max Horz 47=142(LC 8) Max Uplift All uplift 100 lb or less at joint(!)47,25;36,37.'38.39.40,42.43,44;45,'26,33.32,31,30,29,28;27 except 46=-162(LC 8) Max Gray All reactions 250 lb or less at joint(s)47,25 35,34.36,37.38.39,40.42,43,44,45,46,26,33,32,31,30, 29.28.27 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb(or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=127mph(3-second gust)V(IRC2012)=100mph;TCDL=6.Opsf:BCDL=4.8pst 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 ANSI/TPI 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. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding'100 lb uplift at joint(s)47,25,36.37,38,39,40 42,43,44.45. 26,33,32,31,30,29,28,27 except(jt=lb)46=162. 11)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 . • 12)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0SVH D41_ 1 �911 4F November 18,2013 1 AWARNING-Veriy design parameters and read notes on this Truss Design Drawing and induded DrJ Reference Sheet(rev.03.11')before use.Design valid for use with MRek connector plates ony.This design is based only upon parameters shown.and biter an individual building component.Applicability , of design parameters and proper incorporation of the component a responsibility of building designer or owner of We trusses and installer. Lateral restraint i designations shown on individual web and chord members are for compression budding only.not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication,quality control,storage. delivery.erection.lateral restraint and diagonal bracing,consuh ANSI/TPI 1.DSB-88 and BCS1(Building Component Safety Information)available from C�iNSULTIiNGLLC SBCA at wnw.sbcindustry.com. ne7 Job ■ Truss Truss Type Oty Ply Gould Job 17518008 61310559 601 GABLE 1 1 Job Reference(ootionall • Pro Build. Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 18 13:12:22 2013 Page 1 ID:jzwHHI1 GmpWCtl IXRyXb42zZOMQ-4gt8DybHQGEy4Po5n136n?7RkHav9drNfGgMhRjyHxRd -1-3-8 ( 11-0-0 ( 22-0-0 1 23-3-8 ( 1-3-8 11-0-0 11-0-0 1-3-8 Scale=1:40.3 3x4= 10 11 12 8 I 13 5.00 12 8 ■ ` 14 7 r a 15 6 a 16 5 r 17 r 4 : g 19 4 22aill gi n �:M■�■feT■�:e n 11111.18 ^. 'y 0 21 �� TII14 �� i'�aaaaal6 ∎ii w T7A��i�H-ral♦ri 1■ r M Y N y N : YY r 19 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = I 22-0-0 22-0-0 Plate Offsets(X,Y): [11:0-2-0.Edge] LOADING(psf) SPACING 2-0-0 C8l DEFL in (hoc) I/defi Ud PLATES GRIP TCLL 250 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 21 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 21 n/r 90 BCLL 0.0 " Rep Stress Ina Yes WB 0.05 Horz(TL) 0.00 22 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weigh:129 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 .TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std OTHERS 2x4 OF Std REACTIONS All bearings 22.0-0. (Ib)- Max Horz 40=-77(LC 9) Max Uplift All uplift 100 lb or less at joint(s)40,22,33,34,35,36,37,38,23,29,28,27,26,25.24 except 39=100(LC 8) Max Gray All reactions 250 lb or less at joints)40,22.31.30,33.34.35,36,37,36 39,23.29.28.27,26,25,24 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=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opsf;BCDL=4.8psf;h=25fL 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 ANSI/7P11. 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. 8)This truss has been designed for a 10.0 psf bottom chord live bad 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 fit between the bottom chord and.any other members. 10)Provide mechanical connection(by others)of truss to beefing parte capable of withstanding 100 lb uplift atpint(s)40.22,33:34;35,36;37. 23,29,28. 27.28,25,24 except(t=Ib)39=100. 11)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. 12)"Semi-rigid ptchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - loSBPH p �io , u, x • "%N. " November 18,2013 0 r WARNING-Verify design parameters and read notes on this Truss Design Drawing and induced DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , + g; of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint P designations shown on individual web and chord members are for compression budding only,not forbuilding stability bracing.Additional temporary restralnU diagonal bracing to insure stability during construction Is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure _ k is the responsibility of the building designer or owner of the cosecs.For general guidance regarding design responsibilities,fabrication,quality control,storage. CONSULTING`�.1„h'; delivery,erection.lateral restraint and diagonal bracing.consult ANSIITPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSI/L11NG LLC . SBCA atwww.sbdndustry.com. 1 Job h Truss Truss Type Oty Ply Gould Job 17518009 B1310559 802 COMMON TRUSS 8 1 Job Reference(optional) ' Pro Build, Arlington WA 98223 7.350 s Sep 27 2012 MiTek industries,Inc. Mon Nov 18 13:12:24 2013 Page 1 ID:jzwHHI1Om IXRP0342zZOMQ-0C?ueedYytUfK2U F4YWzsOWnSiUltr yHxRb -1-3-8 I 1 5-7-12 11-0-0 ( 16-4-4 1-3-8 5-7-12 5-4-4 5-4-4 5-7-12 1-3-8 • Scale=1:40.3 4x6= 5 5.00 12 2x4\\ 2x4 // 4 S ey 3x4 // 3x4 3x4 II 3 7 \\ 3x4 i1 22- • . . v� �� 9 GP eTt . 12-14 n 10.12 �� 1,... � � 13 12 11 z,V 144x8 = 304= 3x4 = 3x4= 10 4x8= 7-8-12 I 14-3-4 I 22-0-0 I 7-8-12 6-6-8 7-8-12 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Weil lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.16 11-13 >999 240 MT20 220.195 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.32 11-13 >809 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.20 Horz(TL) 0.04 10 n/a N8 BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight:98 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing'directly applied or 3-6-10 oc punins, except end verticals. SOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std REACTIONS (Ibfsize) 14=880/0-3-8 (min.0-1-11),10=880/0-3-8 (min.0-1-11) Max Horz 14=-77(LC 9) Max Uplift 14•279(LC 8),10-279(LC.9) Max Grey 14=1034(LC 2).10=1034(LC 2) FORCES (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1401/375,4.5=1240/351,5-6=-1240/351.6-7=-1401/375 BOT CHORD 13-14=-333/1200,12-13=144/959.11-12=-1441959,10-11=256/1200 WEBS 5-11=-121/330.5-13=-121/330.3-14=-1560/412,7-10=-1560/412 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vutt=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opsf:BCDL=4.8psf,h=251t:Cat.IL 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 psi bottom chord live bad nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=lb)14=279.10=279. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R80210.2 and referenced standard ANSI.?PI 1. 7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard tl0SEPH ply W 1 '- .di -- C• ear November 18,2013 I aWARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on Individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery.erection.lateral restraint and diagonal bracing,consult ANSI..?PI 1.DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com. Job Truss Truss Type Oty Pty Gould Job 17518010 81310559 803 COMMON TRUSS 3 1 Job Reference(optional) s ProBuild, Arlington WA 98223 7.350s Sep 27 2012 MTek Industries,Inc.Mon Nov 18 13:12-28 2013 Page 1 ID:jzwHHl1 GmpWCt11XRyXb42zZOMCI-yb612JfoTUkNZO6s01 Aj9zbIKCCDZczFAIKvbUyHxRZ 5-7-12 11-0-0 ( 16-4-4 1 22-0-0 j 23-3-8 ( 5-7-12 544 5-4-4 5-7-12 1-3-8 Scale=1:39.6 . 4x6= 4 5.00 12 2x4 \\ 2x4// ICI 3 5 • ■ 4\n o 3x4// 3x4 's 4001" 3x4 II 2 9 3x4 II 1 0 7 Q _� _■ 17 • �� 11-13 �' [] 9-11 �� �� �� 12 11 10 �1 13 4x8= 3x4= 3x4 = 3x4= 9 4x8= 7-8-12 I 14-3-4 1 22-0-0 7-8.12 6-6-8 7-8-12 LOADING(psi) SPACING 2-0-0 CSI DEFL in (bc) Ildetl Lid PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 056 Vert(LL) -0.15 10-12 >999 240 MT20 2201195 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.31 10-12 >827 180 BCLL 0.0 • Rep Stress Inc: Yes WB 0.20 Horz(TL) 0.04 9 rife rife BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight.96 lb F1'=20% • LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std • REACTIONS (lb/size) 13=795/0-3-8(min.0-1-8),9=883/0-3-8(min.0-1-11) Max Horz 13=-90(LC 9) Max Uplift 13= LC 8);9=279(LC 9) Max Gray 13=930(C 2),9=1037(LC 2) '.. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1422/380,34=1257/356,4-5=1246/351,5-6=1408/375 BOT CHORD 12-13=-340/1223,11-12=-145/965,10-11=-145/965,9-10=-256/1206 WEBS 4-10=121/329,4-12=-125/346,2-13=1520/421.6-9=1567/412 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vutt=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opsf:BCDL=4.Bpst 5=25ft;Cat.It;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 psi bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=lb)13=234.9=279. 