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HomeMy WebLinkAboutPermit D12-373 - HOMESTEAD AT FOSTER POINT - LOT 5 - NEW SINGLE FAMILY RESIDENCEHOMESTEAD AT FOSTER POINT - LOT 5 13303 57 AV S D12 -373 City dlkTukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 2172000230 Address: 13303 57 AV S TIIKW Project Name: HOMESTEAD AT FOSTER POINT - LOT 5 Permit Number: D12-373 Issue Date: 05/09/2013 Permit Expires On: 11/05/2013 Owner: Name: TODDLAMB LLC Address: 2734 58TH AVE SW , SEATTLE WA 98116 Contact Person: Name: GLENN ALMOND Address: PO BOX 188 , PUYALLUP WA 98371 Email: GLENN.ALMOND @YAHOO.COM Phone: 253 - 405 -3035 Contractor: Name: HIGH COUNTRY HOMES LLC Phone: 253 - 840 -5660 Address: PO BOX 188 , PUYALLUP WA 98371 Contractor License No: HIGHCCH898DN Expiration Date: 03/15/2015 Lender: Name: INSCO DICO GROUP Address: 9750 THIRD AV, SUITE 305 , SEATTLE WA 98115 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3168 SQ FT SINGLE FAMILY RESIDENCE WITH A 491 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: EROISION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER METER, AND UNDERGROUNDING OF POWER. FOSTER POINT WATER & SANITARY SEWER CONNECTION CHARGE. TRANSPORTATION IMPACT FEE. THE SHORELINE PERMIT ASSOCIATED WITH THIS BUILDING PERMIT WAS MAILED TO THE DEPARTMENT OF ECOLOGY ON MAY 6, 2013. A 21 -DAY APPEAL PERIOD BEGINS WHEN THE SHORELINE PERMIT IS RECEIVED BY THE DEPARTMENT OF ECOLOGY. IF AN APPEAL IS FILED THIS BUILDING PERMIT MAY BE REVOKED AND ANY WORK COMPLETED UNDER THIS PERMIT MAY HAVE TO BE REMOVED. THE APPLICANT IS PROCEEDING AT THEIR OWN RISK IN COMPLETING OR ENGAGING IN ANY WORK DURING THE 21 -DAY .APPEAL PERIOD. Value of Construction: $392,018.47 Fees Collected: $45,557.85 Type of Fire Protection: International Residential Code Edition: 2009 Type of Construction: Occupancy per IBC: 22 Electrical Service Provided by: SEATTLE CITY LIGHT ** *continued on next page * ** doc: IBC- SF7 /10 D12 -373 Printed: 05 -09 -2013 • Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 10 c.y. Fill 10 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: I hereby certify that I have read and e governing this work will be complied Date: 05 amin d this permit and know the same to be true and correct. All provisions of law and ordinances vith, hether specified herein or not. The granting of this permit does not presit'e to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Dates 7-.07of3 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional m responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. doc: IBC- SF7 /10 D12 -373 Printed: 05 -09 -2013 9: There shall be no occupancy of a buildiniitil final inspection has been completed and Ooved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire- resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. doc: IBC- SF7 /10 D12 -373 Printed: 05 -09 -2013 31: The applicant agrees that he or she will a licensed plumber to perform the work ou411d in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 36: All new sprinkler systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinlder work shall commence without approved drawings. (City Ordinance No. 2327). 37: Every building shall be accessible to Fire Department apparatus by way of access roadways with all - weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn- around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 38: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) 39: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 40: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 41: Maximum grade for all projects is 15 %. 42: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 43: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 44: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 45: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 46: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 47: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 48: Owner / Appicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this Building Permit. Per City Ordinance no. 2177, section 1 -C -3, "New Homes constructed after September 1, 2007 are required to make full sewer connection fee payment before issuance of the Ctiy of Tuwila's building permit. New homes are also required to pay in full the current fee set for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to the Public Work's final inspection approval. 49: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Project Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. Backflow device is (optional) if a FLOW - THROUGH SYSTEM is installed. Coordinate with the Public Works Project Inspector. doc: IBC- SF7 /10 D12 -373 Printed: 05 -09 -2013 • • 50: The house fire sprinlder system shall be designed by a Fire Sprinlder System Designer. Designer shall verify in writing to the Public Works Project Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. Coordinate with the Public Works Project Inspector. 51: FOSTER POINT SANITARY SEWER CONNECTION CHARGE (ORDINANCE NO. 2177) APPLIES TO THIS PERMIT. 52: FOSTER POINT WATER CONNECTION CHARGE (ORDINANCE NO. 2177) APPLIES TO THIS PERMIT. 53: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 54: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 55: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. 56: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 57: Any material spilled onto any street shall be cleaned up immediately. 58: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 59: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 60: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 61: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 62: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. doc: IBC- SF7 /10 D12 -373 Printed: 05 -09 -2013 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. 0-- 173 Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *please print ** SITE LOCATION l King Co Assessor's Tax No.- .1)At`(Ql ,p�1 %?60e)..., Site Address: /33oZ 1.1s ie ,S to % S r PROPERTY OWNER Name: b\ s...1,4„) \ M 1 Name:) I I. t. .catwrr� 14' me C /' LLl.. Address: 1 Y 9 iii-rk IV Email: A QI) Q ron1 • Ct ( MO P k-041100 a C O+'r■ City:1 U ,.1,ta1 \ 41 to IAJ . 'N 7 CONTACT PERSON - person receiving all project communication Name: b\ s...1,4„) \ M Address: ELI .D,7-T'' ST P- AI City:,p 1 t� St te• sk ,43, 7.3._ Phone -1 nib 30 ax: _ sliU_ .k'cS a 333 Email: A QI) Q ron1 • Ct ( MO P k-041100 a C O+'r■ GENERAL CONTRACTOR INFORMATION Company Nang: ti 111-. Coil n)Te1 14 v r e c LLL Address- 9 Y■S City: ..p p I k St R,► d\ /r3 7 V Phone". X33- 8yJ- Fax 5(ylo(s) eD53 -8.% -3350 Cont} Rig CC{ $e',D1N ExpD Date: 'j /3 Tukwila Business License No.: 07?-3g Co ARCHITECT OF RECORD Company Name: 1 N �1 Vvst r KPSti 9 Company (� Architect Name: J Kevi∎ ag■)sen1 Address: j o� M A iNt4 STri e 10 City: S State, , \ ti y t e r vJ � Zin o Fax -801n- +1'4 In Phone- 3 -$a b 7804r Email: ENGINEER OF RECORD Company Name: � _q4 _1.1 t,vvee I'i Ni Engineer Name: 1 �r-1? TLQSr ro v 1 Address: �9- 9 S Q9 2 "A`ii I City: $tate: Z me.K ji�meval %t0 /0 Phone: 3(06 -R$[� -)0/ J 7 Fax: • _3(00 - 1356 -l8 /b Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:. N b co Y) e- O L rout= Address: 950 -3, el icku VU � S 3� City: ,.Ei -1 �-- sttar k • 4 3 LS- H:\Applications\Forms- Applications On lane \2011 Applications \Combination Pernut Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 1 of 4 • PROJECT INFORMATION — 1 Valuation of project (contractor's bid price): $ 'yd, O Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — 1 PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1' floor /572Y rd floor r t yy Garage "carport • rF/ Deck — coveredncovered • /ge Total square footage 3g- y .7 o Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206 -575 -4407. EQUIPMENT AND FIXTURES — 1 INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: l/ Value of mechanical work $ �.�w furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing /gas piping work $ _3 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) fuel type: ❑ electric gas appliance vent 4 ventilation fan connected to single duct 1 wood /gas stove water heater (electric) other mechanical equipment bidet floor drain l sink lawn sprinkler system H:Upplications\Forms- Applications On Lme\201 l Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh _/ clothes washer shower 3 water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. W ER DISTRICT ...Tukwila 0... Water District # 125 ❑ .. Highline ❑ ...Letter of water availability provided SR DISTRICT Tukwila ❑ ...Sewer use certificate ❑...Valley View ❑ .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size - 22" X 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑...Hold Harmless - (SAO) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY:/ ❑ ...Right -Of -Way Use - Potential disturbance Construction/Excavation/Fill - Right -of- Way... ❑ -or- Non Right -of -Way.. ©� ...Total Cut ❑ ...Total Fill /Q70 ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ ...Permanent Water Meter Size ❑ ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size ❑ ...Sewer Main Extension Public ❑ - or - Private ❑ ❑ .. Work In Flood Zone Il<li-Orm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut ❑ ..Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water " WO# " WO# " WO# f) ❑...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: ��s-n`` —% Ae.t .p [� s I Day Telephone: Mailing Address: / le /OD / /44(7 ity WATER METER REFUND/BILLING: J Name: My %+ L20ti"✓77-y LL C Mailing Address: if<=',0 ii3[bX > P8 Day Telephone: City 4:953 5660 d q j83 7! State Zip H:\Applications\Forms- Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bb Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER 0 AU Signature: Print Name: ED AG Mailing Address: 1 88 H: \Applicattans\Forms- Appincanons On Line \2011 Applications \Combination Pernvt Application Revised 8 -9 -1 I.docx Revised: August 2011 bh Date: //" Day Telephone: c9533 -170S7- 30 � Af►4 (.�>,� Cif State 9837/ Zip Page 4 of 4 • • PUBLIC WORKS BULLETIN Al PERMITS AND FEES CITY OF TUKWILA Public Works Department 206 - 433 -0179 This Bulletin summarizes permits Public Works (PW) issues for onsite development and for activities in the right -of -way. Public Works permits can be issued as part of a building permit or as a Miscellaneous permit. Most Public Works permit fees are flat rates, except for Type C permit fees, which are based on the value of the construction work. For Type C permits, PW collects a base application and plan review fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Flat rate permit fees are due when the permit is issued. After the permit is issued, PW may assess additional fees for Revisions and inspections. These additional fees must be paid before the PW Final Inspection occurs. Refer to Bulletins A2, A4, A6, and A7, for more information. PERMIT DESCRIPTION Short -term Nonprofit Type A Issued for 72 hours to nonprofit organizations for assemblies, bike races, block parties, parades, parking, processions, nonmotorized vehicle races, street dances, street runs. Flat Rate $50 Short -term Profit Type B Issued for 72 hours to for - profit entities for fairs, house moves, sales, street closure. Flat Rate $100. Construction Type C Issued for 180 days for activities in the right -of -way and on private property. These activities include sewer, water, storm drainage, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting /striping, sidewalks, trenching, utility installation /repair. Calculated fee based on construction value. Refer to Bulletin A2 to estimate permit fees. Long -term Type D Issued for periods greater than 72 hours for activities which do not disturb the right -of -way including: air rights, bus shelters, access to construction sites, loading zones, newspaper sales, recycling facilities, sales structures, sidewalk cafes, awnings, benches etc, underground rights, utility facilities, waste facilities. Flat Rate $100. Potential Disturbance Type E Issued for 180 days for activities having a potential to disturb the right -of -way, such as hauling 6 loaded vehicles/hr /8 hr day for 2 or more consecutive days or hauling hazardous waste. Flat Rate $100. Blanket Type F Issued for 365 days to telecommunications and cable franchisee, and utilities for connections, repairs, pulling cable through existing conduit, and emergencies. Flat Rate $250 plus $5000 PW inspection deposit. Flat Rate $100 /PW Inspection. Approved 09.25.02 Last Revised 01.01.11 1 • BULLETIN Al Flood Control Issued whenever there is construction, development, or substantial improvement within a shoreline, a special flood hazard area, or a flood -prone area. An FCZP grants approval to construct or develop within a flood hazard area, a flood -prone area or the shoreline, but does not replace the need for additional permits such as a building permit or a land altering permit. Refer to Bulletin A7. Flat Rate $50. Water Meter - Permanent Issued for domestic water supply for all new or reestablished services when sewer discharge rates are calculated based on water usage. Each individual building requires a separate water main tap. The fee includes a City- provided water meter. Fees listed below. Water Meter — Water Only Issued for a separate service from the main that will not discharge to the public sewer. The fee includes a City- provided water meter. Fees listed below. Water Meter - Deduct Required to meter water not discharged to the public sewer. The Permittee provides, owns, installs, and maintains the meter. This meter is installed downstream of a permanent water meter. An example is landscape irrigation. Flat Rate $25. Water Meter - Temporary Required for use of public water, on a short -term basis, where a metered supply does not already exist. The Permittee rents the meter from the City. Examples include dust suppression during construction or water supply during hydroseeding. Fees listed below. Reviews Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Revisions Charged for each revision to approved plans. Fee per revision is 25% of the Issuance and Inspection fee. Inspections Charged for each inspection after the first two at a rate of $60.00 /inspection. WATER METER FEE SHEET Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011 — 12.31.2011 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $1 2525 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES Please refer to Customer Assistance Bulletin A3 Pavement Mitigation and Transportation Impact Fees This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.01.1 1 2 1 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206 - 433 -0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right -of -way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right -of -way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting /striping, sidewalks, trenching, or utility installation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.01.11 • PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C Grading Fills in the regulatory floodway shall not be permitted. Per TMC Chapter 16.54.050: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Excavation for construction of a structure permitted under this code. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or trenches for utilities. 5. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or .clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.01.11 ■ • BULLETIN A2 • TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME /Ant Sriy 6 PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water g goo Road /Parking /Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $250 (1) 5. Enter total excavation volume Enter total fill volume / t 0 cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 15T 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ (4) (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 3 RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) $ (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate .. (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 1 • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2012 - 12.31.2012 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.12 Temporary Meter 0.75" $300 2.5" $1,500 3 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 2172000230 Permit Number: D12-373 Address: 13303 57 AV S TUKW Status: ISSUED Suite No: Applied Date: 11/29/2012 Applicant: HOMESTEAD AT FOSTER POINT - LOT 5 Issue Date: 05/09/2013 Receipt No.: R13 -01579 Initials: JEM User ID: 1165 Payment Amount: $42,654.90 Payment Date: 05/09/2013 04:17 PM Balance: $0.00 Payee: HIGH COUNTRY HOMES, LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 8448 42,654.90 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES CASCADE WATER ALLIANCE FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLAN CHECK - WATER METER PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SEWER - HOME /DEVELOP STATE BUILDING SURCHARGE TRAFFIC IMPACT FEES WATER - HOME /DEVELOP WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 000.322.100 3,889.15 640.237.500 6,005.00 90830402.5000.5304.XXXXX 922.00 000.322.102.00.00 189.00 90330109.5000.5301.XXXXX 1,426.00 000.345.830 10.00 000.322.103 00.00 252.00 000.342.400 23.50 000.342.400 125.00 402.379.002 18,000.00 640.237.114 4.50 104.345.840 00.00 1,297.22 401.379.002 9,896.53 401.379.002 60.00 401.342.400 15.00 401.245.100 490.00 401.343.405 50.00 Total: $42,654.90 rinn• RPraint -(1R Printcrt ns -n4 -2013 City of Tu i1a, Department of Consiunity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: hap:/,1vww.ci.n,kwila.wa. us SET RECEIPT • RECEIPT NO: R12 -03217 Initials: WER User ID: 1655 Payee: HIGH COUNTRY HOMES LLC Payment Date: 11/29/2012 Total Payment: 5,805.90 SET ID: 112912 SET NAME: HOMESTEAD AT FOSTER POINT SET TRANSACTIONS: Set Member Amount D12 -372 D12 -373 TOTAL: 2,902.95 2,902.95 2,902.95 TRANSACTION LIST: Type Method Description Amount Payment Check 1843 5,805.90 TOTAL: 5,805.90 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 5,055.90 000.322.100 500.00 000.345.830 250.00 TOTAL: 5,805.90 INSPECTION RECORD Retain .a copy with permit 12 -3) 3 INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro' c k ,n u =_Ast ,1 .0k- 6 r .