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.CASE(S) Standard 1°'.SFJ'H p4— r x i O r�.ls�s } � 17.10N ALISIIP November 18,2013 Q► WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbutlding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage. delivery,erection,lateral restraint and diagonal bracing.consult ANSI1TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NSULTING LLC SBCA at wenv.sbcindustry.com. Job Truss Truss Type Oty Ply Gould Job 17518011 B1310559 BP01 BLOCKING TRUSS 18 1 Job Reference(optional) Pro Build. Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Nov 18 13:12:26 2013 Page 1 ID:fSOzj_4uv740gS_gfKgEagy7Jyt-yb6f2JfoTUkNZ08s0 t A)9zbOmCHIZfQFAIKvbUyHxRZ 1-8-14 110T6 1-8-14 0-1-8 3x4= Scale=1:16.9 1 2 3 • N • .. ■ 5 4 2x4 II 3x4 1-8-14 11* 1-8-14 0-1-8 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:14 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins,except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 DF Std REACTIONS (Ib/size) 5=51/1-10-6(min.0-1-8),3=-6/1-10-6(min.0-1-8),4=78/1-10-6(min.0-1-8) Max Horz 5=112(LC 4) Max Uplift 5=-11t(LC4),3=-8(LC 2);4=124(LC 5) Max Gray 5=102(LC 16),3=9(LC 4),4=113(LC 15) FORCES Obi-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=127mph(3-second gust)V(IRC2012)=100mph;TCDL=6.Opsf:BCDL=4.8pst;h=258;Cat.It 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)Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joiM(s)3 except(jt=lb)5=111.4=124, 7)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. 8)"Semi-rigid pRdlereaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %QSfPH off: ae� 0ar r� •4 of Fit i1O NAL o� November 18,2013 t r WARNING-Verify design parameters and read notes on this Truss Design Drawing and inducted DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuiid ng stability bracing.Additional temporary restraint/ diagonal bracing to Insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. �s - w delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www,sbcindustry.com. Job Truss Tens Type Oty Ply Gould Job 17518012 61310559 BP02 BLOCKING TRUSS 1 1 Job Reference(optional) ProBuild. Arlington WA 98223 7.350 s Sep 27 2012 Wok Industries,Inc.Mon Nov 1813:12:27 2013 Page 1 ID:fSOzj_4UV74QgS_gfKgEagy7Jyf-Rng1GffOEosEBAh3Zi lyi88ZTbcbl6dOPy3S7wyHxRY 1-7-6 113-14 1-7-6 0-1-8 3x4 = Scale=1:16.9 1 2 3 5 4 2x4 II 3x4= 1-7-6 1-7-6 ,0-141 LOADING(pat) SPACING 2-0-0 CSI DEFL in Hoc) t/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - rya 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n,'a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 Ma n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight.14 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 'TOP CHORD Structural wood sheathing directly applied or 1-8.14 oc puriins. except end verticals. BOT CHORD 2x4 DF No.2 •_BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std REACTIONS (Ib(size) 5=47/1-8-14 (min.0-14),3=-1/1-8.14(min.0.1.8),437/1-8-14(mid.0-1-8) Max Horz 5=-112(LC 6) • Max Uplift 5=-I 18(LC.4),-3 (LC.7);4=-125(LC 5) Max Gray 5=106(LC 16).3=7(LC 4).4=112(LC 15) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1r Wind:ASCE 7-10;Vult=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opsf:BCDL=4.8pst,h=257;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;Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(it=lb)5=118.4=125. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITPI 1. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard • • IpSEPH 4* Of a AFT 4- 4 )+Q. �, uo. • • Etl; .[98 'dam o Iowa November 18,2013 • • • • • 0 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03.111 before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint ngmit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI?PI 1.DSB-89 and BCSI(Building Component Safety Information)available from pyeVQap�uw LLC SBCA at www.sbcindustry.com. VV/1raY1. RY i Job Truu Truss Type Oty Ply Gould Job 17518013 81310559 C01 GABLE 1 1 Job Reference(optional) ' ProBuild. Arlington WA 98223 7.350 a Sep 27 2012 MITek Industries,Inc.Mon Nov 18 13:12:29 2013 Page 1 I 1 ■ 6-6-0 jID:jzwHHI1GrnpWCtIIXRyXb42zZOM�nhLhgmP7yougRh9k CincDwgPl_m0OhsFYLBpyHxRW 1-3-8 6-6-0 6-6-0 I 3 1-3-8 • Scale=1:25.5 3x4= 7 8 8 i, 5.00 t2 r Y 9 s 1 r Y 10 g 1-7 r r III -13 11 6-19 Al 20 hi 12 - 2 4-21 1-4-0 4-0-0 1-4-0 10-10 11-1 r r 19 III II Y Y II Y 14-23 Y Y Y V Y 23 22 21 20 19 18 17 16 15 14 I 13-0-0 13-0-0 Plate Offsets(X.Y): g::0-2-0,Eaae.) LOADING(psf) SPACING 2-0-0 CSI DEFL In (loo) Ydell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 13 n/r 120 MT20 220'195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.01 13 Mr 90 BCLL 0.0 ' Rep Stress Ina Yes WE 0.03 Horz(TL) 0.00 14 raja trio BCDL 8.0 Code IRC2012/TP)2007 (Matrix) Weight:65 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std OTHERS 2x4 DF Std REACTIONS All bearings 13-0-0. (lb)- Max Horz 23=37(LC 9) Max Uplift All uplift 100 lb or less at joint(s)23,14,19,10;21.-22,15,17,16 Max Gray All reactions 250 lb or less at joint(s)23,14,19,18,20.21,22,15,17,16 FORCES (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.0psf:BCDL=4.Bpsf;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 ANSI/TPI 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. 8)This truss has been designed for a 10.0 psi bottom chord live load noncwtcurrent 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 wiairt between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23.14.19.20,21,22,15,17,16. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and.referenced standard ANShTPI 1. 12)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0EPH 04 4 �!�Q 4417 Q.7. • 1 ,c9$ , i . o " , NAi • November 18,2013 1 , Q► WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and istaller. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing.consult ANSIITPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uc SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Gould Job 17516014 81310559 CO2 Common Truss 1 1 _ Job Reference(optional) PreBuild, AMngton WA 98223 7.350 s Sep 27 2012 M rek Industries,Inc.Mon Nov 18 13:12:31 2013 Page 1 ID:jzwHHl1 GmpWCtlIXRyXb42zZOMQ-JZwY81 ixl lNgfn_goamusl lAeDyrEux_KZ1gGhyHxRU 1 -1-3-8 6-6-0 j 13-0-0 I 14-3-8 1-3-8 6-6-0 6-6-0 1-3-8 • Scale=1:25.8 4x4= 3 5.00 -12 4x8 I I 33-7 4x8 11 2 4 /� 5 aq Y 8-8 � Imo/ 7 Owl • 8 2x4 I I 8 3x4 11 3x4 11 1 6-6-0 1 13-0-0 I 6-6-0 6-6-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) ((deli L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.04 7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.19 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 • Rep Stress Inch Yes WE 0.09 Horz(TL) 0.01 6 n/a rVa BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight:48lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. WEBS 2x6 DF No.2'Except' 3-7,2x4 DF Std REACTIONS (1b/size) 8=548/0-5-8(min.0-1-8).6=548/0-5-8 (min.0-1-8) Max Horz 8=36(LC 9) Max Uplift 8=182(LC 8),6=-182(LC 9) Max Gray 8=646(LC 2).6=646(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-633/162.3-4=-633/162.2-8=-579/218,4-54-579/218 BOT CHORD 7-8=-65/489.6-7=-65/489 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opsf:BCDL=4.8psf;h=25ft;Cat.IC 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)8=182,6=182. 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 CASE(S) Standard loSEPH b4 a r 9S r "r November 18,2013 0 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design s valid for use with MiTek connector plates only.This design Is based only upon parameters shown,and is for art individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction la the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI?PI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING PLC SBCA atwww.sbcindustry.com. YV/Wuc gue 4 Job Truss Truss Type Qty Ply Gould Job 17518015 B1310559 CO3 Common Truss 1 2 Job Reference(*ohona0 • Pro Build, Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Nov 18 13:12:32 2013 Page 1 ID:jzwHHl1 GmpWCt1IXRyXb42zZOMQ-nIUwJNjZ3KVXHxZOMHH7PErPcc7QzEp8ZDnDoByHxRT -1-3-8 ) 3-4-12 6-6-0 I 9-7-4 j 13-0-0 1-3-8 3-4-12 3-1-4 3-1-4 3-4-12 • 4x6 I Scale=1:25.1 4 5.00 12 „ 4x6 54� 3 1.4 _- 4-,1.0111 2x4 2x4 6 el 2 3- tit 4 7-10 9 8 10x10 = 10x10 = 10 6x8= 7 6x8 = I 4-5-3 ( 8-6-13 I 13-0-0 4-5-3 4-1-11 4-5-3 Plate Offsets(X.Y)• L7.0-4-0,0-4.0).