�"-I P Type f Inspect'on: T 1 Address: 13303 s7 AVt Date Called: Special Instructions: r/, `� 7 Date Wanted: _ _' : Requester: kok. Phone 3 -'405 -3O-33-- Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: c k ,n u =_Ast ,1 .0k- 6 r .�"-I P Q K Flo-I% r r c1 GC Le- -'� r -P ":"C" T �Q K t�o (A- — C 6 1 ( D k 1::' 4 it4' - fre /Le?' e P if? OP kok. Ins ctor: Date: (o t3 REINSPECTION FEE REQUIRED. Prior to next.inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schec,ute reinspection. 1 INSPECTION RECORD Retain a copy with permit INSPECTI N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C 6300ESouthcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: eS �A TYPeI •*U rt 0 A C r' 0 , n G Address: t 33 63 5-9 ``AUL Date Called: Nee _c ',4 .S,) I `f -`; ' A . - s'&-14L -- Special Instructions: �j, �� I 1 0 `^� Date Wanted: /® - Z Z - /3 p.m. Requester: Ph7neS.. --440_5-30_3 Approved per applicable codes. orrections required prior to approval. COMMENTS: ... A- e`s- r pAJL )44-( c_ Nee _c ',4 .S,) I `f -`; ' A . - s'&-14L -- 2.9 Co r6AS F-jA) YLL, Inspector: Date: n REINSPECTION FEE RE4UJRED. Prior to o next inspection. fee must be paid at 6300 Southcenter B d.. Suite 100. ealt to +schedule rginspection. Y • %.,121700. Nittft&M.00I m.e- - - r�� .. • -- `�= - - ....._ 4(5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300.5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project M PS 11 l TYP \— I� .ti 1 ! II Address: 133 O 3 5 r7-- Auk-- Date Called: Special Instructions: 0 ` Date Wanted: %aJ.rr I 0 .- 2-2 —13 p.m. Requester: Phone No: 3 - -4 0.5 -303S Approved per applicable codes. orrections required prior to approval. COMMENTS: JA-! Lte To CAS s,e1 -7` Ncjs'r"` 8P -c .sr: (t. Inspelrtor: Date: p REINSPECTION FEE RECORED Prl r to next inspection. fee must be paid at 6300 Soutl ceiter Blvd. Suit, 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: lrb me_ s -rf- Type of Inspection: V J)\ Pty mg, Address: _ --r4 Date Called: Special Instructions: (sa-r--s" Date Wanted/ 0 Z. tea, m., "Requester: Phone No: 7, >3 - -4 OS-3 035 Approved per applicable codes. Corrections required prior to approval. COMMENTS: n REINSPECTION FEE ' EQUIR paid at 6300 Southcenter Blv to next inspection, fee must be 100. Call to schedule reinspection. ,12 -3'73 t. 4173 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: e ST-,4 Js Typ ..ce Inspe tion: Y'; kJ A-A Me Address: t 33 03 59 Aug Date Called: Special Instructions: _�_^If / Date Wanted: i a.m. 10 —22 -13 `Or Requester: Phone No: _4 65-3 03.E �.a3 Approved per applicable codes. IJ Corrections required prior to approval. COMMENTS: Inspe tor: DatTe n REINSPECTION FE RE IR D. ° for to next inspection, fee must be paid at 6300 Southcenter Blvd.. ite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit [r2-37 3J INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t,, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: HUVIE STEM> Type of Inspection: - LA {4e ■dress 3z0Z cS 7 �t e U S. Date Called: Special Instructions: . Date ryWan,ted: t J.2--7! 13 mom` p.m. Requester: Phone No: <pS3 -L4 o'S -' 5 121tAg...... proved per applicable codes. 0 Corrections required prior to approval. COMMENTS: n ' Ely PECTION FEE REQUI ED. Prior t• next inspection. fee must be d at 6300 Southcenter 8 d.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permi PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj t: t'" kke--S ik Type of nspection:_ ._.� \ ik ik ,j_ASLIkAr% oOk Address: 133 f93 SI _ Avi.- Date ailed: Special Instructions: /74.7.11% Date Wanted: C.a.m., VD . 1.3 p.m. Requester: Phone S:3 r -4 0,-303` NLApproved per applicable codes. t_..J Corrections required prior to approval. COMMENTS: REI paid /t�./ Datg,'2�,3, D. Prior to nxt inspection. fee must SPECTION FEE REQUIR be at 6300 Southcenter Blvd. Suite 100. Call to schedule reinspection. INSPECTION RECORD ,� ���, INSPECTION P PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431-2451 Project: , / riii-.5 Type of Inspection: -/� Pa W A Address: �n7 �^' . 3, .5 Date Called: f, Speci1 lnstructions: Date Wanted:. - 16, --13 W Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. CO MENTS: nspector: 1 / i i „,.._.„ _An_ ,20 ri REINSP ACTION FEE REQUIRED. Prior to next irispection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: /� /� INSPECTION RECOR 1-3 '73 Retain a copy with permit INSPECTION O. PERMIT NO. /+ CITY OF TUKWILA BUILDING DIVISION Cf 6300 Southcenter Blvd., #100, Tukwila. WA 98188 9e•. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj C : Ty of Inspection: Address: � ®� � � Date Called: Special Instructions: If(---- \\ Date Wanted: �- /r `� 3 p.m. Requester: Phone .e a S 3 a 3' Approved per applicable codes. Corrections required prior to approval. COMMENTS: °.A ' nne NdI— 7 . (fur p ILJA,6 Date: ` :0" n REINSPECTION FEE REQif1RED. rior to next inspection, fee must be paid at 6300 Southcenter Blvd.. 4 ite 100. Call to schedule reinspection. INSPECTIO NO. INSPECTION RECORD Retain a copy with permit )a -393 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: {- 1oAes`r- Type f Inspection: NskM,AG Date Called: Address: t 3 o ,c'? A1/4.1&-- Sp cial Instructions: Al Date Wanted: r.- g- 13 Cm.m. Requester: ,• Phone No: 9 —4I 0s -3d Approved per applicable codes. Corrections required prtor to approval. i$ COMMENTS: Insp> ctor: 4..j REINSPECTION FEE REQ.!RED. Pri ext inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPECTION RECORD `I Retain a copy with permit DJ 2 3 3 INSPECTI N NO. PERMIT NO. ITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 we. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ., A Cs- ( r� Type of Inspection: 4E,) LJ Aft _ca S Address: 13 3 02 1. -+ Sri .vi Date Called: Special Instructions: . l` . Wanted: 15 -' -- S_ 12 m. •.m. Requester: Phone No: Approved per applicable codes. !__J Corrections required prior to approval. COMMENTS: (9 Ins ector: Date: REINSPECTION FEE'REGt IRE . Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 410 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: (4-o r,- es`E 4 Tye of Inspection: ) u 64 J, t Me <.C1 Address: . ' -k 6 3f'.c'j Arc Date Called: Special Instructions: LL Date Wanted: c/ d —c_13 a.m Requester: Phone 3 —4 (0-C s Approved per applicable codes. COMMENTS: Corrections required prior to approval. . I Inspector: Date: REINSPECTION FEE REQUIRED. 'rior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. NSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 As., (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 I ba-3r13 Project: C -� Type o•frInsp J��ion:�le tA! ` v` e ©` Address. 133 (03 `t'i. 57 ` AVM Date Called: Special Instructions: S■Requester: / Date Wanted: a.m. Phone s:3 - .40 5 -3 (93S Approved per applicable codes. Corrections required prior to approval. COMMENTS: cD [insp4to: Date __ L3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. J r 2 -,3r23.-- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 le (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Projec : E Q.strXd Type of Inspection: I R.� ,gS skeA .A6 Address: t3303 5? y � .4 Date Called: -�. - �� Special Instructions: �� .� SRequester: Z---- Date Wanted: a.m. —7 — is -43 • Phone No: 2_ -53 --4OS -30,35 Approved per applicable codes. Corrections required prior to approval. COMMENTS: A 1 Inspec or: exklit Date 13 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. _.,aa.. _ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 I�—/. (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 4 Proje r I es Type of Inspection: JAJAp o =(00 Add re ss� � a 3. � 4 I" Date Called: Special Instructions: ((s \- , 7 Date Wanted: (O - / f1 -t' (�.a p.m. Requester: Phone S,] —46S .:3 °35 Approved per applicable codes. O Corrections required prior to approval. COMMENTS: REINSPECTIOR FEE REQU . ED. Pri • r to next inspection, fee must be paid at 6300 Southcenter 131 . Sui - 100. Call to schedule reinspection. INSP INSPECTION RECORD Retain a copy with permit CTION NO. PERMIT NO.c. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 2,-2 '7_3 Project: aR�C'S Typ�° f Inspecjion: .t 1 11O ( . A j,l�A.S Address: '- I..a3 Sri A-Lit-- Date Called: Special Instructions: 6 \.. Date Wanted: . , /ca.m,..„ CO - W— P.m. Requester: Ph2-S3 -4 ®S2 635 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 pector: Date: 6 3 N J ri ❑ REINSPECTION FEE REQUIRED. P for to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 fr. . (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Pro'ec : M e A Type Inspection A t 9 4 Address ®� � � C t ,�, •� Date Called: Special) Instructions: e/� Date Wanted:.,,,, . — „ } � p.m. Requester: Phone No: JApproved per applicable codes. Corrections required prior to approval. COMMENTS: J r Insp "actor. 1 Date REINSPECTION FEE REQUIRE . rior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tea. . - -- ..lg INSPECTION RECORD Retain a copy with permit INSPECTION NO. y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ,/7 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 3 i 2 -3'73 Projec : ssr-04 Type In Jp ior�: A Address: 13 363 jrleit AuL Date Called: Special Instructions- Q�n 2.Sr ft N1 Date Wanteds:. _i _0 c-3:—■mni; Requester: Phone No- 2.s3 -4oc -3035 Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: JAr; - /T-6, if_s 1-A-Cf- Vier Ins pgctor: I I REINSPECTION FEE REQUIRED Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., uite 100.-Call to schedule reinspection. 3 li' .�G f INSPECTION NO. INSPECTION RECORD Retain a copy with permit D /a -37) PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Pro'ect: r, oSt(4(f/4.t t0Sier "-f- Type of Inspection: P11) —r i&. A dress: /3503 5'7 'eS - /-ot S Date Called: /0/15,// 3 Special Instructions: Date Wanted: On 0 //G //3 P.m. Requester: o: i1n Phon d 53 Yos- 3035 Approved per applicable codes. Corrections required prior to approval. COMMENTS: -c+rie1e 61 Fi imAkel I `f1K6.`.€ d 6 - cy 1 l $d ''V-ti;lekteof Inspector: oS Date: (0 (fi, 13 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .. .��..a... INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 9P1L -373 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: Ho01erSk-ecoi Lof 6 Type of Inspection: SSS , .c I) - I{'' S D P-. 3S- 5 d e Set.ocr i etS+ &((ecJ per Address: r G f 3 '1 Date Called: � � 14s- loctii1-fs ('ecieveo. rim idrd 1330 3 5-1 � J l Special Instructions: Date Wanted: 113 C> (O I any Requester: fob Phone No: ‘) Approved per applicable codes. SSS 5b EJCorrections required prior to approval. COMMENTS: - I{'' S D P-. 3S- 5 d e Set.ocr i etS+ &((ecJ per Ciii s4-c&n o(c.ras. (/)C er +CS4- -Fr 1S toi /1 _ r04 1«71 ed ''b„ dn, , OK k�; f0 b� c ll. 14s- loctii1-fs ('ecieveo. rim idrd 1'-Uo u,cA- r vnef-rr '051 -.(led ye-F- — iIf k(cct p 4- i✓i,4- 1IQoJ Per apt`ove,01 ctit3 . DOLdv150ot l-4- out r,( -rG - ;,may drafts F rock- ( c/ #O P i 4- . O +o baz,l<1 11 . Inspector: Ds Date: 42_113 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 D Ica —3-73 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Pr ject: 4,p e Type of Inspection: Y1 nleASW1b. Date Called: s/9 113 A dress: ���►. s . Instructions: • f t Atal 1 &") L/ Pm ebt/31 ii$ S <<" ( ei O I64 a { Wanted: 5 Jt � pDate Re st r: 4941 in A-I ► n_c Ph nes t 4.05...- 30 .c ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: fieeof Li (4- c e ctfon j. ,or 4-1" proimr 4-y (roe . Inspector: 05 Date: s 1(0! (3 ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit DA`i_� \/..r /�31 3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Project: Hi1C orve5 jp ei,' er rt i t Type of Inspection: s.� /del Few Ligre Apt Address: Suite #: / 33 ©3 s Pre -Fire: v 5 C ntact Person: _... Special Instructions: iii-ei-R- Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: jp ei,' er rt i t G01yltil/ 4e Monitor: Pre -Fire: Pt t- P401, i Occupancy Type: iii-ei-R- Needs Shift Inspection: - Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector (J itywy Date: 10/n fi?a Hrs.: , $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address -Attn: Company Name: Address: f City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit o/d -373 13 � 5- ) Srq PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Project: HOtAe-5.4e,t/c-4 Sprinklers: v5 r obilik13 Type of Insp iLon: /4- f��tOro I cvv-el Address: r 5 ds--€, / Suite #: � f l- S Contact Person: Special Instructions: Phone No.: pproved per applicable codes. Corrections required prior to approval` COMMENTS: ado -Pr— Su --IA- Needs Shift Inspection: Sprinklers: Hrs.: 4 Fire Alarm: Hood & Duct: • Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: iki, Date: 0 )d/-2) Hrs.: 4 1 $100.00. REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name- Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • • !.S a4 c ;, ‘1.4I i ',l S it /3 U r: t WASHINGTON ON STATE Uti IVERS t y Er, rtNS )N ENERGY PROGRAM Duct Leakage Affidavit House address or lot number. Fo'jiEL ?O ∎t T City: f V14w 4... Cond. Floor Area (fl ): ?j 1 t-f,e Source (circle one): 0 Duct tightness testing is not required for this residence per exceptions listed at the end of this document Plans erne IVED VKwILA JUL 3 1 2013 PERMIT CENTER Estimated Measured Air Handler In conditioned space? 0 yes Elf< Air Handler p Circle Test Method: Leakage to Outside Maximum duct leakage: Post Construction, total duct leakage: (floor area x .08) = CFM©25 Pa Post Construction, leakage to outdoors: (floor area x .06) CFM @25 Pa Rough4n, total duct leakage with air handler installed: (floor area x .06) = loo CFM @25 Pa . • Roughan, total duct leakage with air handler not installed: (floor area x .04) = CFM@25 Pa Test Result: 121 CFM©25Pa Ring (circle one if applicable): Open Duct Tester Location: 1 2 Pressure Tap Location: /f-\, 1 certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: 40u tr IAsinc'r'nta Technician: Technician Sign = . • ' '� "�' Date: .Z -11- 127 Phone Number: 2:S1? ^ X3'1 -3/7-0 Washington State Energy Code reference: 603.10.3 Seating. All ducts, air handers, filter boxes, and building cavities used as ducts shall be sealed. Joints and seams shall comply with Section M1601 :3 of the International Resldendal Code or 1303.9 of the International Mechanical Code. Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent. When required by the building official, the test shall be conducted in the presence of department staf. Exceptions: 1. Duct tightness test Is not required if the air handler and all ducts are located within conditioned space. 2. Duct testing is not required if the furnace is a nondirect vent type combustion appliance installed in an unconditioned space. A maximum of six feet of connected ductwork In the unconditioned space Is allowed. All additional supply and return ducts shall be within the conditioned space. Ducts outside the conditioned space shall be sealed with a mastic type duct sealant and insulated on the exterior with R-8 insulation for above grade ducts and R-5 water resistant Insulation when within a slab or earth. 10/3/2013 Attention: Dave Stuckle — City of Tukwila Subject: Meter Sizing Verification: Permit Number D12 -373 Project Name: Foster Point at Tukwila — Lot 5 This letter is to certify that the Sprinkler Project for the property identified above is a flow through sprinkler system. The Sprinkler Design and Hydraulic Calculations indicated that a %" Meter is sufficient for the 13D Residential Fire Sprinkler demand. Sincerely, Stephanie Fahey A -PEX Design Services, Inc * Phone: 425-493-9680* Sales @A - PEXdesignservices.com 4 aar:7( FIRE HYDRANT LOCATED ON S 133RD STREET ELEV. 0' p 9% c $ 5r oaA ss a These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By 1/15 /13 0141 VICINITY MAP NTS ELEV. 0' COV'D PORCH voralSPOUT GB SUMP wrOLID LID 6' BURY 4' RI610 OR a' FLEXIBLE PREPORATED PIPE WASFEI7 ROCK 1 1/2.— S /4' 1.1111titiL!It,fses1 21. i i COVE) PATIO CRAW P DRAIN OTES: LOT 1ISA FLAT L MAIN FINISH FLOOR AT INTERIOR GRADE OF CRAWL SPACE SHALL SE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER SCALE 1:20 ELEV. 0' .�Y ELEV. 0' THE HOMESTEADS AT FOSTER POINT CORRECTION LOT 5 COVERAGE CALC. LOT AREA PROPOSED STRUCTURE • LOT COVERAGE■ 11 1 373AN L2M -3168 z,e2 CEIVED Y OF TUKWILA FEB 1 3 2013 PERMIT CENTER 'ER•APPROVED PLANS AND SPECIFICATIONS TO MAINTAIN A SET OF APPROVED PLANS, ERMITVON THE JOB SITE. WORK SHALL BE 41 FEDERAL, STATE, AND LOCAL LAWS. JISi')N>•FOR ANY WORK NOT ACCORDING ANC,E A PRECONSTRUCTION CONFERENCE )R TO BEGINNING ANY WORK. MEET TMC 11 AND THE FOLLOWING: ' RIGHT -OF -WAY, -THE PERMITTEE SHALL ONTROL PLAN FOR REVIEW AND APPROVAL TALL INCLUDE THE LOCATION, ADDRESS FLOW DURING THE WORK AND SHALL -. DSURES MUST BE BY PERMIT ONLY. FROM ABER TO THE FOLLOWING-JANUARY 2ND, THE NE "CLOSURES IN THE TUKWILA URBAN CENTER. LAR ACCESS TO BUILDINGS SHALL BE EPT WHEN PERMITTEE HAS PERMISSION ID THE DIRECTOR TO CLOSE AN ACCESS. ' FREE OF DIRT AND DEBRIS USING STREET 1CKS FOR CLEANING ROADWAYS REQUIRES OR. NY TRENCH, AT ANY TIMEWORK ARE STOPPED N. 45 SHALL MEET OR EXCEED ALL APPUCABLE :R 4 -FEET DEEP. ALL TRENCH SAFETY [RELENTS. TELEPHONE UNES SHALL. BE IN A TRENCH :PARATION FROM OTHER UNDERGROUND UTILITIES. ;INS, AND VALVES IN PUBUC RIGHT -OF -WAY DING. STA 40 +00.00 S.133RD STREET= STA 22 +05.52 56111 AVENUE S 20' ID 111 - Legend 230 EX CONTOUR .(INDEX) EX CONTOUR PROPOSED CONTOUR ASPHALT PAVEMENT CONCRETE PAVEMENT EX CONCRETE PAVEMENT PROPOSED BUILDING GRASS PAVE2 STABILIZED CONSTRUCTION ENTRANCE PERIMETER SILTRATION CONTROL PROPERTY UNE 4' CLEANOUT SIDE SEWER WATER SERVICE CLEANOUT STORM DRAINAGE UNE INFILTRATION SYSTEM GAS UNE CABLE TELEVISION ONIMITGREIUND POWER UNE - = == = =ZJ a'ss . () • STORM SYSTEM • SEWER SYSTEM • CURB & GUTTER /ROLLED EDGE • BY CITY OF TUKWILA UNDER SEPARATE CONTRACT STA 42 +41.19 S. 133RD STREET= STA 10 +00.00 PRIVATE ALLEY EASEMENT 8911 48''MAM4OLE RAI a 761 LE 24' S£ 10.7 STA 41+47, 8 RT. (133rd ST) LE II' h7110.8 • PER CITY OF TUKWILA 8710 2v4- p. STANDARD DETAIL SS -04 ale st2 & a!7' IK or RA, RIM 15.79 IE 4.99 (EX 8' E) vi&ar IE 4.89 6' S) E d51 B' N RBI IE 4.89 EX8'W) E1418'OUT 1 i - _— — �- —� .00 S.-1M3 d Street EGaI� AS%Ltl/ 49 +0D SSW RIM 16.22 E 188 B' 11/$ (4.218'E E411B'S Cali 3 W orkIn Days Before You DIG! 1 -800- 424 -5555 STA 42 +62, 0.8' LT INSTALL: (1) LF 8' DI ATER MAIN (EAST) ((1) 8' CAP W/ THRUST BLOCKING (1) 8' SPOOL (LENGTH AS NECESSARY) 1 8' x 6' REDUCER 6' DI WATER MAIN (LENGTH AS NECESSARY) 20 0 STA 42 +61, 18.9' RT INSTALL: (1) FIRE HYDRANT ASSEMBLY PER COT STD PLAN WS -13 STA 42 +73.63 S. 133RD STREET= STA 5 +00.00 PRIVATE ROAD EASEMENT SCALE 1°= 30 's so :� /'\ r r 1 It LI it, -- I ' /' 11 i i 1 i � �° `� Ii 1 / 1 1 112, / 1 r 1Il 1'1 — �/ / l'f 1 t ! lip/ � �� . t.`i5r.0`DO "�: - :?S*34 (kTi -- r - --_ -. /�'-1 f . j r / !i' t s5— ---- -___ —T i / // j x STA 42+65, 19' RT 3/4' METER / v 1 '4-1// STA 42 +67, 19' RT 3/4' METE .e i / l 1,, x STA 42 +69, 19' RT 3 4 METE �// f/ / // . " PER CITY OF TUKWILA4,STEr- \� 1 , — 1 ,/ t , // DETAIL WS -01 (BY OTFiEB) 't •-• r✓ l � / r / // 43 LF 1' WATER SERVICE \ \\ \ // // `/? // 1 // 1 / ' ;/ // 1 /l1 / r ,l // 1 /1/ //l 2 _, ccdCiirc,\ ' f f l / / //A /7/1L1/7 �4 if,// LOT 3 FF 19.0 STA 21 +35, 19' RT 3/4' WATER METE PER CITY OF TUKWILA STANDARD DETAIL WS -01 (BY OTHERS) 3/4'_ WATER METER PER CITY OF TUKWILA STD DETAIL WS -01 (BY OTHERS) RELOCATE FH 01.3Y -OTHERS) = _ LOT 4 Ii,= 18.3 N 5610'00' W - 121.82' N 56'20'00' W - 121.82' STA 4+21, 4' LT 1' WATER SERVICE STUB TO 5' BEYOND LOT -(TYR) /. _ ti l' ' J �r o , rt �l�I/ 1, II, l / 1 , //, l,/ ;\ 1 /// ll' /: /-'., N--4y, /ll' lI `� tl r 1' 1 f ll i 1` 1 l l // Q LOT 7 //// I / 1 /' I 1r' ,��/,/ l �i o /I a I// l / /// l 1 I // 1 11 �'/ till //// l / allk// Al I I /i / .1 cc !'/ '\ /1l /1,4// 0 0 I !4 4 LOT 2 FF 20.0 (, STA 20 +82, 19' W 3/4' WATER METER, PER CITY OF TUKWILA STANDARD DETAIL WS -01 (BY OTHERS) Pte: 115 LF 1' WATER SERVICE N 56'20'00' W - 121.82' STA 3 +68, 2' LT 1' WATER SERVICE FF 18.7 _•4 --- --+�-- _ N 5620'0)' W - 121.82' IF11 1,1.'•6'20'00'V1. r313.43' (N) 8912, 48' MANHOLE STA 8 +66, 5' RT PER CITY OF TUKWILA STD DETAIL SS -04 ow »d STA 20+76, 19' RT EX FH 3/4' WATER METER nrn /MTV elf 1111•1011 • STA 3+30 BEGIN SIDEWALK AND GRASSPAVE2 1 \ /,1,.,// =k l▪ i /7j'_ 4 /� P. /.' / . / , y ` // If , / / //// i2- 373 l ' t,79. r , 2/�/ N 56'20'00 - 121.82 16 �ti iNfogriutiletti Lok. j 61 Dag N' ' N� c sty toy to' ti° 2 u 51 0 (2- -37 3 14s -ham; It- STRUCTURAL CALCULATIONS FOR THE HIGH COUNTRY HOMES RESIDENTIAL PROJECT Plan L2M -3168 November 20, 2012 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION Job No.: 12 -006 Location: Lot 5, Riverton Garden Tukwila, Washington Copyright 2012, SEGA Engineers RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886 -1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I- joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE /SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886 -1017 Black Diamond, WA 98010 Project L2 -3168 Job No. 12 -006 By: GAT Checked Date: 01 /20/12 Sht i Design Criteria International Building Code (IBC), 2009 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Design Wind Speed 85 mph KZt 1.00 Exposure B Importance Factor 1.00 Seismic Design Category D Sos 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing Copyright 2012, SEGA Engineers 1,500 psf SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886 -1017 Black Diamond, WA 98010 Project L2 -3168 Job No. 12 -006 By: GAT Checked Date: 01 /20/12 Sht 1 LOADS ROOF DL LL FLOOR Roofing (Comp) '/2" OSB ... -2x @24" �. Insulation 5/8" GWB Misc. 3.5 psf 1.8 _ 3.5 1.1 2.8 1.5 14.2 psf Snow, Pt 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4' Plywood 2.3 2x12 @16 "oc 3.3 54' GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10 @16 "oc 2.8 Misc 1.5 8.6 LL WALLS Residential 40 psf Total Deck Load 48.6 psf DL Siding 3.5 ' /2" Plywood 1.5 psf 2x6 @16 "oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2012, SEGA Engineers 9.5 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886 -1017 - l3 A e- Cov a3 w C-L\U ?Py ): /4<"p/4 c9, l'` (©, fr /F)(i ( S 0, Lift ofily )(i-71)3 PROJECT `2 31(o, 6 JOB Z .pp� FIGURED BY GAT OB NO. CHECKED BY o DATE h ZSHEET Z. OF l�r 11 S 3k/Pr uS) 144 e- /I= /- 1= CO.S7. f�) ( /s.5'Y- = s l -t— S% 17 - Uc.a -7'• iiW Y,L j b t etch O�'�Z /S j'�3 ` 1 j, 3 ? .N,1. o ki , a4414"(i,E A- 114 ,C6- (A) ?J-/) -Hod 40/>rp� =- 3 f 3t4r M ~" (o,7 v f (l1,S'Y _ /Fr V f C'( O 37t) —z_vk 14' C9 4 J1 37 -ID)X Ala f) 3 Z 3 x /D3 �t Copyright 2012, SEGA Engineers oC SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886 -1017 - £QOZ ',' W = (1.;)(40 ff)Ir to ?1,1 fig= ' c 40v4))(2-u= = )1.,•Pr = t //,/r 114 e.c,e) Cli')L f 4 z4-, Cr(im rid . C!_ 7'rr ta'_ Z 3F7- w,= (a'-L')(5o ?i o�L= C 3 \( 1 ,00 ' = 1,l zd = (1g,-f'(13''\ - 61,;r)Uiiz `1 =) =�s�" � = 6Q2'"g- 6 3 /) .vg = ie,- Li'1(z3')Zt 0-71 (44z- -s'r = ; 6.7(0 N./ 03)4,,,tz JOB NO. /Z — 0 Ler CHECKED BY FIGURED BY CPT OI,L. DATE / 0//z_ SHEET OF k /��kirn� tt• �L l I' T ' 13' e.. Jam_ . �u Irl ji't'l � p-c —z-l`/ (12, )i ` *-7 46 d ‘P f _1/4/r=- Z St( rr V • ' � il►`.t-I` /r \ Li • le/pi\ /. 1,6 j' a ' /rte 7' 2-1L Q'Y 5 v- /3. 111 o GZ PJVz,Z') )//.4)1- Copyright 2012, SEGA Engineers -�— SEGA Engineers PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886 -1017 Fui- l v k - 1/`,I/1 .1L- - eop_ _ • P, jiff- /17" (54K)6 ¢K�- (5-i i)(40t(Ali'5t) (Viz- /1,Se/ v= ¢« Z73— 3)L JOB NO. 'Z FIGURED BY A- CHECKED BY DATE /W /L SHEET4 OF "r CPt3 1 8.1n( /I1)Z— ee o'� e)0 )/1 )6)-z 614Nt_ GA-RA ( L 4r-4- 3'ifc )1) (3 -n= 4020 -- -)4'psP) -JO) ?ate eca ' 4L- 2Z-' ? % ` 1 1 " Mi i ii)C lb SI) = t 1 PelAlr A/5 V = ,14 no )7; 1L, Sr'" ( L)(55psc -) two pa- t i\-1= (01'7 4141r Z• V fZ-r (c , ,'t1 ): k z. /6 ' el aril /.a Cz)(40psr)- 73S' Copyright 2012, SEGA Engineers 4s Cam, , (h,S'f 312,X >tss &t4 4— QC 0/14.r 1' 31¢ z( 6 ca .4-- o�- k >, /oi i,, t t % l (. c02 3 �rlt� 1-1A)• SEGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886 -1017 Black Diamond, WA 98010 Project L2 -3168 Job No. 12 -006 By: GAT Checked Date: 01/20/12 Sht. LATERAL LOADS - SEISMIC Maximum Base Shear, V = F Sin W Eq. 12.14 -11 R where, F 1.1 Two -Story Building Sos =.1:00 = . : S & = •Fa = 1.00 ' - (Table 111.4 -1, Ss > 125) R = 6.5 Table 12.14 -1 W = Seismic Weight For W: Wroof = Moor (40ft) (43ft) (16psf)+ (2) (40ft+ 43ft) (4.Oft) (9.5psf) = 34 kips (40ft) (51ft) (14psf)+ (2) (40ft+ 51ft) (8.5ft) (9.5psf) = 43 kips Design Base Shear , V = ( .169) (77 kip) = 13.0 kip E = 13.0 kip = 9.3 kip 1.4 W total = 77 kips WIND Design Wind Pressure, ps = X Kn IW Pao Eq. 6 -1, Sect. 6.4.2.1 where, = 1.00 = 1.00 = 1.00 = 1.00 0 - 15 ft Exposure B Figure 6 -2 20 ft 25 ft 30 ft Kn = 1.00 IW = 1.00 P30 = 10.4 psf 85 mph Po-15 = ( 1.00) ( 1.00) (10.4 psf) ( 1.00) = 10.40 psf P20 = ( 1.00) ( 1.00) (10.4 psf) ( 1.00) = 10.40 psf P25 = ( 1.00) ( 1.00) (10.4 psf) ( 1.00) = 10.40 psf Pao = ( 1.00) ( 1.00) (10.4 psf) ( 1.00) = 10.40 psf - Design Base Shear: (Wind).. Therefore, Section 6.5.7 Section 6.5.5 Figure 6 -2 VfM= (40ft) (10ft) (10.4psf) + (40ft) (5ft) (10.4psf) + (40ft ) (5ft) (10.4psf) + (40ft ) (3ft) (10.4psf) = 9.6kips Vs/S= (65ft) (10ft) (10.4psf) + (48ft) (5ft) (10.4psf) + (48ft) (5ft ) (10.4 psf) + (42 ft ) (4 ft ) (10.4 psf) = 13.5 kips Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side /Side Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886 -1017 JOB NO. L7 --J,S 12,—(.00 CHECKED BY FIGURED BY (41 DATE y, L SHEET 6,0F -S W►4(4- # J `1)E1q'*9.14Pi.9 .(s' JO'7 J.J'L 9 P = ;1_04* ja rZ)70 41th s, = OM/'‘-‘ \ J 7,-70 4-4Lt (4) C/ ( /o, 1-") = ris4-L- �O # = izCd't� �� ' % /38 00ar Ue_.= Z)-70 t. 3. j' f 014_ s' r e`k 1��31�_ sir r, t z:ire Copyright 2012, SEGA Engineers 5 —} 1) olo �Er 9' cid 13' 4' 41 S CO" aa� SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886 -1017 FiaaL' JOB NO. LZ -3/ g IZ c'41-" FIGURED BY Giff Sys CHECKED BY DI/ DATE 69/2, SHEET? OF 14/f it- i� Gsi hA/ ( r ) W+tL 3 S� -our jt- 41I-s' 41of zZ� 7. ze tt - /zip' If- zz) v , = Z, v3c1#4.- 4) 0d) u °.¢ -P)" 4)3q - "' —C Vr 21 t 1= 3.1.4't Pct 4 .Z -t,vl �-� i 3Y.'S) j 7 3 Lr 440E- (3i)( )(Pay /iJ) ra.).00,f127 cp. - ,zt /-,L- U ✓ ¢z) 74. C 3 ) (i )00 cps, s 14) zit— /7/1/0/ 5-) 4 ��� zs-f '_ Copyright 2012, SEGA Engineers ,/0IrL4Y133. SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886 -1017 SJ 1�i4c,L' Srbnl (co le Lo /s' ' \L) o' )D0'4//°)?" ) 3 V2t fi= ct` (pr"7"- /./ s'? : ZZ 5 Co PROJECT JOB NO. Z —,�� Lo, FIGURED BY o � CHECKED BY DATE I /Z, SHEET VOF Z/494-c. I1,14it. "7 IZ.00f • \JR,= C , 4, /4pIt 1-0C/o 3`43'- 1r (I a' )(/o, (n , /)6,0z14- Copyright 2012, SEGA Engineers • SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2 -3168 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888 -1017 • FAX 888 -1018 12 -00 FIGURED BY GAT CHECKED BY DATE 01/20/12 SHEET 9 OF 9 SHEAR WALL KEY PLAN 1 UPPER FLOOR 'A' A.11244SOFT TO 3x BLOCKING. (TTP. 7 PLACES) LBtA30 • FOR 1 611..1. TO 3x BLCCKPC1. (TTP. 7 PLACES) a MAN FLOOR A • 1,514 50 FT • 0- L6tA30 ///'''TO 3x r L6TA30 - R / 611.1. TO 3t B (TTP 2 PLACES) A • 491 80 PT UPPER FLOOR 'B' A • 1,644 SO FT =7, SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) VI> 1/2" OSB or CDX 8d @ 6" o.c. 5/8" @ 60" o.c. Qall = 230 plf \ B? 1/2' OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf CDX \/ C� 1/2' OSB or 8d @ 2" o.c. 5/8" @ 16" o.c. QaII = 600 plf / CDX Use minimum 3x studs at all panel edges and stagger nails. I> See Detail 12/S2.0 for Construction Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor Tess than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. CONSULTING LLC -rnsvwhitit Re: B1205301 Plan L2M -3168 DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 MiTek 20/20 7.2 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: I6152311 My license renewal date for the state of Washington is Important Notice: The accuracy of the Truss Design Drawings relies upon: thruI6152338 May 18, 2014. 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. REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION November 26,2012 RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER 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. Job 81205301 Truss A01 Truss Type CALIFORNIA TRUSS Oty 1 Ply �f 2 Plan L2M -3168 16152311 Job Reference (optional) -- ProBuild Arlington, Arlington,WA 98223 -2-0-0 4 -8-0 2-0-0 4-8-0 1 8 -9-14 9r6-1 4 -1 -14 0-8 -11 15 -11 -10 8x10 5.00 I 12 q 5 21 3x4 3 6-5-1 1 2x4 11 6 rm 7.250 s May 11 2011 MiTek Industries, Inc. Mon Nov 28 18:10:11 2012 Page 1 ID:7DmROtWo ?GbW FONsHBIzzB03b-? ZkDsEYrfdSv9EJWx5Q r3C000c_PBKJQQL9JGVyFEKQ 23-0 -6 29-5 -7 3q-212 34-4 -0 39-0 -0 141 -0-0 7 -0 -12 6-5-1 0-g -11 4-1 -14 4-8-0 2 -0-0 4.8 = 506 = 5x10 10 9 23 Scale = 1:69.1 3x4 11 12 4x10 % 20 2x4 II t9 24 4x4 = 4-8-0 I 8-9-2 8-914 15 -11 -10 4 -8-0 4-1 -2 0 -0-12 Plate Offsets (X,Y): [2:0- 3- 5,0 -2 -01, [4:0 -4 -12 0-3-0] [12:0- 3- 5,0 -2 -0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2009/TP12007 7 -1 -12 18 17 25 5x10 = 5x12 MT2OH = 23-0 -6 16 2x4 II 7 -0-12 1 15 26 4x8 = 30-2-2 30 -24-14 34-4 -0 0-0-12 4 -1 -2 7 -1 -12 14 4x10 204 II 39-0-0 4 -8-0 CSI TC 0.72 BC 0.66 WB 0.97 (Matrix) DEFL in (loc) 1/defl L/d Vert(LL) - 0.48 16-18 >963 240 Vert(TL) - 1.00 16-18 >462 180 Horz(TL) 0.22 12 n/a n/a PLATES GRIP MT20 185/148 MT2OH 165/146 Weight: 419 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 'Except' 4- 7:2X6DF1800F1.6E,7- 9:2X6HFNo.2 BOT CHORD 2 X 6 DF 1800F 1.6E WEBS 2 X 4 HF Stud/Std *Except' 4- 18,8 - 18,8 -15: 2 X 4 HF No.2 REACTIONS (Ib /size) 2= 4400/0 -5-8 (min. 0- 3-10), 12= 4400/0 -5-8 (min. 0 -3 -10) Max Horz 2 =47(LC 5) Max Uplift 2=- 380(LC 3), 12=- 380(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 3 -3-10 oc purtins, except 2 -0-0 oc purlins (3 -11 -12 max.): 4 -9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3=- 9710/891, 3-4 =- 9941/1091, 4-21 =- 12517/1403, 6-21 =- 12517/1403, 6-22 =- 12517/1403, 7 -22 =- 12517/1403, 7-8=-12517/1403, 8-23=-9196/1042, 9-23=-9196/1042, 9-11=-9937/1089, 11-12=-9709/891 BOT CHORD 2 -20 =- 763/8838, 19 -20 =- 763/8838, 19- 24=- 954/9265, 18 -24 =- 954/9265, 17- 18=- 1319/12527, 17-25=-1319/12527, 16-25=-1319/12527, 16-26=-1319/12527, 15-26=-1319/12527, 14-15=-777/8837, 12-14=-777/8837 WEBS 3-19 =- 202/680, 4- 19= 0/420, 4- 18= -401/3786, 6-18 =- 1382/371, 8- 16= 0/440, 8-15 =- 3860/414, 9- 15= 0/1877, 11 -15 =- 200/681 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4 -0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 - 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 -05; 85mph; TCOL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. 11, Exp B; enclosed, MWFRS (low -nse) gable end zone, cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 Ib uplift at joint 2 and 380 Ib uplift at Joint 12. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 9-2 -1 end setback. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical puriin representation does not depict the size or the orientation of the puffin along the lop and /or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 821 Ib down and 238 Ib up at 29 -9 -15, and 821 Ib down and 238 Ib up at 9-2 -1 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -4 =70, 4- 5 = -70, 4 -21= -137, 21- 23=- 187, 9-23= -137, 9- 10 = -70, 9- 13 = -70, 2- 12=- 43(F = -27) CoKkWARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design edalizI pegaQwith 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 dunng construction Is the responsibility of the Installer Additional permanent buddmg 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, D58-89 and BCSI (Budding Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING ac Job Truss Truss Type Oty Ply Plan L2M -3168 16152311 81205301 A01 CALIFORNIA TRUSS 1 2 Job Reference (optional) Pro Build Arlington, Arlington WA 98223 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4 = -821 9 =-821 7.250 s May 11 2011 MiTek Industries, Inc. Mon Nov 20 18:10:11 2012 Page ID:7DmROtWo ?GbW FONsHBIzzBO3b-? ZkDsEYrfdSv9EJWx5O3C000c _PBKJQQL9JGVyFEKQ ® 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 budding 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 balding designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage. delivery, erection. lateral restraint and diagonal bracing. consult ANSIrTPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING uc Job Truss Truss Type Qty Ply Plan L2M -3168 16152312 B1205301 A02 California Truss 1 1 Job Reference (optional) ProBuild Arlington,Arlington,WA 98223, Jane Ferderer n18-2-14 18 2-0-0 6-3-3 6-3-3 5.00 12 1 3x4 3 12 -2 -11 12(910 1980 5-11-8 084 6-9-0 5x8 7 250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:01:55 2012 Page 1 ID:7DmR0tWo7GbW FONsHBIzzB03b- RJOAvnUedguDwlbrOXwtBTrzxObljiMpo4RuyFHZA 26-3 -0 2er915 32 -8-13 39-0 -0 6-9-0 084 5-11 -8 6-3-3 2-0-0 2x4 11 5 19 6 8 5x8 20 3x4 9 Scale = 1:73.1 10 5x8 18 -2 -14 18 2x4 11 17 18 3x4 = 4x6 6-3-3 11 -11 -9 12-2111 19 -6-0 6-3-3 5-8-6 0-322 7 -3 -5 Plate Offsets (X.Y): [2:0- 1- 6.Edge]. [4:0- 4- 0.0- 1 -12], [7:0- 4- 0.0- 1 -12]. [10:0- 1- 6.E.ge] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BC DL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.57 BC 0.59 WB 0.42 (Matrix) 15 3x10 = 26-9 -5 14 13 4x6 = 3x4 = 7-3-5 2710-7 32-8-13 0. 