[10:0.4-0.0-4-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/def Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.12 8-9 >999 180 BCLL 0.0 ' Rep Stress incr NO WB 0.56 Horz(TL) 0.03 7 We n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight.150 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins,except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std'Except* 2-10.6-7:2x6 DF No.2 REACTIONS (lb/size) 10=.3958/0-5-8(min.0-4-3),7=3860/0-5-8(min.0-4-2) Max Harz 10=53(LC 12) Max Uplift 10=1487(LC 8),'7=1439(LC 9) Max Gras 10=5066(LC 16).7=5001(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-6486/1893,4-5=-6497/1903,2-10=-253/140 BOT CHORD 9-10=-1581/5450.8-9=-1244/4526,7-8=-1568/5466 WEBS 4-8=-842/2847.5-8=280/1177,4-9=-832/2830.3-9=-283/1189,3-10=-8529/1820.5-7=-8534/1868 NOTES 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7.10:Vult=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.Opst BCDL=4.8pst;h=251L 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 . 5)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2,0-0 wick MOM between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except()t=lb)10=1487,7=1439. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/IPI 1. . . _ 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard %OS2PH 1)Regular:Lumber Increase=1.15.Plate Increase=1.15 w , �'� Uniform Loads(plf) "� 1,.--;i Q .p Vert:1-2=-58,2-4=-58,4-6=-58.7-10=559(8=-543) '�" � _ If i/�x ..f Pr November 18,2013 t A D. WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability I of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainV diagonal bracing to insure stability during construction Is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. CONSULTING"..l delivery.erection.lateral restraint and diagonal bracing,consult ANSIITPI 1.DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING L(C SBCA at www.sbcindustry.com. l Job • Truss Truss Type Qty Ply Gould Job 17518018 61310559 VO1 GABLE 1 1 . Job Reference(optional) Pro Build, Arlington WA 98223 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Nov 18 13:12:34 2013 Page 1 I D:jzwHHl1 GmpWCt1IXRyXb422Z0MQ-8bgk2lpby1F WFjPUiJbUfwneQ?aRG9Q0XGKt0yHxRR I 10-3-12 I 20-7-8 10-3-12 10-3-12 Scale=1:33.8 3x4= 6 7 8 Ill 5.00 12 5 r V 9 4 V It 10 3 ii" y 11 cn e 2 y 12 V � r ii y 1 _A A A PI■II■ill■ill 13 .1 V V V f�N Y Y Y NI lil Y V r 3x4' 24 23 22 21 20 19 18 17 16 15 14 304 C 3x4= 1 20-7-8 I 20-7-8 Plate Offsets(X.Y): [7:0.2-0.Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) tldefi L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr Yes WE 0.06 Horz(TL) 0.00 13 rve n/a BCDL 8.0 Code IRC2012JTPI2007 (Matrix) Weight:89 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std REACTIONS All bearings 20-7-8. (Ib)- Max Harz 1=86(LC 8) Max Uplift All uplIft.100 Ib or less at joint(s)1,13,19;20,21,23,17,16,15 except 24=141(LC 8),14=141(LC 9) Max Gray All reaction 250 lb or less at joint(s)1,13,19,18,20,21.23,17.16,15 except 24=332(LC 2).14=332(LC 2) FORCES (Ib)-Max.CompJMax.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;Vutl=127mph(3-second gust)V(IRC2012)=100mph:TCDL=6.0pst BCDL=4.8psf:h=258;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)All plates are 2x4 MT20 unless otherwise Indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 paf 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,13.19,20,21,23,17,16,15 except (jt=lb)24=141,14=141. 8)This truss is designed in accordance with the 2012.international Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/IPI 1. 9)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard IOSBPH O , T 4 • O F.p r Zvi. . 01. November 18,2013 i • QWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint ft designations shown on Individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. 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Barbara-Jefferson-10505699 page W Jared Baehmer-Lexar Homes 1213 Long Road is A Centralia.WA 98531 of • StruCalc Version 8.0.113.0 10/24/2013 3:46:26 PM Location: Header A Location: Header I Roof Beam Roof Beam [2009 International Building Code(2005 NDS)] [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 3.5 IN x 7.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:338.9% Section Adequate By:230.7% Controlling Factor:Shear Controlling Factor:Shear Location:Header B Location:Header J Roof Beam Roof Beam [2009 International Building Code(2005 NDS)] [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5IN x 5.0 FT 3.5 IN x 7.5 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 163.3% Section Adequate By: 1801.7% Controlling Factor:Shear Controlling Factor:Moment Location: Header C Location:Header K Roof Beam Roof Beam [2009 International Building Code(2005 NDS)] [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 3.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:509.6% Section Adequate By:559.1% Controlling Factor:Shear Controlling Factor:Moment Location:Header D Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 2.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:5947.3% Controlling Factor:Shear Location: Header E Roof Beam [2009 International Building Code(2005 NDS)] . 3.5 IN x 7.5 IN x 7.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:1297.1% Controlling Factor: Moment Location: Header F Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 6.0 FT ��� V�- ---1 24F-V4-Visually Graded Western Species-Dry Use _ L_-� _�--°-- p Section Adequate By: 160.0% 0 r--" Controlling Factor:Moment it ?: 1 Location. Header G ' Roof Beam t [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 4.0 FT \t ]�i FERS-1 ����� (?F7T.OF C0� Mho h---1)EL�PMENT _ 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:313.4% Controlling Factor:Shear Location:Header H Roof Beam [2009 International Building Code(2005 NDS)] 3.5 INx7.5INx6.0FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 160.0% Controlling Factor:Moment • Page . Project: Beam Calcs-Gould,Barbara-Jefferson-10505699 N .Jared Baehmer-Lexar Homes Location:Header A 1213 Long Road Roof Beam Centralia.WA 98531 or [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 3.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:26 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:338.9% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/8976 Dead Load 0.00 in Total Load 0.01 IN L/5402 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 731 lb 731 lb Dead Load 484 lb 484 lb Total Load 1215 lb 1215 lb Bearing Length 0.53 in 0.53 in 3ft BEAM DATA Span Length 3 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width: TW= 5.5 ft Cd=1.15 , Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 3 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 488 plf Comp.L to Grain: Fc-L= 650 psi Fc--- = 650 psi Beam Uniform Dead Load: wD_adj= 323 plf Total Uniform Load: wT= 810 plf Controlling Moment: 911 ft-lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1215 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.96 in3 32.81 in3 Area(Shear): 5.98 in2 26.25 in2 Moment of Inertia(deflection): 4.1 in4 123.05 in4 Moment: 911 ft-lb 7547 ft-lb Shear: -1215 lb 5333 lb 1 Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 page f Jared Baehmer-Lexar Homes / Location:Header B 1213 Long Road Roof Beam C Centralia.WA 98531 of [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 5.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:26 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:163.3% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN L/1939 Dead Load 0.02 in Total Load 0.05 IN L/1167 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1219 lb 1219 lb Dead Load 806 lb 806 lb Total Load 2025 lb 2025 lb Bearing Length 0.89 in 0.89 in sft BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 5.5 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod,of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 488 plf Comp. to Grain: Fc- -= 650 psi Fc- '= 650 psi Beam Uniform Dead Load: wD_adj= 323 plf Total Uniform Load: wT= 810 plf Controlling Moment: 2531 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2025 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 11.01 in3 32.81 in3 Area(Shear): 9.97 in2 26.25 in2 Moment of Inertia(deflection): 18.98 in4 123.05 in4 Moment: 2531 ft-lb 7547 ft-lb Shear: -2025 lb 5333 lb Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 page r Jared Baehmer-Lexar Homes / Location: Header C 1213 Long Road Roof Beam Centralia.WA 98531 of BO [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 3.