5-8-6 12 5x8 = 2x4 II 1 18 -2 -14 39-0-0 6-3-3 111 DEFL in (Ioc) IIdef Vert(LL) -0.33 15 >999 Vert(TL) -0.72 13 -15 >642 Horz(TL) 0.25 10 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 156 Ib FT = 20% LUMBER TOP CHORD BOTCHORD WEBS REACTIONS 2 X 4 HF No.2 'Except' T2: 2 X 4 HF 1650F 1.5E 2 X 4 HF No.2 2 X 4 HF Stud /Std *Except' W4: 2 X 4 HF No.2 (Ib /size) 2= 1821/0 -5-8 (min. 0 -3-0), 10= 1821/0 -5-8 Max Horz 2= -58(LC 6) Max Uplift2=- 104(LC 5), 10=- 104(LC 6) (min. 0-3 -0) BRACING TOP CHORD Structural wood sheathing directly applied or 2 -5-4 oc purlins, except 2 -0 -0 oc purlins (3 -2 -10 max.): 4 -7. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3563/64, 3-4=-3043/114, 4-19=-3217/159, 6-19=-3217/159, 6-20 =- 3217/159, 7 -20 =- 3217/159, 7- 9=- 3043/114, 9-10 =- 3563/64 2 -18= 35/3181, 17 -18 =- 35/3181, 16- 17=- 12/2753, 15-16= 12/2753, 14-15=-10/2753, 13- 14=- 10/2753, 12 -13 =- 2/3181, 10-12=-2/3181 3-17 =- 479/76, 4- 17= 0/367, 4-15 =- 45/757, 6- 15=- 556/124, 7- 15=- 45/757, 7- 13= 0/367, 9-13= -479/76 BOTCHORD WEBS NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Provide adequate drainage to prevent water ponding. 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 20.0psf 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 104 Ib uplift at joint 2 and 104 Ib uplift at joint 10. 7) This truss is designed in accordance with the 2009 International 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. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard ® 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 dunng 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 (Budding Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING LLC Job Truss Truss Type Qty Ply Plan L2M -3168 18152313 81205301 A03 California Truss 1 1 Job Reference (optional) ProBWd Arlington, Adington,WA 98223, Jane Ferderer 20.2 -14 2� 7 -7.7 7 -7 -7 5.00 12 3x4 3 1 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:01:58 2012 Page 1 15-5-2 1511 -s 19-60 1 ID�moROttWo7GDW F0NsH�8 BO3b- vVaY77VGTFrlg3 K7�29PO0xILL3rjj 9' KTXezKyFHz9 7 -9-11 0-6-4 3-6-10 3-6-10 0-6-4 7 -9-11 7-7-7 2-0-0 5x8 3x4 = 6 8 5x8 18 3x4 9 Scale = 1:73.1 10 5x6 = 16 15 19 14 20 3x8 = 3x12 MT18H = 2x4 11 18-2 -14 1 7 -7.7 1 7.7 -7 Plate Offsets (X.Y): 12:0 -1- 11.0 -0-91 [10:0 -1- 11.0 -0-91 LOADING (psf) TCLL 25.0 TCDL 10.0 BC LL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 13 12 5x6 = 3x8 = 2x4 11 15 -1 -15 15A-2 23 -6-14 23-19-1 7-6-8 0.332 8-1 -13 0-3I2 31-4 -9 7-6-8 1 18-2 -14 39-0 -0 7 -7 -7 1 CSI TC 0.89 BC 0.70 WB 0.36 (Matrix) DEFL in (loc) 1 /deft Ud Vert(LL) -0.48 13 -15 >968 240 Vert(TL) -0.88 13 -15 >526 180 Horz(TL) 0.26 10 n/a n/a PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 158 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF No.2 'Except' W1,W3: 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 1881/0 -5-8 (min. 0 -3-2), 10= 1881/0 -5-8 (min. 0-3-2) Max Horz 2= -69(LC 6) Max Uplift2=- 120(LC 5), 10=-120(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied, except 2 -0-0 oc purlins (3-0-13 max.): 4 -7. BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. WEBS 1 Row at midpt 3-15, 9-13 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 3679/107, 3-4=-2904/96, 4 -17= 2585/123, 6-17= 2585/123, 6-18 =- 2585/123, 7 -18 =- 2585/123, 7 -9 =- 2904/96, 9-10 =- 3679/107 BOT CHORD 2 -16 =- 77/3284, 15 -16 =- 77/3284, 15- 19= 0/2635, 14- 19= 0/2635, 14- 20= 0/2635, 13-20=0/2635, 12-13=-8/3284, 10-12=-8/3284 WEBS 3-16= 0/286, 3-15 =- 766/107, 4-15= 0/577, 6 -15 =- 334/79, 6-13 =- 334/79, 7- 13= 0/577, 9-13 =- 766/108, 9 -12 =0/286 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf 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, with BCDL = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 2 and 120 Ib uplift at joint 10. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/ -PI 1. 9) "Seml -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard ® 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 Indmdual budding 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 indmduai web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng 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 busses. For general guidance regarding design responsibilities, fabncation, quality control, storage. delivery, erection, lateral restraint and diagonal bracing. consult ANSI/TPI 1, DSB-89 and SCSI (Budding Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING ac Job 81205301 Truss A04 Truss Type CALIFORNIA TRUSS Qty 1 PIy 4 Plan L2M -3168 18152314 Job Reference (optional) ProBulld Arlington, Arlington,WA 98223, Jane Ferderer 18 -2 -14 1 g 4 -2 -8 4-2-8 7 -5-5 3x4 i 5x16 - 8x18 MT18H % 2 3-2 -13 1 3x8 3 10.8-2 1 13 -10.15 1 17 -2 -8 17r11(3 21 -0-13 3-2 -13 3-2 -13 3-3-9 0- -11 3-1-10 6x6 5.00 12 4x8 5 6x10 7 26 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:01:58 2012 Page 1 ID:7DmROIWo ?GbW FONsHBIzzBO3b- ruhJXpXW7 s5S4N1ASY4dUp14I ,B ?JcEiVInn012DyFHz7 21 -916 25 -10-12 29 -11 -5 1 33-11-13 39 -0-0 1 10.0 1 0-8-11 4 -1 -4 4 -0-8 4 -0-8 5-0-3 2 -0-0 5x10 9 27 5x8 10 3x8 3x12 MT18H 11 12 5x16 13 6x18 MT18H 3x4 14 Scale = 1:75.1 18 -2 -14 1 Plate Offsets (X.Y1: LOADING (psf) TCLL 25.0 TCDL 10.0 BC LL 0.0 * BC DL 8.0 25 24 2x4 11 4x8 = 23 22 2 20 28 19 4x6 = 4x8 = 6x6 = 6x8 5x8 = 4-2-8 1 7 -5-5 1 10-8-2 t 13 -10-15 1 17 -1 -12 17-f-8 21 -9-8 21 -10-4 25 -10-12 4-2 -8 3-2.13 3-2 -13 3-2-13 3-2 -13 0412 4 -7 -0 0 -0-12 4 -0-8 11:0- 7- 0.0 -3-01 [4:0- 2- 12.E•ge1.[6:0- 5 -0.0-1- 121.[14:0 -7- 0.0-3- 01.[22:0- 3- 8.0 -2 -01 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.76 BC 0.63 WB 0.90 (Matrix) 18 4x8 = 17 16 4x6 = 2x4 11 29 -11 -5 33 -11 -13 1 39 -0-0 4 -0-8 4 -0-8 18-2-14 5-0-3 1 DEFL in (loc) Vdefl Vert(LL) -0.34 22 >999 Vert(TL) -0.72 21 -22 >645 Horz(TL) 0.22 14 n/a Ud 240 180 n/a PLATES MT20 MT18H GRIP 185/148 185/148 Weight: 995 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER REACTIONS 2 X 4 DF 2400F 2.0E *Except* T3: 2 X 6 HF No.2 2 X 6 DF 2400F 2.0E 2 X 4 HF Stud /Std 'Except' W9: 2 X 4 HF Stud, W10: 2 X 4 HF No.2 Left 2 X 4 HF Stud /Std 3-4-3, Right 2 X 4 HF Stud /Std 4 -2 -11 (Ib /size) 1= 14701/0 -5-8 (min. 0- 3 -11), 14= 13983/0 -5-8 (min. 0-3 -8) Max Horz 1= -89(LC 6) Max Upliftl=- 970(LC 5), 14=- 971(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-32162/2120, 2 -3 =- 30143/2000, 3-4=-27177/1814, 4 -5 =- 24024/1616, 5-6=-21006/1425, 6-26 =- 19361/1330, 26 -27=- 19361/1330, 8 -27 =- 19361/1330, 8 -10 =- 20884/1407, 10-11= 24127/1606, 11- 12=- 27520/1814, 12- 13=- 27562/1803, 13 -14 =- 30331/1961 1 -25 =- 1957/29457, 24 -25= 1957/29457, 23 -24 =- 1820/27839, 22- 23=- 1609/25065, 21 -22 =- 1388/22147, 20 -21 =- 1186/19526, 20 -28 =- 1186/19526, 19 -28 =- 1186/19526, 18 -19 =- 1324/22212, 17- 18=- 1555/25437, 16- 17=- 1729/27810, 14 -16 =- 1729/27810 2 -25 =- 105/1991, 2- 24=- 1864/155, 3 -24 =- 215/3430, 3-23=-3864/294, 4 -23 =- 328/4988, 4 -22 =- 4931/372, 5- 22=- 411/6060, 5 -21 =- 5012 / 387, 6-21= 496/7288, 6-19 =- 558/68, 8- 19=- 445/7007, 10- 19=- 4520/351, 10 -18 =- 336/5240, 11- 18=- 4404/329, 11- 17=- 235/3938, 13-17=-2689/195, 13-16=-122/2410 BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5 -10-15 oc purlins, except 2 -0 -0 oc purlins (6-0-0 max.): 6-8. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) 4-ply truss to be connected together with 10d (0.131'x3 ") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc, 2 X 6 - 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Attach TC&BC w/ 1/2" diam. bolts (ASTM A -307) in the center of the member w/washers at 4 -0-0 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. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live Toads have been considered for this design. 4) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 5) Provide adequate drainage to prevent water ponding. iNking{ y8 T -gO plates unless otherwise indicated. ® 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 chore members are for compression buckling only, not forbuilding Stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability during construction i5 the responsibility of the installer. Additional permanent budding Stability bracing of the overall structure Is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, tabncabon, quality control, storage, delivery. erection, lateral restraint and diagonal bracing. consult ANSI/TPI 1, DS8-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING ac Job Truss 'Truss Type Oty Ply Plan L2M -3166 16152314 61205301 A04 CALIFORNIA TRUSS 1 4 Job Reference (optional) ProBuild Arlington, Artington,WA 98223, Jane Ferderer 7.250 s Aug 25 2011 MTek Industries, Inc. Mon Nov 28 14:01:58 2012 Page 2 ID:7DmROtWo ?GbW FONsHBIzzBO3b- ruhJXpXW7s5S4N1ASY4dUp5JN82kEVInn012DyFH27 NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 970 Ib uplift at joint 1 and 971 Ib uplift at joint 14. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-6=-70, 6-7=-70, 6-26=-20, 26-27=-70, 8- 27 = -20, 8-9=-70, 8- 15 = -70, 1- 28=- 713(F= -697), 14-28=-621(F=-605) ® WARNING - Verify design parameters and read notes on this Thus Design Drawing and included DrJ Reference Sneet (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 budding stability bracing of the overall structure Is the responsibility of tn8 budding designer or owner of the trusses. For general guidance regarding design responsibilities, labneation, quality control, storage, delivery. erection. lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from SBCA at www.sbeindustry.com. CONSULTINGuc Job 61205301 Truss 801 Truss Type GABLE Qty 1 Ply 1 Plan L2M -3168 16152315 Job Reference (optional) Pro Build Arlington, Adington,WA 98223 11 -3-OI 7 -3-15 1 -3-0 7 -3-15 7.250 s May 11 2011 MiTek Industries, Inc. Mon Nov 26 18:10:30 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBlzzB03b- xDNPrjmmBTsDx9GAYaGJKCigvGUG831DooGpRuyFEK7 14 -3-0 21 -2 -1 28-6 -0 ?9 -9-01 6-11 -1 6-11 -1 7 -3-15 1 -3-0 12x12 i 10x12 i 4x4 .. 4 4x4 40 10 41 9 10x10 = 8x8 = 9 -7 -10 1 14-3-0 18-10-6 9-7 -10 4 -7 -6 Plate Offsets (X,Y): 14:0 -9-4,0 -2- 41,14:0 -1-8,0 -5-81 16:0 -2- 0,0.1- 81,19:0- 4 - 0,0-4- 81,121:9 -3- 13,0 -1 -61 4 -7 -6 28 -6 -0 9-7 -10 Scale = 1:60.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0.71 BC 0.64 WB 0.39 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) - 0.17 8-10 >999 240 Vert(TL) -0.31 2 -10 >999 180 Horz(TL) 0.07 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 235 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 DF 1800F 1.6E *Except' 6.9: 2 X 6 HF No.2 WEBS 2 X 4 HF No.2 'Except' 5- 8,3 -10: 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std 'Except' 4-11: 2 X 4 HF No.2 REACTIONS (Ib /size) 2= 2208/0 -5-8 (min. 0- 3-10), 6= 1736/0 -5-8 (min. 0 -2 -14) Max Horz 2= 194(LC 4) Max Uplift 2= 136(LC 5), 6=- 104(LC 6) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3=- 3176/165, 3-4=-2981/228, 4 -5 =- 2315/188, 5-6=- 2551/123 BOT CHORD 2- 38=- 1222590, 38-39=-122/2590, 39-40=-122/2590, 10-40=- 1222590, 10- 41= 0/1535, 9-41=0/1535, 9-42= 0/1535, 8-42= 0/1535, 6-8=-8/1997 WEBS 4- 8= -67/698, 5-8 =- 371/166, 4-10 =- 144/1878, 3-10=- 505/176 Structural wood sheathing directly applied or 2 -9-5 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; 11=25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) 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 studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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, with BCDL = 8.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 2 and 104 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pnchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 728 Ib down and 50 Ib up at 9- 11 -12, and 246 Ib down and 17 Ib up at 4-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 = -70, 4-7=-70, 2- 39 = -16, 39- 40 =- 51(F = -35), 9- 40= -16, 9-42 = -56, 6- 42 = -16 Concentrated Loads (Ib) Vert: 38=- 246(F) 41=- 728(F) ® 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 torbuilding 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 responsibddy 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 SBCA at www.sbcindustry.com. November 26,2012 CONSULTING Liz Job Truss Truss Type Oty Ply Plan L2M -3168 15152318 81205301 B02 Common Truss 7 1 Job Reference (optional) Protuld Arlington, Mington,WA 98223. Jane Ferderer f1 802 -14 7 -3-15 1-3-0 7 -3-15 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 28 14 :0301 2012 Page 1 ID:7DmROtWo ?GbW FONsHBIzzB03b- FTNRArZPHnT1xrn pee6SjrpM2bRDtkTIFPFYyFHz4 14 -3-0 1 21 -2 -1 I 28-8 -0 6-11 -1 6-11 -1 7 -3 -15 44 1I 4 8.00 12 2x4 \\ 2x4 3 5 rAll& ca 30 4x4 10 11 9 12 8 x 13 7 14 15 3x8 — 4x4 = 36 = 4x4 = 18-2-14 18 -2 -14 9-7 -10 I 18 -10-6 1 28-6-0 9-7 -10 97.10 9-2 -12 Scale = 1:66.8 Plate Offsets (X -Y): [2:0- 8- 3.0-0- 14].(6:0 -8 -3.0 -0-14] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.68 BC 0.68 WB 0.28 (Matrix) DEFL in (loc) Vert(LL) -0.34 7 -9 Vert(TL) - 0.52 6-7 Horz(TL) 0.08 6 I/defl >999 >643 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 111 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 HF No.2 2 X 4 HF No.2 2 X 4 HF No.2 'Except' W1: 2 X 4 HF Stud /Std (Ib /size) 6= 1394/0 -5-8 (min. 0 -2 -5), 2= 1503/0 -5-8 (min. 0-2 -8) Max Horz 2= 209(LC 4) Max Uplift6= -40(LC 6), 2=-81(LC 5) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-2090/84, 3-4 =- 1871/157, 4 -5 =- 1880/163, 5 -6 =- 2069/91 BOT CHORD 2 -10 =- 63/1617, 10 -11 =- 63/1617, 9-11= 63/1617, 9-12= 0/1075, 8- 12= 0/1075, 8- 13= 0/1075, 7- 13= 0/1075, 7- 14= 0/1627, 14- 15= 0/1627, 6-15= 0/1627 4-7=-85/850, 5-7 =- 453/180, 4-9=-77/836, 3 -9 =- 446/177 WEBS Structural wood sheathing directly applied or 2 -2 -0 oc purlins. Rigid ceiling directly applied or 2 -2 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) 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, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 6 and 81 Ib uplift at joint 2. 6) This truss is designed in accordance with the 2009 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 ® 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 torbuilding stablldy bracing. Additional temporary restraint/ diagonal bracing to Insure stability dunng construction is the responsibility of the installer. Madronal permanent budding stability bracing of the overall structure Is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsrbddies, fabrication. quality control. storage. delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1. DSB-89 and BCSI (Budding Component Safety Informauon) available from SBCA at www.sbclndustry.com. November 26,2012 CONSULTINGLLc Job Truss 'Truss Type Qty Ply Plan L2M -3168 16152317 61205301 B03 Special Truss 9 1 Job Reference (optional) ProBuild Mington, Ariington,WA 98223. Jane Ferderer 1 1 2 -14 1 -3-0 7-3-15 7 -3-15 7.250 s Aug 25 2011 MITek Industries, Inc. Mon Nov 26 14:02:02 2012 Page 1 ID:7DmR0tWo7GbW FONsHBIzzBO3b- kfxpNAa125buY_ rrr+���t9 ffGOwmObAWDuiPyByFHz3 14 -3-0 I 20-9-0 1 24 -6-13 28-6 -0 - 6-11-1 6-6-0 3-9-13 3-11 -3 4x6 II Scale = 1:68.8 Plate Offsets (X.Y): (2:0- 8-3.0- 0-10]. [6:0.0- 1.Edge] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.66 BC 0.70 WB 0.92 (Matrix) DEFL in (loc) 1 /deg Ud Vert(LL) - 0.24 6-7 >999 240 Vert(TL) - 0.58 6-7 >579 180 Horz(TL) 0.32 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 116 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 `Except' T2: 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF No.2 *Except* W1,W5: 2 X 4 HF Stud /Std WEDGE Right: 2 X 4 HF Stud /Std REACTIONS (Ib /size) 2= 1319/0 -5-8 (min. 0 -2 -3), 6= 1210 /Mechanical Max Horz 2= 209(LC 4) Max Uplif2= -81(LC 5), 6= -41(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1810/73, 3-4=-1269/130, 4-5=-1210/130, 5- 6=- 3183/55 BOT CHORD 2-9=-50/1383, 8-9=-50/1383, 7- 8= 0/2639, 6- 7= 0/2646 WEBS 3-9= 0/276, 3-8=-586/133, 4- 8=- 51/806, 5-8= 1993/115, 5-7= 0/1801 BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2 -2 -0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 2 -2 -0 oc bracing: 6-7. 1 Row at midpt 3-8, 5-8 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever leg and right exposed ; end vertical leg 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 Ib uplift at joint 2 and 41 Ib uplift at joint 6. 