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:27 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:509.6% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/7503 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 525 lb 525 lb Dead Load 350 lb 350 lb Total Load 875 lb 875 lb Bearing Length 0.38 in 0.38 in 3 ft BEAM DATA Span Length 3 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width. TW= 0 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 3 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 350 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Uniform Dead Load: wD_adj= 233 plf Total Uniform Load: wT= 583 plf Controlling Moment: 656 ft-lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -875 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 2.85 in3 32.81 in3 Area(Shear): 4.31 in2 26.25 in2 Moment of Inertia(deflection): 2.95 in4 123.05 in4 Moment: 656 ft-lb 7547 ft-lb Shear: -875 lb 5333 lb • Page Project: Beam Calcs-Gould,Barbara-Jefferson-10505699 "Jared Baehmer-Lexar Homes / Location:Header D 1213 Long Road Roof Beam Centralia.WA 98531 or [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 2.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:27 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:5947.3% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 50 lb 50 lb Dead Load 38 lb 38 lb Total Load 88 lb 88 lb Bearing Length 0.04 in 0.04 in —2 ft BEAM DATA Span Length 2 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width. TW= 1 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width. TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 50 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Beam Uniform Dead Load: wD_adj= 38 plf Total Uniform Load: wT= 88 plf Controlling Moment: 44 ft-lb 1.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 88 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 0.19 in3 32.81 in3 Area(Shear): 0.43 in2 26.25 in2 Moment of Inertia(deflection): 0.13 in4 123.05 in4 Moment: 44 ft-lb 7547 ft-lb Shear: 88 lb 5333 lb • . Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 page „Jared Baehmer-Lexar Homes / Location: Header E 1213 Long Road Roof Beam Centralia,WA 98531 of NI . [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 7.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:27 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By: 1297.1% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN L/6889 Dead Load 0.01 in Total Load 0.02 IN L/3906 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 175 lb 175 lb Dead Load 134 lb 134 lb Total Load 309 lb 309 lb Bearing Length 0.14 in 0.14 in _ - 7 f< BEAM DATA Span Length 7 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 1 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width. TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 7 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 50 plf Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Uniform Dead Load: wD_adj= 38 plf Total Uniform Load: wT= 88 plf Controlling Moment: 540 ft-lb 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 309 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Redd provided, Section Modulus: 2.35 in3 32.81 in3 Area(Shear): 1.52 in2 26.25 in2 Moment of Inertia(deflection): 5.67 in4 123.05 in4 Moment: 540 ft-lb 7547 ft-lb Shear: 309 lb 5333 lb • . Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 page f Jared Baehmer-Lexar Homes / Location: Header F 1213 Long Road Roof Beam 1 Centralia.WA 98531 or . [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 6.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:27 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By: 160.0% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/1412 Dead Load 0.03 in Total Load 0.08 IN L/848 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1163 lb 1163 lb Dead Load 773 lb 773 lb Total Load 1935 lb 1935 lb Bearing Length 0.85 in 0.85 in — ——6 e BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width. TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adjusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width: TW= 1.5 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 388 plf Comp.--to Grain: Fc-1= 650 psi Fc-1-'= 650 psi Beam Uniform Dead Load: wD_adj= 258 plf Total Uniform Load: wT= 645 plf Controlling Moment: 2903 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1935 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'cl provided( Section Modulus: 12.62 in3 32.81 in3 Area(Shear): 9.53 in2 26.25 in2 Moment of Inertia(deflection): 26.12 in4 123.05 in4 Moment: 2903 ft-lb 7547 ft-lb Shear: 1935 lb 5333 lb • . Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 " page Jared Baehmer-Lexar Homes / Location: Header G 1213 Long Road Roof Beam C Centralia.WA 98531 of - [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 4.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:27 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:313.4% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/4764 Dead Load 0.01 in Total Load 0.02 IN L/2862 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 775 lb 775 lb Dead Load 515 lb 515 lb Total Load 1290 lb 1290 lb Bearing Length 0.57 in 0.57 in an -- ----- — --= BEAM DATA Span Length 4 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width: TW= 1.5 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 388 plf Comp.-1-to Grain: Fc- L= 650 psi Fc- = 650 psi Beam Uniform Dead Load: wD_adj= 258 plf Total Uniform Load: wT= 645 plf Controlling Moment: 1290 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1290 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 5.61 in3 32.81 in3 Area(Shear): 6.35 in2 26.25 in2 Moment of Inertia(deflection): 7.74 in4 123.05 in4 Moment: 1290 ft-lb 7547 ft-lb Shear: -1290 lb 5333 lb . Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 page Jared Baehmer-Lexar Homes Location:Header H g Roof Beam fr1213LonRoad Centralia.WA 98531 of . [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 6.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:27 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By: 160.0% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/1412 Dead Load 0.03 in Total Load 0.08 IN L/848 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1163 lb 1163 lb Dead Load 773 lb 773 lb Total Load 1935 lb 1935 lb Bearing Length 0.85 in 0.85 in 8 h BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width: TW= 1.5 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 388 plf Comp.1 to Grain: Fc- L= 650 psi Fc---= 650 psi Beam Uniform Dead Load: wD_adj= 258 plf Total Uniform Load: wT= 645 plf Controlling Moment: 2903 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1935 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 12.62 in3 32.81 in3 Area(Shear): 9.53 in2 26.25 in2 Moment of Inertia(deflection): 26.12 in4 123.05 in4 Moment: 2903 ft-lb 7547 ft-lb Shear: 1935 lb 5333 lb . Project: Beam Calcs-Gould.Barbara-Jefferson-10505699 page Jared Baehmer-Lexar Homes / Location:Header I 1213 Long Road Roof Beam a Centralia.WA 98531 of • [2009 International Building Code(2005 NDS)] • 3.5 IN x 7.5 IN x 5.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:28 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:230.7% Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN L/2439 Dead Load 0.02 in Total Load 0.04 IN L/1465 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 969 lb 969 lb Dead Load 644 lb 644 lb Total Load 1613 lb 1613 lb Bearing Length 0.71 in 0.71 in - sn BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 14 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 1.5 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 388 plf Comp.L to Grain: Fc-1= 650 psi Fc---'= 650 psi Beam Uniform Dead Load: wD_adj= 258 plf Total Uniform Load: wT= 645 plf Controlling Moment: 2016 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1613 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 8.76 in3 32.81 in3 Area(Shear): 7.94 in2 26.25 in2 Moment of Inertia(deflection): 15.12 in4 123.05 in4 Moment: 2016 ft-lb 7547 ft-lb Shear: -1613 lb 5333 lb • page „Project: Beam Calcs-Gould. Barbara-Jefferson-10505699 Jared Baehmer-Lexar Homes / Location: Header J 1213 Long Road Roof Beam Centralia.WA 98531 of • [2009 International Building Code(2005 NDS)] 3.5 IN x 7.5 IN x 6.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:28 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By: 1801.7% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN L/MAX Dead Load 0.01 in Total Load 0.01 IN L/6202 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 150 lb 150 lb Dead Load 115 lb 115 lb Total Load 265 lb 265 lb Bearing Length 0.12 in 0.12 in BEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width. TW= 1 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by: Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width: TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 6 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 50 plf Comp.L to Grain: Fc- = 650 psi Fc--- = 650 psi Beam Uniform Dead Load: wD_adj= 38 plf Total Uniform Load: wT= 88 plf Controlling Moment: 397 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 265 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 1.73 in3 32.81 in3 Area(Shear): 1.3 in2 26.25 in2 Moment of Inertia(deflection): 3.57 in4 123.05 in4 Moment: 397 ft-lb 7547 ft-lb Shear: 265 lb 5333 lb . Project: Beam Caics-Gould.Barbara-Jefferson-10505699 page "Jared Baehmer-Lexar Homes / Location:Header K so Long Road Roof Beam Centralia,WA 98531 of • [2009 International Building Code(2005 NDS)] 3.5 IN x 12.0 IN x 16.0 FT StruCalc Version 8.0.113.0 10/24/2013 3:46:28 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRAM Section Adequate By:559.1% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.08 IN L/2363 Dead Load 0.07 in Total Load 0.15 IN L/1290 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 400 lb 400 lb Dead Load 333 lb 333 lb Total Load 733 lb 733 lb Bearing Length 0.32 in 0.32 in — 16 ft — BEAM DATA Span Length 16 ft Unbraced Length-Top 0 ft ROOF LOADING Unbraced Length-Bottom 0 ft Side One: Roof Pitch 5 :12 Roof Live Load: LL= 25 psf Roof Duration Factor 1.15 Roof Dead Load: DL= 15 psf MATERIAL PROPERTIES Tributary Width: TW= 1 ft 24F-V4-Visually Graded Western Species Side Two: Base Values Adjusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 2400 psi Controlled by.' Roof Dead Load: DL= 15 psf Fb_cmpr= 1850 psi Fb'= 2760 psi Tributary Width: TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Shear Stress: Fv= 265 psi Fv'= 305 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 16 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 9 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Uniform Live Load: wL= 50 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Uniform Dead Load: wD_adj= 42 plf Total Uniform Load: wT= 92 plf Controlling Moment: 2931 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 733 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 12.74 in3 84 in3 Area(Shear): 3.61 in2 42 in2 Moment of Inertia(deflection): 70.34 in4 504 in4 Moment: 2931 ft-lb 19320 ft-lb Shear: 733 lb 8533 lb , . . •3v 5. 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Barbara Gould o Cover Sheet 63 Elston Ave. :: W Port Townsend, WA 98368 H O M E S i 952.446.1148 4. 92 Kala Square Place Port Townsend,YVA 98368 FILE COPY Parcel # - 989600018 3b0.319.1199 (II r o " c----1 F1 rn � i n o ' 1 3' o N II 3 A 1 a r t ma \' , . 1 '. 1 / //'UN . o b; ,b v Y a T3 X CO av %A / 0 ox' z, it.) 3 -! 33 Et a m co o 11 !�41A o co c 3 rn I. p0 ft! I a a. St E 3 Al 1 r x a 3 3 PIL �. — 3 v B II O N 3 N -4 11 .) A va r SD o v 3' O V 3. d 1 o su. -. DINS.' I _ 1 0 — b 3. rn I 1 _ \ 1 1 5- 1, _ 0 it 3 — pp r \ — 1 2 9 r .; ; 4.. a� N 9 C ® ® ® 30 1 1111 / rom 0 El 0 0 PI El col 1 1111 : i (1 MEIEIE 1 II E, g: E ® EE 1 7 X X N I®1 ® IEl to z. 1:3 El ID El „of, 1 m — 3' 0 ° n E EI � = N fl. /I 3 - LJ 1 . = O (D 9 0 5 3 - § ° ° N 3 11 tAi c pm 7 N N a Q �S 6 2 2 ( N. pO 11 y N O 3 3 N m -, m I s Sheet Contents: Home Owner: 3 N i, � 5 ,_ a -0 rr Barbara Gould =A$N66,,x " Elevations 63 Elston Ave.— w Port Townsend, WAS 18,36,8 H Q M E s w - 952.446.1148 FILE UOPY 1 Parcel # - 9b9600018 92 Kala Square Place Port Townsend,wA 9b368 360319.1799 • • • 3 c• - 6 DI �• 3o A m o o CO O o O N ` r tt rn E :. 1bbb® —I m 6 - 3 be C- s, _. 1,_ 1, / =� -= D ,- "0 I 3 w O Cs' I W 1 o gN N I r 1 r- (C // JH V 1 4040 HS O LILKI L p 1 y— , �� �lrroTh o C lr III a -� 3 1L JM I (1)'k ti I�� 1 w_ r a 2068 �a �4 a ma _ 26128 -� � pp. n 91 J . 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C ul 211 so "1 nom o -. o w; L N N m N told m N O (u ° o kil X 13 m •fl Sheet Contents: Home Owner: g r, s (- Barbara Gould , , . a kj 63 Elston Ave. W Floor Plan Port Townsend, WA 18368 -- H O N E S w 152.446.1148 N 92 Kala Square Place Port Townsend,NA 98368 Parcel #- 981600018 3b0.371.1799 \ 34'-11" \ U1 Zi \ T-1 1l4" \ 9'-3 3/4" \ - 9'-3" \ 9'-3" \ al o v / / r r-1 r-7 1 -1 1 -1 1 / 2 I r---- M,i_r r 7 71- ------1 I iu 1 I-1 N 1 I 1 aim I I- I 4- .1) N m I I F. 41 I I 3 " I I 41 I , x n v 3 rrJ w 1 a GN Q �L� N I :." I I I, • / L111 I 1 N — --- A o t 7 i f o � s . I Tx. , I s r t n II 1 as k V : Ir fi. r ,. 1 • " p A I " ►� r 1 I V' / I �`� y I o as i if I c"-•v ;..W O p U r N s 3 X li 8 A A O 11 r 1 / - t 1 7 � t W r o L _L . A= 11__ _J__,_1 J I V' / / / L J _ �--� ,.^–– _/ –�––J / V Start Joist Layout Here \ 22'- \ - - - 2T-11" \ 4. \ 49'-11" \ O (1I X I a, iU o o rn L rr Q �• 0 L O 3 o• 3 o 3 O ,0 t_Qi r�-r O (p 3 ( , 3 Sheet Contents: Home Owner: — T N R _, • Barbara Gould --J, , . Q . 6 „ 6 -- _. Foundation ik 63 Elston Ave. s vi W Plan Port Townsend, INA 98368 HOMES –XII. es 952.446.1148 N 92 Kala Square Place Port Townsend,YVA 98368 N - Parcel # - 989600018 360.319.1199 N 3 \ 35' \ • v 2'-4 1/2" XI 1/2" \ 12.5" \ \ 5'-4" \ \ 17-3" \ T., 31. - O cv O 5. 11 / / / u / / II P ir 11: - �' / 1 g w 0 7 w In s G tr 6 1 to _ � r / �" ru„ •2466 '��1868a �" J w w 2r / / / / 2066::: 6068 fq g:V:x4)) 4% sl■ 8' \0.-1"I X068� � = k tp X ' N Os a �n u1 / w \ 11'-11/2" 0 o I 04 / m = a j 20--3' 1. 5'-91/2" AI "� ll N 22' / \ / o h J +3 W �/ O 3 N 4040 H5 u' w I I ;c- / r _ ___ -- / / Jr u N - w / I 4t I I z:14 N/ w o e /axa p b U 2068 a w b- 11 4 4 li / / / / / 3-1" 1. 5-10" \ 4'-11" I g of r -. _ X , I \ 9'-5" 10"\ n o N o N 3 ;I x Ts N W / 4 2066 y / I ,. / J 3-1/2"X1-1/2" a" rc.., 3-1/2"X1-1/2" N uI1 GLB(9) GLB(E) 4i / / y .k- 1, r I i i / / /fr 20 •514 G 2020 F)Q020 F)Q020 FX 4%-0 3/64 2' ' 6'-4 61/64" \ \ 22' 12'-5" \ 4'-4" 1. b'-9" \ 4'-6" \ \ 50' \ O Vrn 1 —5 (b to (b Z" rn 0 O co cu . I— 3 n O c • S O (p 0 N t' 3 Sheet Contents: Home Owner: _. j.j>. LA ( Q A Barbara Gould A -- ti j 63 Elston Ave. I w framing Plan Port Townsend, INA 98368 HOMES �n ± 952.446.1148 ill Parcel # - 989600018 I 92 Kala Square Place Port Townsend,vvA 98368 FILE 360.319.1199 c a` o O 0 N O CP 6 N X 0 G C 0 N O N -1 co a ID 0 � 3 3 4 Ili. q IT u, c II ' to 4. = N w fl1 -o — r \ <\ m p � \a.\ (N 1EI 1. d ! 5Z 6,I I �II�EV I I I o v S. PI.I/ a — II I i Ali Ii II I 1, ��► is, , L k -1- jPre-Manufactured Trusses®24"oc w/12-3/s"Heel for Insulation. -,, 4 , 0 A y---, c-it. , . I\ & d C , ,y ► e- ft': El. 5:12 0 4` 11 i 5:12 , 3 3 a II r N PA 9 is 1 a -P A = r G to g : 1:5::: L-- • N rn v N Sheet Contents: Home Owner: T Barbara Gould ! ° VI t i I I 4r Mil • f Roofing & I as g b3 Elston Ave. •• 1 Drainage Plan Port Townsend, way 98368 HOMES \.43‘ ,>. 952.446.1148 Parcel # - 98%00018 92 Kala Square Place Port Townsend,INA 983b8 "' FILL �� 360.319.1199 • 0 (0 ))- . 9E I Ornlitr as • Tri O I ll I II (1 (0 Ii(D 0. 1 0 (D 3 _,. 3 I I al ,_ a jr&ival _!Cli I-ImF Lw p . '— itlw 1 1 cl_. • ____ 0 \ 19'-1" \ N n 2'.0 114" (0 (n ;- 2 `^ 3 , N II II cNO 3n ■ i II 5. i"a. c r 1 N I iiii a del 11 1 ICI ` 0. co =i _ I ICI _ o =`" — _ I 1 JAI i > II ...„... _ Ii. L) (1) ,r), cr. nfi � ti -/� irr L _ - Ir ci. N 2 N -- a II IIIi\ N - 1 cog Cr it) E./, � _- I _ co - N - jam\ R s.�l. '� L 0 11.---.., ,,.. ■ _ �_ O 3 �r� n n a 1 o — i '��=�:� i° �� _ - =--- 1 ..NT, 4 Trdiv =i 'Ll , •■-m I k,_,_-MN'ddB' ,I ). . up l : : N - - r O -151 i _. r . _ rn i 1 I s Sheet Contents: Home Owner: l/ ,� T Barbara Gould ____J` `dr 3 L L' 3 i - ti Gross o as 63 Elston Ave. I 1• i w Sections Port Townsend, INA 95368 - HOMES -1 Si N 952.446.1148 w Parcel # - 989600018 92 Kala Square Place Port Townsend,INA 96366 FI� `,__ 360.319.1 199 • o a 3 3 n g E _0 E. E cn -0 -.1 co m n N' c E. N o, D co v v vi 3'v Ol a w 8 N a o • v v • a m • c0 •• - C'sri co r.� o N c� co = 3 v x o c� o co 3 m flH_ iiUIH< 3 3 0 v A < , N (O b N c g a . C q1 :nh (\ ij- ' U' (D !