7) This truss is designed in accordance with the 2009 International 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 ® 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 tor 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 forbuitding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability dunng 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 SBCA at www.sbeindustry.com. November 26,2012 CONSULTING ac Job Truss Truss Type Qty Ply Plan L2M -3168 16152318 61205301 604 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223, Jane Ferderer J.672-14 1 -3-0 7.250 s Aug 25 2011 MiTek Industries. Inc. Mon Nov 26 14:02:04 2012 Page 1 ID:7DmROtWVGbW F0NsH8IzzB03b- g23aosbHaiscolUKopB1k4LVSZEVecMAAjT3GtyFHz1 14 -3-0 1 28-6-0 14 -3-0 14 -3-0 4x4 11 12 18-2-14 42 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 25 24 23 3x6 = 28-8 -0 3x4 = 28-6 -0 Scale = 1:67.3 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inc( Yes Code IRC2009/TPI2007 CSI TC 0.08 BC 0.03 WB 0.11 (Matrix) DEFL in (loc) Udefl L/d Vert(LL) -0.00 1 n/r 180 Vert(TL) -0.00 1 n/r 120 Horz(TL) 0.01 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 189 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud /Std *Except* ST10,ST9,ST8: 2 X 4 HF No.2 REACTIONS (Ib) - BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12 -32, 11 -33, 13 -31 All bearings 28 -6 -0. Max Horz 2= 209(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 22, 2, 33, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23 Max Gray All reactions 250 Ib or less at joint(s) 22, 2, 32, 33, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23 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 -05; 85mph, TCDL= 6.0psf, BCDL= 4.8psf, h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) 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) Gable studs spaced at 1-4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 2, 33, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard November 26,2012 ® WARNING • 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 MRek 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 forbudding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability dunng construction Is the responsibility of the installer. Additional permanent budding stability bracing of the overall structure Is the responsibddy 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 SBCA at www.sbcindustry.com. CONSULTING //c Job Truss Truss Type Qty Ply Plan L2M -3168 16152319 B1205301 B05 Common Truss 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 Jane Ferderer t1 3 -0 7 -9 -15 7 -3-15 { 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:02:05 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBIzz803b- 8Edy? CcvLO_ TPS3WMWIIGHIuXszQ5N ?8KONDcoJyFHzO 14- -n 21 -2 -1 1 29-6-0 18 -21-14 6-11 -1 6-11 -1 7 -3-15 4x8 I I 8.00 12 2x4 \\ 3 204 // 5 3x8 = 16 17 1211 18 10 9 19 8 7 20 21 18 -2 -14 1 9-719 8-7 -10 Plate Offsets (X.YI: [2:0- 8- 3.0- 0-14]. [6:0- 8- 3.0.0 -14] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 4x4 = 3x8 2x4 11 2x411 2x4 11 1 1.9 -1 I - 5- 71 -7 5 (4286 40 4x4 = 4x4 = 2x4 11 18 -10.6 16-0!1 118-.4 - 11 2.6-0 1- 7- 1515 0 -51I -Y 28-1-0 3x8 = 18 -2 -14 9-7-10 Scale = 1:70.3 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.68 BC 0.64 WB 0.37 (Matrix) DEFL in (loc) Vdefl Lid Vert(LL) - 0.22 6-7 >999 240 Vert(TL) - 0.53 6-7 >637 180 Horz(TL) 0.09 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 123 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std 'Except' W2,W4: 2 X 4 HF No.2 REACTIONS (lb /size) 6= 1386/0 -5-8 (min. 0 -2 -4), 2= 1495/0 -5-8 (min. 0-2 -7) Max Horz 2= 209(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 1 Row at midpt 13-14 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2069/0, 3-4 =- 1851/0, 4- 5=- 1860/0, 5-6=-2049/0 BOT CHORD 2- 16= 0/1602, 16- 17= 0/1602, 12- 17= 0/1602, 11- 12= 0/1072, 11- 18= 0/1052, 10- 18= 0/1052, 9-10= 0/1052, 9- 19= 0/1052, 8- 19= 0/1052, 7 -8= 0/1074, 7- 20= 0/1611, 20- 21= 0/1611, 6-21= 0/1611 WEBS 4-14= 0/838, 7 -14 =- 260/880, 5-7 =- 455/184, 12- 13=- 246/854, 4- 13= 0/823, 3-12 =- 448/180, 11 -13= 78/252,8 -14 =- 86/258 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 3) 200.01b AC unit load placed on the bottom chord, 14-3 -0 from left end, supported at two points, 5-0-0 apart. 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 20.0psf 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, with BCDL = 8.0psf. 6) This truss is designed in accordance with the 2009 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 ® 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 forbmlding stabildy bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent budding 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 SBCA at www.sbclndustry.com. November 26,2012 CONSULTING /« Job Truss 'Truss Type Qty Ply Plan L2M -3166 16152320 B1205301 CO1 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223, Jane Ferderer ,.,18-2-14 I 1 -3-0 I 5-4 -14 5-4-14 7.250 s Aug 25 2011 MiTek Industries, Inc Mon Nov 26 14:02:07 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBIzzB03b- 4dkIQueAtd quUxkkMjz_CnA1rxxdshijsCyFHz_ 9.2 -12 13 -0-10 1 18-5 -8 8-8 1 3-9-14 3-9-14 5-4-14 1 -3-0 5x8 = 18 -2 -14 12 11 10 9 9-2 -12 3x8 = 9-2-12 18 -2 -14 18-5-8 9-2 -12 Scale = 1:47.3 Plate Offsets (X.Y): LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0 -1- 7.0-0- 2].(6:0- 8- 3.0 -1 -2) SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.24 BC 0.36 WB 0.25 (Matrix) DEFL in (loc) Udefl Vert(LL) - 0.16 6-8 >870 Vert(TL) - 0.38 6-8 >364 Horz(TL) 0.03 6 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 106 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib) - 2 X 4 HF No.2 2 X 4 HF No.2 2 X 4 HF Stud /Std 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD All bearings 6-11 -0 except (jt= length) 6= 0 -5-8. Max Horz 2= 127(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 9, 10, 11 Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 11. 12 except 2= 756(LC 1), 6= 861(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1025/75, 3-4 =- 749/78, 4-5=-753/76, 5-6 =- 1005/68 BOT CHORD 2 -12 =- 37/763, 11- 12=- 37/763, 10 -11 =- 37/763, 9-10 =- 37/763, 8- 9=- 37/763, 6 -8 =0/768 WEBS 4-8=-30/484, 5-8 =- 292/104, 3-8= 286/119 Structural wood sheathing directly applied or 5-2 -15 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) 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 studs spaced at 1 -4 -0 oc. • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 9, 10, 11. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® 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 MRek connector plates only. This design Is based only upon parameters shown, and is for an mdMdual 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 forbuildmg 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 SBCA at www.sbdndustry.com. November 26,2012 CONSULTING uc Job Truss Truss Type Qty Ply Plan L2M -3168 16152321 81205301 CO2 Common Truss 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223, Jane Ferderer 18 -2 -14 5-4 -14 5-4-14 8.00 12 2x4 2 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:02:08 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBIzzB03b- YpI4eEeoexM2G1vV GzuwW8bAV_aNNm4LSGOeyFHyz 9-2 -12 I 13 -0-10 1 18-5 -8 I 9.8-8 I 3-9-14 3-9-14 5-4 -14 1.3.0 4x4 11 A 111 3x8 = 7 3x8 = 2x4 4 18-2-14 9-2 -12 3x8 = 18-5 -8 18 -2 -14 9-2 -12 9.2.12 1 Scale = 1:44.3 Plate Offsets (X.Y): [1:0- 8 -10- 0-14]. [5:0 -8 -3.0 -0-14] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TP12007 CSI TC 0.26 BC 0.44 WB 0.30 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.14 1 -7 >999 240 Vert(TL) -0.36 1 -7 >611 180 Horz(TL) 0.03 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std REACTIONS (Ib /size) 1= 777 /Mechanical, 5= 889/0 -5-8 (min. 0-1 -8) Max Horz 1=- 139(LC 3) Max Uplift /= -26(LC 5), 5=-67(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1074/66, 2-3=-813/70, 3-4=-809/74, 4- 5=- 1079/61 BOT CHORD 1-7=-30/833, 5-7 =0 /806 WEBS 3-7=-27/585, 4 -7= 296/108, 2 -7= 328/117 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4 -9-14 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft, Cat. 11; Exp B; enclosed, MWFRS (low -rise) 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) 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) 1, 5. 7) This truss is designed in accordance with the 2009 International 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 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 budding component. Applicability of design parameters and proper incorporation of the component Is responsibility of budding designer or owner of the misses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbullding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stabrldy dunng construction Is the responsibility of the Installer. Adtldronal 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, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, OSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbeindustry.com. November 26,2012 CONSULTINGLLc Job Truss Truss Type Qty Ply Plan L2M -3168 16152322 B1205301 CGB01 Diagonal Hip Girder 1 1 Job Reference (optional) Pro Build Arlington, Arlington,WA 98223, Jane Ferderer 1 7250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 1462:09 2012 Page 1 -1-9-3 16214 ID:7DmR tWo ?GbW FONsHBIzzBO3b-0? sTrQf9PfUuu3NHbMnCR83IyajVJuhwJ ?Bgw4yFHyy 1 -9-3 I 5-6 -6 Scale = 1:21.8 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.35 BC 0.93 WB 0.04 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.07 2 -6 >917 240 Vert(TL) -0.19 2 -6 >331 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF Stud WEBS 2 X 4 HF Stud /Std REACTIONS (Ib /size) 2= 448/0 -7 -6 (min. 0 -1 -8), 5= 246 /Mechanical Max Horz 2= 102(LC 5) Max Uplift2= -69(LC 5), 5=-23(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5 -6-6 oc puffins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 6) This truss is designed in accordance with the 2009 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 3 Ib up at 2 -10-0, and 50 Ib down and 3 Ib up at 2 -10-0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-70, 2 -5 =16 Concentrated Loads (Ib) Vert: 7=-100(F=-50, B = -50) ® 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 forbuddmg 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 SBCA at www.sttcindustry.com. November 26,2012 CONSULTING «C • Job Truss Truss Type Qty Ply Plan L2M -3168 16152323 B1205301 CGF01 Special Truss 1 1 Job Reference (optional) ProBuild Arlington, Mington,WA 98223, Jane Ferderer 1 1 -2-6 -0 9 -1 -2 2-6-0 1 7.250 s Aug 25 2011 MiTek Industries. Irnk�,,]fyon Nov 26 14:02:09 2012 Page 1 ID:7DmROtWo ?GbW FONsHBIzzB03b-0? sTraf0PEUuu3NH5MnCR83Dsau4JuuwJ ?Bgw4yFHyy 4 -10-4 4 -10-4 9-1 -2 1 Scale = 1:18.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr NO Code IRC2009/TP12007 CSI TC 0.68 BC 0.19 WB 0.02 (Matrix) DEFL in (loc) Udefl L/d Vert(LL) -0.02 2 -5 >999 240 Vert(TL) -0.04 2 -5 >999 180 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std REACTIONS (Ib /size) 2= 448/0 -8 -9 (min. 0 -1 -8), 5= 157 /Mechanical Max Horz 2 =91(LC 5) Max Uplift 2=- 105(LC 5), 5 = -8(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4 -10-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt =1b) 2 =105. 6) This truss is designed in accordance with the 2009 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 Ib down and 2 Ib up at 3-4-0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4=-70, 2 -5 = -16 Concentrated Loads (Ib) Vert: 6= -25(F) ® 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 budding designer or owner of the trusses and Installer. Lateral restraint designations shown on indvdual web and chord members are for compression buckling only, not forbuildmg 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. delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DS &89 and SCSI (Building Component Safety Information) available from SBCA at www.sbclndustry.com. November 26,2012 CONSULTING uc Job Truss Truss Type Qty Ply Plan L2M -3168 18152324 B1205301 CGKO1 Special Truss 1 1 Job Reference (optional) Pro Build Arlington, Mington,WA 98223, Jane Ferderer 7.250 s Aug 25 2011 MiTek Indust c. on Nov 26 14:02:10 2012 Pa e 1 9-1ID:7DmROtWo ?GbW FONsHBIzzB 1 03b- VCOr3vg2AY yT931R_LbOU_Hg2LX3YfxNSXyFHyx -2-6 -0 I 2 -4 -13 2-6-0 2 -4 -13 Scale = 1:12.9 LOADING (psf) TCLL 25.0 TCDL 10.0 BC LL 0.0 • BCDL 8.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.62 BC 0.04 WB 0.00 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.00 2-4 >999 240 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 9 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 REACTIONS (lb /size) 3 =-48 /Mechanical, 2= 403/0 -5-4 (min. 0 -1-8), 4 =17 /Mechanical Max Horz 2 =64(LC 5) Max Uplift3= -48(LC 1), 2=-127(LC 5) Max Gray 3 =32(LC 5), 2= 403(LC 1), 4 =38(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-4 -13 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph, TCDL= 6.0psf; BCDL= 4.8psf, h =25ft, Cat. 11, Exp B, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt =lb) 2 =127. 6) This truss is designed In accordance with the 2009 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 ® 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 forbatding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability during construction Is the responsibility of cite 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 SBCA at www.sbclndustry.com. November 26,2012 CONSULTING ac Job 81205301 Truss 001 Truss Type Common Truss Qty 1 Ply 1 Plan L2M -3168 18152325 Job Reference (optional) ProBulld Arlington, Arlington,WA 98223, Jane Ferderer -13 018 -2-14 1 -3-0 6-0-0 6-0-0 7.250 s Aug 25 2011 MITek Industries, Inc. on Nov 26 14:02:11 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBIzzBO3b- z0_ DGFhgxskc7NWgjnpgWZ8hh0dJnoMCnJgx _zyFHyw 12 -0-0 I 13-3 -0 1 6-0-0 1-3-0 4x4 11 8.00 12 10 3x4 = 18 -2 -14 18 17 16 15 14 13 12 12-0-0 3x4 = 12 -0-0 I$ Scale = 1:30.0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina- Yes Code IRC2009/TPI2007 CSI TC 0.08 BC 0.02 WB 0.03 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.01 11 n/r 180 Vert(TL) -0.01 11 n/r 120 Horz(TL) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD REACTIONS All bearings 12 -0-0. (Ib) - Max Horz 2= -86(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) 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) Gable studs spaced at 1-4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) This truss is designed in accordance with the 2009 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 ®WARNING - 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 budding 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, tabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING «c Job Truss Truss Type Qty Pty Plan 12M -3168 16152326 B1205301 E01 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington.WA 98223, Jane Ferderer -1-6-0 9.12 1-6-0 8.00 I 12 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:02:12 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBIzzB03b- RaYbTbili9sTIX5sGUKv3mhstoyZWFdM ?zQUXPyFHyv 5-10-8 1 11-9-0 1 13-3-0 5- 10-8 5-10-8 1-6-0 4x4 11 10 11 3x4 = 9-1 -2 18 17 18 15 14 13 12 11 -9-0 3x4 = 11 -9-0 1 Scale = 1:30.2 LOADING (psf) TCLL 25,0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.11 BC 0.01 WB 0.03 (Matrix) DEFL in (loc) 1/deb Ltd Vert(LL) -0.02 11 n/r 180 Vert(TL) -0.03 11 n/r 120 Horz(TL) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD REACTIONS All bearings 11 -9 -0. (Ib) - Max Horz 2=-85(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 Ib or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) 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) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live Toad 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard November 26,2012 ® 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 indMdual 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/7P11, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbclndustry.com. CONSULTING ac Job Truss Truss Type Qty Ply Plan L2M -3188 18152327 81205301 002 Common Truss 1 1 Job Reference (optional) ProBuiid Arlington, AAington,WA 98223, Jane Ferderer 9 -1 -2 5-10 -8 5-10 -8 1 4x4 11 2 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 28 14:02:13 2012 Page 1 ID:7DmROtWo2GbW FONsHBIzzB03b- vn5zhx3c KNhg2gCr8b_DwOBFrFhOVEd913ryFHyu 11 -9-0 13-3 -0 5-10 -8 1 -8-0 Scale = 1:30.