- ! 3 �. z c 'B• N 3" N 2 O 3. ,.c 2 91 O < g: j c N3 ,: _ to O (I � (30 n' N 3 N 3 3 Q N N 1,1 0 3 N (� m tIl a N(D N 6 O SU (D v 3 a a D a (D N 6 N. -a 3- G R al _ 3 cs O � n N 3. O? • 6@ - . 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N '3- N n N 0 iii E 3 (p can o E• 3 '° 3 m FIT 0 m m m r. cn CO z a 3 c O 7, °_ D' u). a 0 C 0 (fl O_ fl' D il 6 N 3 U' 6 mQ, c,:, p N - n O (o N O N 6 2 r at N 3. (D i (n (D n N Z N N co (D N "a s, o O O_ (1) N -0 E. N O N a O �' N N OE .. aalfl 3. �' 3 N (n Sv .n. Z' - N N Nst0 1B 6a(a CL - 3 (o c Q3 c'�o 3 N 3 UU11 '-. (0 O� 3 9l 3 3• rnv (D (� do ' o � 0 (n m -4 in c 3 3 3 ^(f 1N f 1U O SU . 0, • as " N • 0 Cr C o `G N Q O0 3 CO� p N 3 (SD N l0 a N On . I, cn N sv. O co n SU O 3" 6 N v N 1 (0 - (� Cr 0 N . N r. 3. 3 `� `G - N co N (D (0 CO .0". O, N 3 �' co: (D iv Gf mo I- 3 to w Sheet Contents: Home Owner: N Barbara Gould �! o• A ED Framing 63 Elston eve. I W - HOMES -Notes , a 952.446.1148 � , 92 Kala Square Place Port Townsend, A 98368 W Parcel # - 989600018 YV360.319.1 1 H FILE COPY r • _ m to v1\\ \, 5, \, �N 1 4ig pl l i \ _ �_ 3AY(�C1A AN W 3'rnN ^e.� ra IX\ `I` 3 t 3 fk n o a °=3 a 'r 3 ° a�a v < _o w °A' co NI-+ -a• ' A 1 o O -I•��I� E. a x m c g.co 3 S' N m N -I II� O. 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Foundation Wall fl1, p ° ��, N O o 0 0 0 1=}, It T 3 JJ A ammm T 3 1 E E E E 13 0 3 5 7 7 a wm a.0 91 't, 0 3 m 3 `�� T ?� ^m O R O XW P O�A 3 b A 3 F'0� (O -a n o N `YJ = 3 TTTT - - NN V -{A O t" O o- YC = Cc 111 - , a N N N N -U O 0 co *2 a N al c m N or - O € N a 3 91 Cn 111 a a „' 3 v -Q 0 0 o o T c c �3 � m �3 l0 H iR a�: (0 22 3N•g Er 111 1-, 3:0-, ON, _--_7- O V O N to ?i 3 o 0 0 N^ 0 i 3 O I 'll 5-7/ rt = x xx x xx I— F V'' QQ N Q, E o C N F c ,- N CD CD -D. 3 S O• 3 S y, 3 o o ° a o Tao 2 X. 2 a -o v g t3 to w N N N o m w w N CO o m a 1- 1 bb _ m m+ m m c O1a mm CP 3 mo1 i i 1 o E v x j r-x � x j x 3 fir q� _,,No ' No 1 61=11 -t- o• r'4� r 4 n so r rm m _ 1 m v D O 3 m C N co 6 Tm 3 m Sheet Contents: Home Owner: a `" 10 .- Barbara Gould , . A o a 3 • 8- * N -a Architectural 1 Ja- N 63 Elston A<ve. ■■ w Details Port Townsend, INA 98368 ____,HOMES W 952.446.1148 Parcel # - 989600018 92 Kala Square Place Port Townsend,wA 93Sb8 -� 360.319.1 199 b SD sN 8a. 3 ° w IA t...) 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O0_ -i cm mNmD A N D Z�IZD n- A IPJH ApOm m D I m m mmZ m Z A D P�-DI Z C 3 nGlm mZ��A A 1 r Gl m -Ni o �I D m D 0 A D mD �o C 0 -10 0'm U o o Z NSA m- gym O A = C 0 r =0 r 0 An G7N • 0 7nc� mO r N D A ADO N m� _ �0!m N InuiNA mZ ZG7I D N m mZ'I �_� N m°y n C10+N Gl 0 6.)0 2 z��Z_ c 00 a❑ xi A AD--I =-Imm A A ADS -1 mm "Zmim m m0 N A { > orn m r NZC I{ DD zoAmn z X �Zn 0, D ZC rAD I M = E] m (LION rAZ� °z^mo p NO m' Z I 11 0 x I m• 2 • mmv� E 0)2 A m I N X<0 - D N X<o- mmAA m m 2 O m D m m A N D m F= m rrit,Glm A N AAN A AAN oola m-‹ D N { xAmm m N C' I NN m O A 0 A O O D 0 < ,r \ L TTTT., CD m < m m LEXAR HOMES _ O �,/ \ , ,4 '� aS, m > 1 491 - LS ONO AVE N r w ENGINEERING D PORT TOWNSEND, WA 9B36B 0 I G,'.o f). <' z � w � �% N 9 EXODUS ENGINEERING N m 4 \ _i-- -' PHONE: (360) 91B-1369 0 LUKE @EXODUSENGINEER.CDM . A January 22, 2015 NOTE TO BUILDING FILE REGARDING COMPLIANCE: The applicant is performing work toward voluntary compliance to rectify violations at the site. The STOP WORK order was lifted and the applicant can be provided with a Temporary Certificate of Occupancy at the appropriate time that the completed building inspections allow occupancy. A Final Certificate of Occupancy can be issued after compliance with the site revegetation plan. III A Shoreline Development Permit Exemption Approval was issued January 21, 2015, approving a revegetation plan for the site and stipulating the plantings and compliance timeframe. The applicant has 90 days(April 21, 2015)to complete installation of the plant materials. Joel Peterson JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT UNIFIED DEVELOPMENT CODE TYPE I LAND USE PERMIT SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT EXEMPTION WASHINGTON STATE SHORELINE MANAGEMENT ACT(RCW 90.58) PROPONENT: BARBARA GOULD TRUSTEE B A GOULD REVOCABLE TRUST 103 NORTH LYTER AVENUE PORT TOWNSEND WA 98368 DATE ISSUED: January 21, 2015 DATE EXPIRES: January 20, 2016 MLA NUMBER: MLA14-00012 CASE NUMBER:SDP15-00002 PROJECT PLANNER: Joel Peterson PROJECT DESCRIPTION: MITIGATION FOR SITE IMPACTS; SFR CONSTRUCTION UNDER BLD13-00398 &SEE COM14-00106 WATERBODY AND/OR ASSOCIATED WETLANDS: ADMIRALTY INLET PROJECT LOCATION: Parcel Number: 989 600 018, Site Address: 33 Elston Port Townsend, S-T-R: 35-30N-1 FINDINGS: 1.) The Administrator finds that this application complies with applicable provisions of the Unified Development Code, all other applicable ordinances and regulations, and is consistent with the Jefferson County Comprehensive Plan and Land Use map. 2.) F—The applicant submitted a Habitat Management Plan (dated November 2014) prepared by C3 Habitat Corp. This report provides a restoration plan for clearing and grading within critical area and shoreline buffers and a compensation proposal for an active use area in the buffer. 3.) This Shoreline Exemption approval is related solely to mitigation activities conducted in the Shoreline Jurisdiction to revegetate and restore damage to the Landslide Hazard Buffer Area in the course of constructing a single-family residence outside of the Shoreline Jurisdiction (MLA14-00012/BLD13-00398). It is issued under the exemption for single-family residences, 18.25.560 (8). CONDITIONS: 1.) C—The applicant shall implement the mitigation proposal prior to DCD issuing a building final certificate of occupancy. The applicant shall contact DCD (360-379-4450)to schedule a site visit to review the mitigation area. A building final certificate of occupancy shall not be issued until the HMP has been fully implemented and approved by DCD. 2.) C—The following plants have been approved for installation: kinninnick (Arctostaphylos uva-ursi), salal (Gaultheria shallon), dunegrass (Elymus mollis), coastal strawberry(Fragaria chiloensis), swordfern (Polystichum munitum), Pacific rhododendron (Rhododendron macrophyllum), vine maple (Acer circinatum), and oceanspray (Holodiscus discolor). Plant substitutions may be permitted by DCD and shall be approved prior to plant installation. Landscaping varieties and non-native plants shall not be used. 3.) C--The applicant shall complete the mitigation work within 90 days of receiving a temporary certificate of occupancy and shall contact DCD to schedule a site visit to review the mitigation area for compliance with the approved Habitat Management Plan and permit conditions. If the applicant has not contacted DCD within 90 days, DCD will record a mitigation Notice To Title on the property. Department of Community Development'Staff - _ iii !. 1 • • ' 1 i r ` i . ♦.A -1/ r Z U . z _ I ) i41 a c I is, E of'° \ I m .AS- I DI y+ tj iT 5 ■• — jO _, tb __ ;� m ,,,• lire RF a4 mplt ,�s F mil it uF r Z 01 .Arz li, se J�p Y y'� imji.� T2 4 Ui nl1 i ay il pill m1 Ii Oi wi D i 1!1 1E i ill!1 Orl im A�P !It i its 501 ii r -iy1 ti !I n}1i �'- 1r ■o , ,10,mr-y1 E ei 20- n Sax n111� nit (� I ig7.pad in..., I 1 m , • age `� Z i r` •Apm 44 °O S k "� oA� o ,., ,,i, p °-,�` 1"1 oo . a ''�1 ;' *re I -0 rD �ni '-i� �� �:. R 0® �M r '4 °k � 11 Nf oo u,� 4 o� 0l N • 1 ��\/ � J'.III - Ili':j: w��• 041.`, O ©OC it t -71",:6121117-! �11i Tl1l 5 A M . iltik,�R .0 N Dy...- '? :71 .. Qo i!I. „;,,,,,,.. ,45..........:p to '-'--- ' 'r °� i, 1` aid `f N kt. rn ":. � .7-1 D d tc 0• -1 o D n -o -0 -o -I e Boa EL � � - �� O t.cr f :Cili- a j ' 0O d 0 O N \ - .l CC mo- l ! 1!!d d •O Q 7 K l= i=�YL a n n Q h o N • c =• O' c c N -O t0 5, 3 n O S O =1:11:4iii�:: co II C N -0 tO d 3 5 ._-r O N Cu N Q O �! °' •, :iyfF7=-i O Gi _•.I._;niii O- ro .116;•: t �w 'so to _ to 0 0. _ 1T S O p 7 o N 7 vi S 3 y 0 -., O o O_* O_LO H j O n 0 �, Ot0 �-7 O, p O LA d 3 N ro y W = O O/ O 0 S W 0 0) N D N K d 7 v,n 1 D S O_ < '3 O 7 G 0 V re, O T co ,1*O n o to O S u x 7 cl, co ro a D_ �, - 0 0- o o ri N m Frank Hall From: Joel Peterson Sent: Wednesday, May 28, 2014 10:07 AM To: Frank Hall Subject: Decision on 33 Elston Avenue--BLD13-398 Frank, Phil Shankle from Lexar Homes called me and we briefly discussed his options of 1) re-setting the foundation in the location of the site plan,or 2) re-applying for a new septic location, road setback variance and site plan. Phil will re-set the foundation in the correct area per the site plan and call for a follow-up inspection when it's ready. Joel Joel Peterson Associate Planner,Jefferson County Department of Community Development 621 Sheridan Street * Port Townsend,WA 98368 Phone 360-379-4457 * Fax 360-379-4451 jpeterson@co.jefferson.