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.54 BC 0.20 WB 0.12 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.03 1 -5 >999 240 Vert(TL) -0.07 1 -5 >999 180 Horz(TL) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std REACTIONS (Ib /size) 1= 48410 -3 -8 (min. 0 -1 -8), 3= 616/0 -3 -8 (min. 0 -1 -8) Max Horz 1= -95(LC 3) Max Uplift 1 =15(LC 5), 3=-65(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-528/15, 2- 3=- 560/22 BOT CHORD 1- 5= 0/359, 3-5 =0/359 WEBS 2 -5 =0/256 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4 -1 -9 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2009 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 November 26,2012 ® 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 oily, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of tha 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 SBCA at www.sbcindustry.com. CONSULTING Ltc Job Truss Truss Type Oty Ply Plan L2M -3168 18152328 B1205301 E03 Common Truss 5 1 Job Reference (optional) ProBulld Arlington, Arlington,WA 98223, Jane Ferderer 9-1 -2 1 5-7-0 5-7-0 4x4 11 7 250 s Aug 25 2011 MITek Industries, Inc Mon Nov 26 14'0214 2012 Page 1 ID:7DmROtWo'?GbW FONsHBIzzB03b -NzfM niDn6B _ciFFOvNN8Bm6?bb9_8ifTHvbblyFHyt 11-5-8 1 12 -11 -8 5-10-8 1-6-0 1 5-7-0 5-7 -0 11-5-8 5-10-8 1 Scale = 1:30.4 Plate Offsets (X.Y): (1:0- 3- 8.E.gej LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.46 BC 0.20 WB 0.12 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) - 0.03 3-5 >999 240 Vert(TL) - 0.08 3-5 >999 180 Horz(TL) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std WEDGE Left: 2 X 4 HF Stud /Std REACTIONS (Ib /size) 3= 600/0 -3 -8 (min. 0 -1 -8), 1= 468 /Mechanical Max Horz 1= -95(LC 3) Max Uplift3= -65(LC 6), 1 —14(LC 5) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-506/15, 2- 3=- 531/22 BOT CHORD 1- 5= 0/335, 3-5 =0/335 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-4 -1 oc puffins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 1. 7) This truss is designed in accordance with the 2009 International 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 November 26,2012 ® 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 onty, 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/rPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbdndustry.com. I CONSULTING LLC Job Truss Truss Type Qty Ply Plan L2M -3168 16152329 B1205301 F01 MONOPITCH TRUSS 3 1 Job Reference (optional) ProBulld Arlington, Arlington,WA 98223, Jane Ferderer 7.250 s Aug 25 2011 MfTek Industries. Inc. Mon Nov 28 14:02:14 2012 Page 1 912 ID:7DmR0tWo ?GbW FONsHBIzzB03b -Nz���I�u} jjZDn6B _gFFOvNN8BmACbdO_9WRHvbblyFHyt -2 -0-0 1 3-10-0 V - ' - -� 2-0-0 3-10-0 0.1$ 3 Scale = 1:18.6 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2-0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TP12007 CSI TC 0.25 BC 0.08 WB 0.00 (Matrix) DEFL in (loc) l/defl Lid Vert(LL) -0.01 2-4 >999 240 Vert(TL) -0.02 2-4 >999 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 359/0 -5-8 (min. 0 -1 -8), 4= 106/0 -1 -8 (min. 0 -1 -8) Max Horz 2 =67(LC 4) Max Uplift 2= -86(LC 5), 4 =-4(LC 4) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-11 -8 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) This truss Is designed in accordance with the 2009 International 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 November 26,2012 ® 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 ony, 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 SBCA at www.sbdndustry.com. CONSULTING «c Job Truss Truss Type Qty Ply Plan L2M -3168 18152330 B1205301 F02 MONOPITCH TRUSS 3 1 Job Reference (optional) PmBuild Arlington, AAington,WA 98223, Jane Ferderer -2 -0-0 2-0-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 28 14:02:15 2012 Page 1 9-1 -2 ID:7DmROtWo ?GbW FONsHBIzzB0, - fDk6dk8 4E2c _gRyducgPILy ?_6jcmohxe87kyFHys 6.00 12 2 2-4-0 2+- 2 -4 -0 0-1- 3 2x4 11 ■ 4 2x4 11 3x4 = Scale = 1:14.5 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.25 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.00 2-4 >999 240 Vert(TL) -0.00 2-4 >999 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std REACTIONS (Ib /size) 2=329/0-5-8 (min. 0 -1 -8), 4= 6/0 -1 -8 (min. 0-1-8) Max Horz 2 =53(LC 5) Max Uplift 2=- 100(LC 5), 4 = -1(LC 4) Max Gray 2= 329(LC 1), 4 =34(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2 -5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind. ASCE 7 -05, 85mph, TCDL= 6.Opsf, BCDL= 4.8psf, h =25ft, Cat. II, Exp B, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt =lb) 2 =100. 7) This truss Is designed in accordance with the 2009 International 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 November 26,2012 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 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 forbuilting 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, consul ANSI/TPI 1. DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Plan L2M -3168 18152331 B1205301 901 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuld Arlington, Arlington,WA 98223. Jane Ferderer 7.250 5 Aug 25 2011 MiTek Industries, Inc. Mon Nov 28 14:02:16 2012 Page 1 9-1-2 ID:7DmR0tWo9GbW FONsHBIzzB03b- JLn6JzIpIOMvE8PdVKPrDcrWXPKBS3hxwbOhgAyFHy -2-0 -0 I 8-10 -0 6-11r8 2-0-0 6-10 -0 0-1- Scale: 1/2 ° =1' 2x4 II 6 9-1 -2 6-11-8 6-11 -8 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TP12007 CSI TC 0.20 BC 0.03 WB 0.02 (Matrix) DEFL in (loc) I /defl Lid Vert(LL) 0.00 1 n/r 180 Vert(TL) -0.03 1 n/r 120 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std OTHERS 2 X 4 HF Stud /Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS All bearings 6 -11 -8. (Ib) - Max Horz 2 =96(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 8, 9 Max Gray All reactions 250 Ib or less at joint(s) 7, 8, 9, 10 except 2= 307(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9. 8) This truss is designed In accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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 November 26,2012 ® WARNING - Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet (rev. 03-111 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 end Installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuiiding 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 responslbllnies, 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 SBCA at www.sbctndustry.com. CONSULTING «c Job B1205301 Truss G02 Truss Type MONOPITCH TRUSS Qty 14 Ply 1 Plan L2M -3168 18152332 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223, Jane Ferderer 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 26 14:02:17 2012 Page 1 -2 -0-0 9-1-2 ID:7DmR0tWo ?GbW FONsHBIzzB03b- nYLUXJIRWtUrnfIrp31w4mgOddpcKBWG59F7FCdyFHyq 8-10-0 8- 10.0 0-1 -8 Scale: 1/2 " =1' 2x4 11 3 LOADING (psi) TCLL 25.0 TCDL 10.0 BC LL 0.0 • BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Ina Yes Code IRC2009/TPI2007 CSI TC 0.50 BC 0.30 WB 0.00 (Matrix) DEFL in (loc) I /defl L/d Vert(LL) -0.12 2 -4 >651 240 Vert(TL) -0.27 2 -4 >296 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 22 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 2= 466/0 -5-8 (min. 0 -1 -8), 4= 257/0 -1 -8 (min. 0 -1 -8) Max Horz 2 =96(LC 4) Max Uplift 2= -82(LC 5), 4 = -16(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2009 International 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 November 26,2012 WARNING - Verify design parameters and read notes on this Truss Design Drawing nd Included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with MiTTek 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 forbullding 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 SBCA at www.sbcindustry.com. CONSULTING ac Job Truss Tnrss Type Oy Ply Plan L2M -3168 18152333 81205301 G03 Monopitch Truss 1 1 Job Reference (optional) Pro Build Arlington, Arlington,WA 98223 -2 -0-0 2 -0-0 7.250 s May 11 2011 MiTek Industries, Inc. Mon Nov 28 18:11:09 2012 Page 1 ID:7DmROtWo ?GbW FONsHBIzzB03b- IjE913FE? Smh791fKHTSPRgSB _ljnngymNCNI8yFEJW 6-11 -8 6-11 -8 Scale = 1:19.7 3x4 i 6-11 -8 6-11 -8 Plate Offsets (X,Y): 12:0-5-8,Edqel, (6:4- 10- 3,0 -1-8) LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TP12007 CSI TC 0.25 BC 0.30 WB 0.00 (Matrix) DEFL in (loc) 1/defl Lid Vert(LL) -0.12 2-4 >651 240 Vert(TL) -0.27 2-4 >296 180 Horz(TL) 0.00 4 n/e n/a PLATES GRIP MT20 185/148 Weight: 35 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud /Std OTHERS 2 X 4 HF Stud /Std REACTIONS (Ih /size) 4= 257 /Mechanical, 2= 466/0 -5-8 (min. 0-1 -8) Max Horz 2 =96(LC 4) Max Uplift 4= -16(LC 5), 2=-82(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind. ASCE 7 -05, 85mph, TCDL= 6.0psf, BCDL= 4.8psf, h =25ft, Cat. 11, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 4 and 82 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitrhbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard November 26,2012 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 MRek 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 busses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSUTPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbeindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Plan UM-3168 18152334 61205301 HRA RAFTER TRUSS 2 1 Job Reference (optional) ProBulld Arlington, Arlington,WA 98223, Jane Ferderer 1 17-9 -5 -2-4-8 2-4-8 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 28 14:02:18 2012 Page 1 ID:7DmR0tWo ?GbW FON IiizB03b- Gkvskfm3H ?Qa$PdIRJ11woNM3mINEOvtok3yFHyp 21 -9-10 19 -8-8 11.2 -10 I 1 22-10- 11-141 19-8 -6 11 -2 -10 11 -7 -9 -9 -7-3 pip 8-5-8 4.24 I 12 4x4 4x4 3 3x4 1 11-2-10 11-2-10 23 -1 -10 24 -5-10 25-3 -9 e = 1:43.8 Ib Plate Offsets (X 11: (2•0- 2- 8.Edge) LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING 1 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.50 BC 0.00 WB 0.00 (Matrix) DEFL in (loc) I /deft L/d Vert(LL) -0.19 2 -3 >705 240 Vert(TL) -0.31 2 -3 >441 180 Horz(TL) -0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 20% 4 LUMBER TOP CHORD 2 X 4 HF No.2 BRACING TOP CHORD BOT CHORD REACTIONS At bearings 0-2 -13 except (jt= length) 2= 0 -8 -6, 3= 0-2 -2, 7= 0 -5 -14. (Ib) - Max Horz 2= 126(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 2, 3, 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 7 except 2= 266(LC 1), 3= 345(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) * 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. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 5, 6, 7. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 7) This truss is designed in accordance with the 2009 International 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 ®WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design ty 9 P 9 9 ( 9 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 end 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 ANSIR'PI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING uc Job Truss Truss Type Qty Ply Plan L2M -3168 16152335 /31205301 J10 Jack - Partial Truss 1 1 Job Reference (optional) Pro Build Arlington, Adington,WA 98223, Jane Ferderer 7.250 s Aug 25 2011 MRek Industries, Inc. Mon Nov 26 14:02:19 2012 Page 1 18-2-14 192e�7DmRQ11,AVGbWygFlQ2sl�1 ¢430 -kwTFx nh2JIU 5c8CBSyYrFT09cEZfQmOcYcMHVyFHyo -130 6 -0-0 I 12 -1 -5 1 -3-0 6-0 -0 6-1 -5 0 Scale = 1:51.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BC LL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.30 BC 0.50 WB 0.00 (Matrix) DEFL in (loc) I /deft L/d Vert(LL) -0.07 2 -8 >922 240 Vert(TL) -0.16 2 -8 >419 180 Horz(TL) -0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD REACTIONS All bearings 0-1 -8 except (jt= length) 7= Mechanical, 2= 0 -5 -8, 8= Mechanical, 6= 0.3 -2. (Ib) - Max Horz 2= 253(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7, 4, 5, 6 except 3=- 169(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6 except 2= 331(LC 1), 3= 412(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4, 5, 6 except (jt =1b) 3 =169. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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 ® 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 Ole trusses ana Installer. Lateral restraint designations shown on Individual web and chord members are for compression buckling only, not forbudtling stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng 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, labncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. November 26,2012 CONSULTING LLc Job Truss Truss Type Qty Ply Plan L2M -3166 16152336 B1205301 JB01 JACK 3 1 Job Reference (optional) ProBulld Arlington. Arlington,WA 98223, Jane Ferderer -1-3-0 18 -2 -14 1-3-0 7250 s ID:7DmROtWo'GbW FON 3 -10-8 3-10-8 11 MiTek Industries, Inc. Mon Nov 28 14:02:20 2012 Page 1 03b -C71 d9KoKpdtLjfjOkATnNSODZ0900t7XrCMvpxyFHyn 18-2-14 18 -2 -14 I0 d Scale = 1:21.7 Plate Offsets (X Y): [2:0- 1- 8.0 -1 -15] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TP12007 CSI TC 0.13 BC 0.08 WB 0.00 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.01 2-4 >999 240 Vert(TL) -0.02 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 REACTIONS (Ib /size) 3= 109 /Mechanical, 2= 283/0 -5-8 (min. 0 -1-8), 4 =29 /Mechanical Max Horz 2= 104(LC 5) Max Uplift3= -44(LC 5), 2 —35(LC 5) Max Gray 3= 109(LC 1), 2= 283(LC 1), 4 =65(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2009 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 November 26,2012 Q WARNING - 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 forbuitding 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 responsibiidles, fabrication, quality control, storage, delivery. erection. lateral restraint and diagonal bracing, consult ANSI/TPI 1. DSB-89 and BCSI (Building Component Safety Intonation) available from SBCA at www.sbcindustry.com. CONSULTING uc Job 81205301 Truss JB02 Truss Type Jack - Closed Truss Oty 1 Ply 1 Plan L2M -3188 18152337 Job Reference (optional} Pro Build Arlington, AAington,WA 98223, Jane Ferderer 7.250 s Au 25 2011 MITek Industries, Inc. Mon Nov 20 14:02:20 2012 Page 1 19-2 -14 ID:7DmROtWo ?GbW _r8O s BIzzB03b- C71d9KoKpdtLjlj ?X OkATnNSOB60ayOt rCMvpxyFHyn 4-0-0 4.0-0 2x4 I I 2 4 3x4 2x4 11 Scale = 1:19.9 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0.29 BC 0.49 WB 0.00 (Matrix) DEFL in (loc) 1/defl L/d Vert(LL) -0.03 1 -3 >999 240 Vert(TL) -0.06 1 -3 >736 180 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 DF 1800F 1.6E WEBS 2 X 4 HF Stud /Std REACTIONS (Ib /size) 1= 1138/0 -5-8 (min. 0- 1 -14), 3= 728 /Mechanical Max Horz 1 =68(LC 4) Max Uplift 1= -66(LC 5), 3= -62(LC 5) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 4 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.Opsf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2009 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 777 Ib down and 54 Ib up at 0 -6 -12, and 777 Ib down and 54 Ib up at 2 -6 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-2=-70, 1-3=-16 Concentrated Loads (Ib) Vert: 4=- 777(F) 5=- 777(F) November 26,2012 ® 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 i3 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 forbullding stability bracing. Additional temporary restraint/ diagonal bracing to Insure stability during construction is the responsibility of the installer. Addtional 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 SBCA et www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Plan L2M -3168 16152338 81205301 K01 Monopitch Truss 5 1 Job Reference (optional) ProBulld Arlington. Ariington,WA 98223, Jane Ferderer 7.250 s Aug 25 20144112rek Industries, Inc. Mon Nov 26 14:02:21 2012 Page 1 ID:7DmR0tWo ?GbW FONsHBizzB03b a? Plgoyaw? BKvHblt ?OwgYN8Q1a7JFh4s5SLOyFHym -2-0-0 9.1-2 1-11-8 1� 1 2 -0-0 1 -11 -8 Scale = 1:13.1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr Yes Code IRC2009/TPI2007 CSI TC 0.21 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.00 2 >999 240 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 REACTIONS (lb /size) 2= 300/0 -3 -8 (min. 0 -1 -8), 3 = -8 /Mechanical, 4 =15 /Mechanical Max Horz 2 =65(LC 5) Max Uplift2=-89(LC 5), 3 —8(LC 1) Max Gray 2= 300(LC 1), 3 =15(LC 5), 4 =35(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1 -11 -8 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -05; 85mph; TCDL= 6.0psf; BCDL= 4.8psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) This truss is designed in accordance with the 2009 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 November 26,2012 ® 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 ANSIITPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. CONSULTING LLC Symbols PLATE LOCATION AND ORIENTATION 34" Center plate on joint unless x, y indicated. Numbering 6 -4-8 System dimensions shown in ft -in- sixteenths I (Drawings not to scale) 2 3 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide buss sparing, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. 3. Never exceed the desgn loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and rs other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully, Knots and wane at joint locations are regulated by ANSUTPI 1. 7. Desgn assumes trusses wil be suitably protected from the environment in accord with ANSI/rPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10 Camber is a non - structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11 Plate type, size, orientation and location dimensions indicated are minimum plating requirement: 12 Lumber used shall be of the species and size, and in al respects, equal to or better than that specified. 