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 SAVE PAPER - Please do not print this e-mail unless absolutely necessary 1 _ 1 ''''''''4'‘"\\c)„,.. • '""--47., • 1 zs , 4-i- N N '). -F-0 p D C: _3 A•J(L. . \ Rese4:,/E D a/N:14J r I:Et 61 t nor x e.' pe.cEav-_- okAt., 4 fryit ig ..a c pr __ _____ REVISED '. -VISED , \ , .. 0 \ 1 \ ,-, \ 0 \ I 1"t 1 ,50, Fr / \ 1 1 \ \N \ N •S4-7-1-ItTto2 (4,71-17,-/ 14„:,c,;..1.3i}c^ ., . , \ \ 4 c ) , ,• APPROVED \ 6 ,.,. \ ''';\ Oft' Ir(j . Ix_ \>\ \ N 1 , 3, A L.5, _4, i APR 2 2 2014 , ' ,. _ ..,. \\\.\\, \ \ I //,:'i / ,, JEFFERSON COUNTY DEpt 0p. • I Alm! •Iii.... •,. I:4 1:,1/ 1Y-4, 1 I . . . IS GNATU• li..:%RI A 7,,,,t' ,i \ + "y\IA-T C-42- 40 E•/,,,,..5.77, (.0 .0C-\\./e: 5:ti 4Tow(46-47- lFo : S1rE. Iii6t2Art,0 -..,,i,..)v....i .: eA.-42./;-\ Grz., • ■ --.t tl 1\r e-2 PEa .. Ni.:2.7.7 0,0.....i-:,:.,,e4,k4 WA cl63-3(06 • ... •,,, ,,,.. '-'!:-,-•,..,,,, ,,,,t4i•,...., . • tiliffra"."1...".1.151;27-6--all;ipm-----irooPlilikill 0 20 ko C,0 • • 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 WORK IN PROGRESSAND MAY HAVE ADDITIONS/ DELETIONS MADE AT ANY TIME. USE CURRENT LIST. Prescriptive Energy Code Complhce for Climate Zones 6, 5 and Marine 4• Project Information Contact Information Barbara Gould Barbara Gould 63 Elston Ave. 63 Elston Ave. Port Townsend, WA 98368 Port Townsend, WA 98368 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-Valuea U-Factora R-Valuea 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 Wallg'k'l 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21h 0.056 21+5" 0.044 Floor 309 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 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. ;EC ■in 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. JEFFERSON COUNTY ❑ 3. Large Dwelling Unit: 2.5 points DrPT.OF COMMUNITY DEVELOPMENT Dwelling units exceeding 5000 square feet of conditioned floor area. " Table R406.2 Summary Option Description Cre la Efficient Building Envelope la 0.5 0.5 1 b Efficient Building Envelope lb 1.0 1c 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 "1200 kwh Total Credits 1.50 *Please refer to Table R406.2 for complete option description: http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf • • Glazing Schedule Project Information Contact Information Barbara Gould Barbara Gould 63 Elston Ave. 63 Elston Ave. Port Townsend, WA 98368 Port Townsend, WA 98368 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. Feeti1fch1 Feet''nch'nCh Area UA Master Bathroom -Window 0.30 1 2 ° 3 ° 6.0 1.80 Kitchen -Window 0.30 0 4 ° ©Q 14.0 4.20 Bedroom#2 -Window 0.30 0© ° 4 ° 20.0 6.00 Living Room -Window 0.30 0© ° © ° 25.0 7.50 Bedroom #3-Window 0.30 III 6 Ill ° 30.0 9.00 Master Bedroom - Window 0.30 2 ° 4.0 1.20 Master Bedroom -Window 0.30 Q© ° © ° 4.0 1.20 Master Bedroom -Window 0.30 0© ° © ° 4.0 1.20 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 -------- 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 0.30 0 0 ° 0 ° 0.0 0.00 Entry- Entry Door 0.20 0© ° 6 U 20.0 4.00, Utility/Laundry- Man Door 0.20 0©Q 6 U 17.8 3.56 Dining Room - SGD 0.20 Q 6 0 6 10 41.0 8.20 Master Bedroom - SGD 0.20 1 6 0 6 10 41.0 8.20 0.20 0 0 0 0 0 0.0 0.00 Sum of Area and UA 226.8 56.06 Area Weighted U= UA/Area 0.25 • . • Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating 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 Barbara Gould Barbara Gould 63 Elston Ave. 63 Elston Ave. Port Townsend,WA 98368 Port Townsend,WA 98368 Heating System Type: To see detailed instructions for each section.place your cursor on the word"Instructions". Heat Pump • Design Temperature Instruction Design Temperature Difference(AT) 45 Pon Townsend AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area •rtions Conditioned Floor Area(sq ft) 1,491 Average Ceiling Height Conditioned Volume Average Ceiling Height(ft) 8.0 11,928 Glazing and Doors U-Factor X Area = UA 0.30 227 68.03 Insulation Attic U-Factor X Area = UA 5-49 I 0.026 1,491 38.77 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Select R-Value �V No selection --- i Above Grade Walls (see Figure I) U-Factor Area UA 1R-21 .I 0.056 1,360 76.16 Floors U-Factor Area UA R-30 0.029 1,491 43.24 Below Grade Walls (see Figure 1) U-Factor Area UA Select R-value v I No selection --- Slab Below Grade(see Figure 1) F-Factor Length UA Select conditioning I No selection --- Slab on Grade(see Figure 1) F-Factor Length UA Instructions No selection Select R-Value I. Location of Ducts Instructions -- Duct Leakage Coefficient r Unconditioned Space .10 Sum of UA 226.20 Envelope Heat Load 10,179 Btu/Hour Sum of UA)(AT Air Leakage Heat Load 5,797 Btu/Hour VolumeX 0.6 X.1TX 018 uhnvo..Arlo l Building Design Heat Load 15,976 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 17,574 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 21,967 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 (07/01/13) 4.(<' c°° JE RSON COUNTY ti �� D't ARTMENT OF COMM1ITY DEVELOPMENT ? 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.jefferson.wa.us/communitydevelopment -TSHING�o Tel:360.379.4450 I Fax:360.379.4451 I Email:dcdco.jefferson.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): New construction SFR 1491 sq ft Tax Parcel Number: 989600018 Property Size: (acres/square feet) Site Address and/or Directions to Property: Property Owner(s)of Record: A ',to .4,e,¢ l ou id Telephone: O - 0%— . 0 Fax: email: Mailing Address: / 93 i'' _ :,.,t0)____, P TO-u° k--y,. W79 9 8?, d e Applicant/Agent(if different from owner): ,s e../..;44 A' /10 al r' 5 Telephone: -.s60 3 7 5'+ / 7 5? Fax: 360-379- .4//7/1 email:ns 1 A'h �a `o7.4ri cr'i1-4S Mailing Address: yy A'i�% Si:.i�¢7?e fL. i�L >r3,v, s't�;,✓,i / cO"'1 What kind of Permit?(Check each box that applies ❑ Lot or Road Segregation n •Building ❑ Critical Areas Stew; • i. �r'`. E v ❑ Demolition Permit ❑Variance(Minor, Maj., • L-• t'4• - • -Ic s • Single Family • Garage Attached/Detached ❑ Conditional Use[C(a),'C,(d176r C]** ❑ Manufactured Home ❑ Modular ❑ Discretionary"D"or Ur named Use Classification' ❑ Commercial* ❑ Special Use(Essential Public FaQil_ities)** ❑ Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** 6 ❑ Home Business ❑ Cottage Industry ❑ Binding Site Plan** u t"' )Ei0C`0I�N 0PME n ❑ Propane ❑ Long Plat** rro7.OF COMMUNITY�� ❑ Sign ❑ Planned Rural Residential.D- ••ment(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration*'' ❑Stormwater Management ❑ Shoreline Master Program Exemption/Permit Revisions*" ❑ Site Plan Approval Advance Determination(SPAAD)* ❑ Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑ Comprehensive Plan/UDC/Land Use District Map Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate to act as my agent in matters relating to this application for permit(s). - it OWNER SIGNATURE % �2t�. .. ,14y, Date: )i - )) - )3 By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application, at he or she wants prior notice, ; Signature: • / i—et...* _ �J2 � .k Date: )a-) ) " ) The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transf. ble re onsibility for adhering to d corrr,,mply�,ing with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: 6-w( Date: ) — J "3 07/24/2013 • BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced her 1,,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: C,r✓1 1..- a_ Date: 1,`//—/3 GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: X , X4--777 e S (360 5'7 5- / ?5.' (360) 3 —y/?-/ MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: /1C)//)e# 7o 9 1 7 NUMBER ARCHITECT/ENGINEER: �f0 }�ii S �,.�1 ,: k t,�,^,7 PHONE (pc) 7/1—/Ay FAX:( ) MAILING ADDRESS: �( V , EMAIL Nx-,_co, 4;x cdt_s ,,,4, `y r 2;"V ���.. Pr ject Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: New )(Wood Existing: Sewer Addition 11 Steel Proposed: Bank Community System Alteration/Remodel LI Concrete Total: 2, Height: „X Individual System Repair 1! Masonry SEP Permit# Demolition Other: Bedrooms: Water Supply: Existing: Setback: Private well Two Party Type of Heat: Proposed: T )C public Total: 5 Name of System: / If this is a Commercial Project you must answer the following: e Number of Parking Spaces: Current: Proposed: — Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit, mark all items below that apply: 4V 4 Underground Tank Above ground tank Size of Propane Tank: Heat Stove Cook Stove Woodstove Fireplace.nsert rehtO i evotS telleP I knaT retaWtoH i Is this appliance being installed in a Manufactured/Mobile Home? Yes / No When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines, tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only Amount Revision Main Floor Heated • H Bld App Review: ✓ 2' Floor Heated Consistency Review: 2-z . Other Heated Base fee: / S---,? e>o Mezzanine Additional Section: Heated Basement .../----- Plan Check fee: / 0 g / • S-3- Unheated Basement State Surcharge fee: 1S Other Unheated / Pot Water Review fee: /`-'L� CFA Garage/Carport SUBTOTAL i ,- qgq 13140.91w, `QS-. 057 Decks 911/Rd Approach fee: 141 1 s_,►•S2 -- Other TOTAL: $ Receipt Number: I1I -1 L( Cash/Check Number: 'u -- o ESTIMATED COST(REQUIRED) Date: t •Fair market value of all labor and materials foundation to finish ' 2// C V I 3 / )J 0 C Initials:ll ( - 07/24/2013 4110 411 } CC I-1 O O 0 LL N -0 Z LL. \ O H O O � O •- -- N "•■ CC O 4- N — — O -3 Z O _0 - Ni- • 4 O O L J "0 E OC 'O 4-, N C U 0 O I-- LJJ O f=t Z +, "O H O O CC •- 7 L L L C3 f� CL _0 0 C.) C-) CC Z O 7 C) J C1 0- M � � G3 I- I-- O O CY) Cr) CO N CD CV N 'O O = O 1 C� I- LID CY -0 C!7 N- UJ C = 3 O Cr) 3 I- 00 � O CC LID O CJJ CJ3 Q J C_) 0 LLJ I- LID -0 CL LLJ Cr Z LLJ C = I- CC H I- W -- CC CO 3 U7 J Z 3 ✓ CV I- CC = CO M I- NI- CO Q CIJ CC CL -0 CC O LLJ CO LLJ OD I- U C LLJ CV J W O LLJ O_ Lf7 3 CO CC 0 7 U7 O Cr) LLJ LLJ Q CD J W = •• CY r- H LLJ X � O = CC H CO 0_ O 7 I- Q CC O Cr) U O CD I- CD O CO CC 0 J Cr) I- = Lu J CV LL M CC C, cc I— Q = H U W -0 LLJ CO I- X Lu CC O X Z CC C_) O_ .- I- CD J Q CD O O CJ7 0 CA 0_ CO CO CO O O I- J O 00 = CC CC N rx O = 7 C1 O CC O I- CD O_ J O +, '.. CD CO CO C1 OD CD CO - +-0 O CO O Cf7 7 ti ' O ,- O CV O CO J 07 = CO O 07 0] CD C1- O CO O O — CO ti O O -0 C- � � .- C.) CD CV CV 7) ## C O J CV •- L 3 C_ _ ]L C — CD O +-0 CV O N N = CD -- = CD L O CJ 00 CD -0 > CO U L L C1 - O 0 C1 L U 0 X +, U -0 X 0 CD 0- 0 -- -- 0 N I— I— X 4- I— UJ 0 4- X X I- CC • S Jefferson County DCD Building Division Correction Notice PERMIT NUMBER ? ii ,i'. Co 3c OWNER UA JOB LOCATION . E k '\ Inspection of this structure has found the following violations: . - 2--- 4 1 _1O - 0,° 'i".A L 0 r- Li Fos-k Vert - 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 j/5'// - Inspector UZ BUILDING DIVISION (360)379-4450 INSPECTION HOTLINE(360)379-4455 I THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • S Jefferson County DCD Building Division Correction Notice PERMIT NUMBER ! '3- 0039S OWNER cC>Lcl JOB LOCATION 33 k-LSTOis A Je Inspection of this structure has found the following violations: ICED Ad ,-r Lob is-reTb &x,4 CiL'�' PER rr P1-14 ti) t� 6i1'B46K rs a�:� . 15 ' 9 414 10 e .5 '? 17 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 fo inspection. Date ,JO`7- CY/ Inspect. BUILDING DIVISION (360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • • Jefferson County Building Division Permit Number: BLD13-00398 Applicant: GOULD TRUSTEE 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 Erosion Control Foundation Footing u`F /P��4 001 Footing Drains Foundation Stem Wall j,f Underground Plumbing �! Under Floor Framing 1(41 it AM 1,111Q- o_g4,71 tNids,(/ Straps(hold downs) r Ext.Shear Wall Nailing C� Rough-in Plumbingy Framing /IL( Blocking Airseal . "-- Insulation:Walls Insulation: Floors Insulation: Ceiling Int. Shear Wall Nailing Wallboard Nailing .3/ti//I' Gas Line: Interior f Gas Line: Exterior //.1/1,( Propane Tank y�/�f- Heat/Chimney Clearance $//3/j" ( Mechanical Systems ��() V( Duct Test Cert Blower Airtight Test /Y6///' Smoke&CO2 . /(47/1.c Drywell/Alt Drainage / Address Posted ^yr X115- 'J System Finaled 7�r Cam" I • • ? i ( LJ . 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 L,1/4-//c 111 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD13-00398 1.) The road approach permit(RAP11-40) must be inspected and finaled by the Jefferson County Department of Public Works prior to the final inspection/certificate of occupancy of this residence. Contact Terry Duff, Department of Public Works at 360-385-9159 for the final road approach inspection. 2.) 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. 3.) 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. 4.) 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. 5.) The revised site plan as submitted with the New Single Family Residence With Attached Garage application on February 6, 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 April 22, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 6.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 7.) 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. 8.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 9.) 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. 10.) 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. 11.) Elston Avenue setback is 17 ft, approved through an Administrative Setback Variance under case ZON14-00003; rear building setback is 50 ft from the top of the bluff as depicted on the SPAAD; side setbacks should be no less than 5 ft. 12.) The building height is not to exceed 35 feet. 13.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 14.) Residential developers and individual builders shall be required to preserve shoreline vegetation and reduce the associated risk of erosion during construction and any future activity which may impact the stability of the shoreline. 15.) A prescriptive 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. 16.) A Geotechnical Report was submitted by G.W. Thorsen, Consulting Geologist on May 18, 1999 and an Addendum on August 19, 1999 in conjunction with development of Prospect View Estates. The report addressed the stability of the geologic hazard area. A setback of 50-feet shall be maintained and measured perpendicularly from the top or toe of the geologic hazard to the proposed single family residence. 17.) Landslide Hazard Areas and their associated buffers shall remain naturally vegetated. Should buffer disturbance occur during construction, the Unified Development Code (UDC) Administrator shall require replanting with native vegetation. No alterations shall be made to the Landslide Hazard Area or its associated buffer without prior authorization by the UDC Administrator. 18.) 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." 19.) All construction activities shall not encroach upon the prescriptive 30-foot, naturally vegetated landslide buffer. This includes the storage or preparation of materials. 20.) The applicant shall permanently separate the boundary of the prescriptive 30-foot, naturally vegetated Landslide Hazard Area Buffer from the remainder of the subject property through installing logs, trees, a hedge row, or any other prominent physical marking approved by the UDC Administrator. 21.) This parcel is within the Chimacum Creek no shooting area per JCC 8.50. 22.) 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. i • 23.) 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. 24.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). \\tidemark\data\forms\F_BLD_Permit_BIdg.rpt 4/25/2014 • • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD13-00398 Received Date: 12/19/2013 SITE ADDRESS: 33 ELSTON AVE Issue Date 4/25/2014 PORT TOWNSEND, 98368 Expiration Date 4/25/2015 OWNER: BARBARA GOULD TRUSTEE PHONE: 360-301-6033 B A GOULD REVOCABLE TRUST 103 NORTH LYTER AVENUE PORT TOWNSEND WA 98368 PROSPECT VIEW ESTATES SUBDIVISION: Block: Lot: 18 PARCEL NUMBER: 989600018 Section: 35 Township: 30 N Range: 01 W CONTRACTOR: PHONE: PHONE: PROJECT DESCRIPTION: NSFR W/ATTACHED GARAGE TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW IN 1,491 VALUATION 179,151.00 ADD'L: HEAT TYPE: CODE EDITION. 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: 484 SHORELINE: CONST TYPE: DECK: SETBACK: 50 BANK HEIGHT: 100 SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,587.00 MEB 12/18/13 145646 Exist: Exist: Plan Check $1,031.55 MEB 12/18/13 145646 Prop: Prop: State Building Code $4.50 MEB 12/18/13 145646 Total: Total: Potable Water Application $66.00 MEB 12/18/13 145646 Total: $2,689.05 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