13 Top chords must be sheathed or pudins provided at sparing indicated on design. 14 Bottom chords require lateral bradng at 10 ft sparing, or less, if no ceiling is installed, unless otherwise noted. 15 Connections not shown are the responsibility of others. 16 Do not cut or alter truss member or plate without prior approval of an engineer. 17 Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks wall potion project hisdesinn(ront,beck, 19 Review all poisons of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient 20 Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21 Unless information is otherwise provided to DrJ in writing, the use of these designs presumes approval, through the building designer or owner of the busses, of the loads and related design assumptions (e.g. spans, profiles, deflection, etc.) found on each of the individual design drawings. 22 These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. 23 It is extremely important to properly install temporary lateral restraint and diagonal bradng, in accordance with BCSI -B2 or using proprietary methods (e.g. Stabilizer, etc.). 24 Sheathing applied in the plane of the truss is not considered in the design of the individual truss components unlessspedficallynined. 25. Graphical purlin representation, if shown, does not depict the size or orientation of the pudin along the top and /or bottom chord. Purlins must be designed by others for size, and positioned in such a way as to support the imposed load along the dearspan of the purlin. 26. Due to the lateral thrust developed by scissor type trusses, if scissor type trusses are part of this design, careful consideration should be given to bearing wall conditions. Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand the lateral forces of the trusses. Consideration of these items is not a part of this truss design and is not the responsibility of the truss plate supplier, the truss designer, nor the truss fabricator. Competent professional advice should be secured relative to these items. 27. The accuracy of the truss design drawing reties upon acarate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values (E, Emin, Fb, Fc, Fcp, 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 ofANSI/TPI1Section6.3. offsets are ra= Dimensions are in ft -in- sixteenths. I 1 TOP CHORDS 11 Apply plates to both sides of truss and fully embed teeth. � 0-14 6 . 'OP CHORD C1-2 C2-3 Q U ■ _� For 4 x 2 orientation, locate plates 0-'n6" from outside edge of truss. This symbol indicates the C7.8 cb� cs 6 O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED /LETTEREDCLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS /LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -131 1, ESR 1352, ER 5243, 96048, 9730, 95 43, 96 31, 9667A NER -487, NER-561 95110, 84 32, 96 67, ER 3907, 9432A © 201 1 DrJ Consulting, LLC All Rights Reserved required direction of slots in * Plate software P LATE 4 LATERAL BEARING location SIZE x �i �� Connector plates. p details available in MiTek 20/20 or upon request. The first dimension is the late p 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and /or by text in the bracing section of the y g output. Use T. I or proprietay bracing (e.g. eliminator) if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint section indicates s joint number where . Industry Standards: ANSI/TP(1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of t Metal Plate Wood Trusses. . s , �'£ '_ ;r z _ DrJ Consulting, LLC {_ 6300 Enterprise Lane CONSULTING LLC Madison, WI 53719 CONSULTING l 40 -00-00 13 -00-00 17-00-00 10 -00-00 603 803 Doug fir plate required for A04 girder on both ends 603 A 5 02 J03 B03 <- 4/12 V -ult CL J04 B03 9 r- J05 B03 603 1 B03 B03 B05 B05 B05 8/12 > J06 J07 J08 B05 B02 B02 B02 J09 J10 J09 J08 J07 < 8/12 J06 J05 J04 602 B02 B02 J03 602 B01 S301 � GV� Y Y E02 A 11 -06-00 5-00-00 11 -09-00 E01 GARAGE 40-00-00 11 -09-00 High Country Homes Plan L2M -3168 B 2 Car B1205301 Roof BLOCK SCHEDULE- V BLOCK - (108) HANGER SCHEDULE:- HUS26 -21 1 1 ll 0 G02 G02 N 0 G02 i C N CD A N N Cl (D N CD G02 I N (0 N C7 G02 G02 I GO2 I Al N C7 Cl (0 B04 l V 1 603 803 Doug fir plate required for A04 girder on both ends 603 A 5 02 J03 B03 <- 4/12 V -ult CL J04 B03 9 r- J05 B03 603 1 B03 B03 B05 B05 B05 8/12 > J06 J07 J08 B05 B02 B02 B02 J09 J10 J09 J08 J07 < 8/12 J06 J05 J04 602 B02 B02 J03 602 B01 S301 � GV� Y Y E02 A 11 -06-00 5-00-00 11 -09-00 E01 GARAGE 40-00-00 11 -09-00 High Country Homes Plan L2M -3168 B 2 Car B1205301 Roof BLOCK SCHEDULE- V BLOCK - (108) HANGER SCHEDULE:- HUS26 -21 1 1 04 -02 -2013 City �f Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director GLENN ALMOND PO BOX 188 PUYALLUP WA 98371 RE: Permit Application No. D12 -372 HOMESTEAD AT FOSTER POINT - LOT 1 13306 56 AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 11/29/2012, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 05/28/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D12 -372 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206-431 -3665 March 8, 2013 Glenn Almond PO Box 188 Puyallup, WA 98372 o � • City of T { kwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Correction Letter #3 Development Permit Application Number D12 -373 Homestead at Foster Point, Lot 5 —13303 57 Av S Dear Mr. Almond, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician File No. D12 -372 W:1Permit CenterlCorrection Letters120121D12 -373 Correction Letter #3.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 0 • PLANNING DIVISION COMMENTS DATE: March 8, 2013 PROJECT NAME: Homestead at Foster Point -Lot 5 RE: D12 -373, Response to Correction 2 ADDRESS: 13303 57th Ave South ZONING: LDR Planning has reviewed the above building permit and corrections are required prior to issuance: 1. Planning's comments from correction letter 2 have not been addressed. There is no front door facing 57th Ave South as specifically required by the TMC. When we met to discuss the proposed elevations, a sliding glass door was shown. Staff asked that this be a French door. The plans show an "optional" sliding glass door. This does not meet code. Install the French door as agreed or propose another door that clearly appears to be a front door. You will need to schedule an appointment with Brandon Miles to review the elevations prior to resubmitting. He can be contacted at (206) 431 -3684 or via email at Brandon.Miles @Tukwilawa.gov. Two business day notice will be needed. JvJ.ILA, °,, �4s City of Tukwila March 1, 2013 Glenn Almond PO Box 188 Puyallup, WA 98372 • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Correction Letter #2 Development Permit Application Number D12 -373 Homestead at Foster Point, Lot 5 — 13303 56 Av S Dear Mr. Almond, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. File No. D12 -372 W :•IPermit CenterlCorrection Letters120121D12 -373 Correction Letter #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 • • PLANNING DIVISION COMMENTS DATE: February 28, 2013 PROJECT NAME: Homestead at Foster Point RE: D12 -373, Response to Correction # 1 ADDRESS: 13303 56th Ave South ZONING: LDR Planning has reviewed the above building permit and corrections are required prior to issuance: 1. There is no front door facing 56th Ave South as specifically required by the TMC. When we met to discuss the proposed elevations, a sliding glass door was shown. Staff asked that this be a French door. The plans show an "optional" sliding glass door. This does not meet code. Install the French door as agreed or propose another door that clearly appears to be a front door. 2. Remove the optional 3rd car garage from the plans. As shown, the garage will not meet setbacks. 3. The plans show an elevation "A" and "B ". When you'resubmit please select one particular elevation. January 28, 2013 Glenn Almond PO Box 188 Puyallup, WA 98372 Cdty • of Tukwila 1 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Correction Letter #1 Development Permit Application Number D12 -373 Homestead at Foster Point —13303 56 Av S Dear Mr. Almond, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. File No. D12 -372 W.•IPermit CenterlCorrection Letters120111D12 -372 Correction Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS Glenn Almond D12 -373 13003 57th Ave South LDR The Planning Division of DCD has reviewed the above permit application. The permit application cannot be approved. 1. In 2006, the project received shoreline approval from the City of Tukwila. Shoreline permits require that all construction be completed within five years of issuance of the shoreline permit. The five year period concluded in 2011. A new shoreline permit must be obtained. Please see the attached application form. 1 City of Tu 1la Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 4, 2012 Glenn Almond High Country Homes PO Box 188 Puyallup, WA 98371 RE: Incomplete Letter #1 Development Permit Application D12 -373 Homestead at Foster Point — Lot 5 —13303 57 Av S Dear Mr. Almond, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 29, 2012 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician Enclosures File: D12 -373 W:\Permit Center \Incomplete Letters\2012\D12 -373 Incomplete Ltr # I .doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 s Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: December 4, 2012 Project Name: Homestead at Foster Point — Lot 5 Permit #: D12 -373 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall be original signed wet stamped, not copied. Architectural design sheets and documents by a registered architect shall also be original signed wet stamped, not copied. 1. Provide a site plan that shows a vicinity map with the lot, identifying streets, and existing lot elements, lot topographical contours at 2' intervals and show fire hydrant location and distance. Provide benchmark elevations for the buildings finish floor and street benchmark elevation to show finish grade sufficiently slopes away from the building. 2. On the site plan provide additional plan details to identify a footing drain or a crawl space water - discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 3. Show elevation views on elevation pages as North, South, East and West. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. bPERMIT COORD CQPP PLAN REVIEW /ROUTING SLIP l ACTIVITY NUMBER: D12 -373 DATE: 03/21/13 PROJECT NAME: HOMESTEAD AT FOSTER POINT, LOT 5 SITE ADDRESS: 13303 57 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ NA he 04,0;I Fire Prevention ❑ Planning Division IN Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1)(1 Comments: Incomplete ❑ DUE DATE: 03/26/13 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 3, Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/23/13 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • PERRI CO 0 COPY. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -373 DATE: 03- 05- 13____ PROJECT NAME: HOMESTEAD AT FOSTER POINT — LOT 5 SITE ADDRESS: 13303 57 AV S Original Plan Submittal _ X Response to Correction Letter # 2 Revision # After Permit Issued Response to Incomplete Letter # DEPARTMENTS: Building Division Public Works Fire Prevention Structural c e v 3—g—k3 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 03 -07 -13 Not Applicable Comments: :Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: DUE DATE: 04 -04 -13 Not Approved (attach comments) xt REVIEWER'S INITIALS: DATE: Permit Center. Use Only ; : A.: : CORRECTION LETTER MAILED: U'07 Departments issued corrections: Bldg ❑ Fire ❑ Ping'. PW ❑ Staff Initials: VI- Documents/routing slip.doc 2 -28 -02 co PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -373 DATE: 02 -13 -13 PROJECT NAME: HOMESTEAD AT FOSTER POINT = LOT 5 SITE ADDRESS: 13303 57 AV S Original Plan Submittal _ X Response to Correction Letter # 1 Revision # After Permit Issued Response to Incomplete Letter # DEPARTM N • 513 ui ding Division in Public Works �IM Fire Prevention ❑ Planning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 02 -14 -13 Not Applicable n Permit`Center Use'Only' "` ' INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 154 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: n Approved with Conditions DUE DATE: 03 -14 -13 Not Approved (attach comments) rA REVIEWER'S INITIALS: DATE: Permit Center Use Ohfy'•; ' = y :.... CORRECTION LETTER MAILED: 0k I) Departments issued corrections: Bldg ❑ Fire ❑ Ping X PW ❑ Staff Initials: Documents/routing slip.doc 2 -28-02 I/PERMIT COORD 1111 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -373 DATE: 12/17/12 PROJECT NAME: HOMESTEAD AT FOSTER POINT, LOT 5 SITE ADDRESS: 13003 57 AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: 4-1- 4t/c 2- R-1.) llding Division re P b. �i� Work L I S _I, Alm c Old t3 $e 44 Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete DUE DATE: 12/18/12 Incomplete ❑ Not Applicable ❑ Comments: Permit Genter.,.Use.On►'y. : .1,a: INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/15/13 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Cente'r•Use Oily,, ; •,: ;. ;.� . CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: • • ^s'. ;l r . PE-. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -373 DATE: 11 -29 -12 PROJECT NAME: HOMESTEAD AT FOSTER POINT - LOT 5 SITE ADDRESS: 13303 57 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -04 -12 Complete ❑ Incomplete Not Applicable Comments: Permit.Center Use.Only INCOMPLETE LETTER MAILED: 1,���- -tom LETTER OF COMPLETENESS MAIJ9ED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01 -01 -13 Approved n Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Perniit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us x lvf SRa f Ca s.. hr i•.i a?F.&1k.,61 S'. q; le' 9 r, ti..< , ,..111 j. w • ! rm N..rl -•n x.. _•,n;,, Revision submittals must be 'submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D12-373 Response to Incomplete Letter # Response to Correction Letter # 3 Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Homestead at Foster Point — Lot 5 Project Address: 13303 57 Av S Contact Person: 4. /ew , �rhy l Phone Number: al Summary o Revision: 1iEC MAR 21 2013 PERMIT CENTER 3 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Ce ter by: i Entered in Permits Plus on � t3 \ applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3-5' - S - -, O 3 Plan Check/Permit Number: D 12 -373 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Homestead at Foster Point, Lot 5 Project Address: 13303 57 Av S Contact Person: (- l f nr' Summary of Revision: �, - 1 kuts -er� e,IcJt11d\k) - R11O\J P Phone Number: (253-110S-302C e mit 3-e( CA ( c7pI- ou RECEIVED OF r uPQNItA 5.2013/ PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisipn Received at the City of Tukwila Permit Center by: Entered in Permits Plus on S`( C:\ Users \jennifer- m \Desktop\Revision Submittal Form.doc Revised: May 2011 City* Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: -/3-/3 Plan Check/Permit Number: 2) / Z 3 7_7 ❑ Response to Incomplete Letter # IK--Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: /—n. t 7 ,e i? in/7— Project Address: /3303 7 7-7Vil-U6- ,51 Go 7- S Contact Person: 7/e ,1/,Ni Summary of Revision: PAO v; �w le9 T J 77o,vr Phone Number: S.13 --41&S -303.s- RECEIVED ON OF ThKW&A rte .13.2013 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including dat revisio Received at the City of Tukwila Permit Center by: 111— Entered in Permits Plus on H:\Applications\Forms- Applications On Line \2010 Applications \7 -2010 - Revision Submittal doc Revised: May 2011 Citylif Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Web site: http : / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date.: Jo'' Q-7 / a-- Plan Check/Permit Number: _0 – 3 73 Response to Incomplete Letter # / ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: /17C01:9 4s trA! Ax,/ e r Project Address: / 3303 57Th A--Vt s Contact Person: 41er,.,,/ /7", vi Phone Number: O S3 - yDS - ?n ?g Summary of Revision: SIT:' i /* �- e/e Vrt p4yc i 11'N -21Vt-0 ":11- IkimitA DEC 17 2012 NIA NrR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 14 Entered in Permits Plus on 011:1 l� N H:\Applications\Forms- Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 City okukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: http: / /www.Tukwi la WA.aov WATER METER INFORMATION Parcel No.: 2172000230 Permit Number: D12-373 Address: 13303 57 AV S TUKW Issue Date: 05/09/2013 Suite No: Permit Expires On: 12/09/2013 Applicant: HOMESTEAD AT FOSTER POINT - LOT 5 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3168 SQ FT SINGLE FAMILY RESIDENCE WITH A 491 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: EROISION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER METER, AND UNDERGROUNDING OF POWER. FOSTER POINT WATER & SANITARY SEWER CONNECTION CHARGE. TRANSPORTATION IMPACT FEE. THE SHORELINE PERMIT ASSOCIATED WITH THIS BUILDING PERMIT WAS MAILED TO THE DEPARTMENT OF ECOLOGY ON MAY 6, 2013. A 21 -DAY APPEAL PERIOD BEGINS WHEN THE SHORELINE PERMIT IS RECEIVED BY THE DEPARTMENT OF ECOLOGY. IF AN APPEAL IS FILED THIS BUILDING PERMIT MAY BE REVOKED AND ANY WORK COMPLETED UNDER THIS PERMIT MAY HAVE TO BE REMOVED. THE APPLICANT IS PROCEEDING AT THEIR OWN RISK IN COMPLETING OR ENGAGING IN ANY WORK DURING THE 21 -DAY APPEAL PERIOD. METER #1 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: Perm Work Order Number: 21340105 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $50.00 $0.00 $0.00 Subtotal: $625.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $6,005.00 TOTAL WATER FEES: $6,630.00 $0.00 $0.00 doc: WTRMTR D12-373 Printed: 07 -01 -2013 o1)--373 Department of Natural Resources and Parks Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type /330 3 77'' /4-v Property Street Address City State ZIP pc) fox 1 ?8 LLG Owner's Mailing Address re-7 �1�k� 9 371 City State ZIP a sue -gctio -57066 Owner's Phone Number (with Area Code) c9s.`3 -- L{OS - 3o3.S- Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP For King County Use Only Account # No. of RCEs lVionr0y Rate Sewer District % Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Residential Customer Please -check appropriate box: Equivalent (RCE) • Single-family (free standing, detached only) Multi - Family (any shared walls): • Duplex (0.8 RCE per unit) J 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) J 5 or more (0.64 RCE per unit) No. of Units • Mobile home space (1.0 RCE per space) No. of Spaces x 0.64 = x 1.0 = Subdivision Name Subdivision Number Lot Number Building Name Block NuErCEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER Please report any demolitions of pre- existing building on this property. Credit for a demolition 1.0 may be given under some circumstances. Demolition of pre- existing building? ❑ Yes J No 1.6 Was building on Sanitary Sewer? ❑ Yes ❑ No 2.4 Was Sewer connected before 2/1/90? ❑ Yes ❑ No 3.2 Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? .J Yes ❑ No If Multi- family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? `1 Yes ❑ No N 373 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corre sd d.ta for deter'ation of a revised capacity charge. Signature of Owner /Representative _4115111111r ��Ittt' Date �� o/ �Z Print Name of Owner /Representative Contractors or Tradespeople P.ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name HIGH COUNTRY HOMES LLC UBI No. 603088988 Phone 2538405660 Status Active Address Po Box 188 License No. HIGHCCH898DN Suite /Apt. License Type Construction Contractor City Puyallup Effective Date 3/15/2011 State WA Expiration Date 3/15/2015 Zip 98371 Suspend Date County Pierce Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status HIGHCH1015B5 HIGH COUNTRY HOMES INC Construction Contractor General Unused 1/25/1999 10/12/2014 Active Business Owner Information Name Role Effective Date Expiration Date BARTELS, JONATHAN K Partner /Member 03/15/2011 Amount BARTELS, KRISTINE A Partner /Member 03/15/2011 01LX0196581284 CASEBER, JEFFREY EDWARD Partner /Member 03/15/2011 CASEBER, LAURA LOUISE Partner /Member 03/15/2011 New Hampshire Insurance Co Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 CBIC SI8956 03/09/2011 Until Cancelled $12,000.00 03/15/2011 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 Granite State Insurance Compan 01LX0196581284 11/20/2012 11/20/2013 $1,000,000.00 11/19/2012 2 New Hampshire Insurance Co 010X019658183 11/20/2011 11/20/2012 $1,000,000.00 11 /18/2011 1 New Hampshire Insurance Compan 01LX0196581282 11/20/2010 11/20/2011 $1,000,000.0003 /15/2011 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions /Citations Information No records found for the previous 6 year period https: // fortress .wa.gov /lni/bbip/Print.aspx 05/09/2013 GENERAL NOTES BUILDING CODE: 2009 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PSF WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B" SOIL SITE CLASS 'D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R -3 DESIGN CRITERIA: TABLE R3012(I) GROUND SNOW LOAD , WIND SPEED SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD UNDER- REQUIRED REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP ' WEATIERING FROST LINE DEPTH TER�1'1IITE DECAY 30 ph) D1/D2 MOD 18 SLIGHT- MOD SLIGHT 11 NO PER AL JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR At TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE - MFG: TRUSS DESIGN AND LAYOUTS SITE WORK GENERAL UNLESS ,4 SOiLS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED,_ FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (rc) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED TO THE WEATHER. 500 2, s1 p BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLAB. 2200 psi BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER 3 ,000 psi (4 1/2% air entrained +/- 1 1/2%) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3,000 psi (4 1/2% air entrained +/- 11/2%) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON 5 TE FOR REVIEW BY BUILDING OFFICIAL REINFORCEING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UN.O. WALL CONSTRUCTION~MING GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE 81023. MINIMUM TN I CKNESS AND APPL I C4T I ON OF GYPSUM BOARD TABLE R10235 THICKNESS OF GYPSUM BOARD (INCHES) APPLICATION ORIENTATION OF GYPSUM BOARD TO FRAMING MAXIMUM SPACING OF FRAMING MEMBERS (INCHES O.G.) MAXIMUM SPACING OF FASTENERS (INCHES) SIZE OF NAIL FOR APF'LICAtION t0 WOOD FRAMING NAILS w/o adhesive SCREWS 13 GAGE 1 -3/8' LONG 19/64' NEAD,0.098' DIA. 1 -1/4' LONG ANNULAR- RINGED 5d COOLER NAIL 0.086' DIA. 1 -5/8' LONG 15/64' HEAD OR GYPSUM BOARD NAILS .086' DIA. 1 -5/8' LONG 9/32' HEAD 1 /2. CEILING EITHER DIRECTION 16 12 CEILING PERPENDICULAR 24 7 12 WALL EITHER DIRECTION 24 S 12 WALL EITHER DIRECTION 16 8 16 5/8' CEILING EITHER DIRECTION 16 1 12 13 GAGE 1 -5/8' LONG 19/64' 14EAD,0098' DIA.1 -3/8 LONG ANNULAR- RINGED 6d COOLER NAIL 0.092' DIA. 1 -1/8 LONG 1/4 HEAD OR GYPSUM BOARD NAIL,0.0915' DIA. 1 -1/8' LONG 15/64' HEAD GEILING PERPENDICULAR 24 1 12 WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 FASTENERS ALL NAILS SPECIFIED ON TH1$ PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NM) 8d COMMON (0.131' DIA., 2 -1/2' LENGTH), 8d BOX (0.113' DIA, 2 -1/2' LONG), I0d COMMON (0.148' DIA., 3' LONG) I0d BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DiA, 3 -1/2' LONG), I6d SINKER (0.148 DIA, 3 -1/4' LONG) 5c1 COOLER (0.086' DIA, I -5/8' LONG ), 6d COOLER (0.092' DIA., I -1/S' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE T1-IE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER I-IF *2 - Fb =915 psi, Fv =150 psi, Fc =1300 psi, E =1300000psi I *2 - Fb= 915 psi, Fv =150 psi, Fc =1300 psi, E =1300000ps1 BEAM DF -L *2 - Fb =900 psi, Fv =180 psi, Fc =1350 psi, E =1600000psi DF -L *2 - Fb =818 psi, Fv =110 psi, Fc =600 psi, E =1300000psi 4X 6X OR LARGER STUDS I-IF *2 - Fb -915 psi, Fv =150 psi, Fc-1300 psi, E - 1300000p61 1-IF *2 Fb =915 psi, Fv =150 psi, Fc =1300 psi, E- 1300000psi 2X4 2X6 OR LARGER POSTS 1-F *2 - Fb =918 psi, Fv =150 psi, Fc =1300 psi, E =1300000ps i HF *2 - Fb =9'15 psi, Fv =150 psi, F=13�� psi, E =1300000psl DF -L *1 - Fb =1200 psi, Pv =110 psi, Fc =1000 psi, E =1600000psi 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED - LAMINATED BEAM (GLIB) SHALL SE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTINUOUS OR CANTILEVER SPANS WITH T1-4E FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 PSI, Fc = 650 PSi (PERPENDICULAR), E = 1,800,000 PSi. ENGINEERED WOOD BEAMS AND i -JOIST CONTRACTOR SHALL °SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 150 PSI (PERPENDICULAR), E = 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,600 PSI, Fv = 285 PSI, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSi. SEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES= Fb = 1,100 PSI, Fv = 400 PSI, Fc = 680 PSI (PERPENDICULAR), E = 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. SEPARATE PERMIT REQUIRED FOR: Mechanical Cif BectdcoJ 0 Plumbing C i Gas Piping City of Tukwila BUILDING DIVISION PLANNING ApP , ED per::'. N Mangamiaiin biniikkto these pkna without approval the P Division of MO WALL CONSTRUCTION/I= RAMINCs (CONTINUED) PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAUIINGS. ROOFNJALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE '1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON a 6' O.C. a PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMOM AT 6' OC. e PANEL EDGES AND 12' O:C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR 51-EATHING. WALL FLASHING - APPROVED CORROSION- RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SUWACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION- RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF - FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1 -I /8' (28 mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALLPROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT -IN GUTTERS. RATPROOFING NOTES: STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING IS GREATER THAN 1/2' IN THE LEAST DIMENSION. METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. TUB WASTE OPENINGS N FRAMED CONSTRUCTION TO CRAWL SPACE AT OR BELOW THE FIRST FLOOR 51-IALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING GREATER THAN 1/2' IN THE LEAST DIMENSION. DRAFTSTOPPING 4 FIRE le•LOCKINc DRAFTSTOPPING WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLEY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPNG SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF t AATERIALS LISTED IN IRC SECTION 8302.12 FIRE BLOCKING FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY ,4T NE CEILING AND FLOOR LEVELS. 1.2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION 8302.1 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST NE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. ,. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION RI003.19. 6. FIREBLOCKING OF CORNICES OF A TWO- FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.1. LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREELOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. INSULATION AND MOISTURE PROTECTION GENERAL MAINTAIN 1" CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6" ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS /SHOWERS, PARTITIONS AND CORNERS FACE - STAPLE FACED BATTS FRICTION -FIT UNPAGED BATTS USE 4 MiL POLY VAPOR RETARDER AT EXTERIOR WALLS R -10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR - CEILING ASSEMBLIES, ROOF - CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS 31-1ALL WAVE A FLAME - SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE- DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: 1. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME - SPREAD AND SMOKE- DEVELOFEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC 83163, SHALL ONLY BE REQUIRED TO MEET THE SMOKE- DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATI4ERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL 5E LAID OVER THE GROUND iN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. FOUNDATION BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 6' -0' O.C. UN.O. WITH MN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AUJPA M4. (END CUT SOLUTION 5Y WOLMANIZED WOOD) PER IRC 3113, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT- DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPROOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPROOFED FROM THE TOP OF THE FOOTING TO NE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8' PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. FAR'�GING SHALL BE DAMPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. FOUNDATION (CONTINUED) 1. BITUMINOUS COATING 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. k COAT OF SURFACE BONDING CEMENT COMPLYING WITH AWN C 881 4. ANY MATERIAL APPROVED FOR WATERPROOFING IN SEC. R4062 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. WATERPROOFING IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE. TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. I. 2-PLY HOT MOPPED FELT 2.55 POUND ROOF ROLLING 3.6 -MIL POLYVINYL CHLORIDE 4.6 -MIL POLYETHYLENE 5.40 -MIL POLYMER- MODIFIED ASPHALT 6.60 -MIL FLEXIBLE POLYMER CEMENT 1. 1/8' CEMENT- BASED, FIBER - REINFORCED, WATERPROOF COATING 8. 60-MIL SOLVANT -FREE, LIQUID - APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC- SOLVANT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD - SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. EXTERIOR DOORS, WINDOUJS AND SKYLIGI -ITS REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of u iia BUILDING ISION F. WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310- EMERGENCY ESCAPE 4 RESCUE OPNGS SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1' SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. Ft. MINIMUM OPENING HEIGHT: THE MIN. N T CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SiLL HEIGHT: MAX. 44' IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12' ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24' ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW 15 LOCATED. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 1. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, H0T TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE 6. GLAZING GREATER THAN 9 S.F. AND LESS THAN 18' ABOVE FINISHED FLOOR 1. GLAZING IN GUARDRAILS a GLAZING LESS THAN 18" ABOVE FINISHED FLOOR 9. STAIRWAYS, LANDINGS 4 RAMPS WITHIN 36" HORIZONTAL OF WALKING SURFACE AND 60" ABOVE ADJACENT WALKING SURFACE MECI- I,4NICAL FILE COPY Permit No., P17-f1'? Plan review approval is subject to errors and omissions. Approval of construction documents does nct autciiz3 the elation of any adopted code or ordinance. Receipt of approved Field Copy • t • edged: By City Of liAcwIla BUILDING DIVISION HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS - BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MiGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN 4, GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERTURE WSEC SEC. 503.8.1 VENTILATION GROUP R OCCUPANCIES 51-IALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WIN THE SECTION MI5085 OF THE 2009 IRC AND WASHINGTON STATE AMENDMENTS. MINIMUM SOURCE - SPECIFIC VENTILATION IS REQUIRED IN THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cfm B. LAUNDRIES: 50 cfm C. WATER CLOSETS: 50 cfm D. KITCHENS: 100 cfm EVERY FACTORY BUiLT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE EW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. SEC M1508.5 * INTEGRATED WHOLE HOUSE VENTILATION SYSYEMS SHALL PROVIDE OUTSIDE AIR AT THE RATE USING SECTION MI5083. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE ROOM THROUGH THE FORCED AIR SYSTEM DUCTS. = USING A SUPPLY FAN W /MANUAL 4 MOTORIZED DAMPER. * FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE. 220 CFM REQU RED W/ A RUN TIME OF S I-IRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS SO VENTILATION EFFECTIVENESS CAN BE 1.0 • 8' SMOOTH WALL PIPE (OPERATION DESCRIPTION TO BE PROVIDED PER MI508) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED UTILTY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN NE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. = 100 SQ INCH TRANSFER GRILL PER IMC 504.5 REVISIONS No changes shall be me de to the scope of work without prior approval of Tukwila Building Division. NOM E: Revisions will require a new plan submittal and may include additional plan review fees. DRILLING AND NOTCI4ING STUDS. DRILLING AND NOTCHING STUDS. PER SEC 8602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTI-ICED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60 PERCENT THE HOLE IS NO MORE THAN 5/ 8 INCH (16mm) OF THE STUD WIDTH, THE EDGE OF TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R6026(I) AND 8602:6(2). - EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED 1N ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK 15 PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK (131mm) (16 ga) AND Ii'2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE 8602.6.1. - EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT I5 COVERED BY WOOD STRUCTURAL PANEL SHEATHING. INSPECTIONS AND ENFORCEMENT CEMENT POSTING OF CERTIFICATE WBEC 105.4 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R- VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND /OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U- FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION 503.102, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN RATES SPECIFIED IN 00 USING SEC MAXIMUM LEAKAGE HVAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT BE USED AS DUCTS PER 503.10.1 WSEC BUILDING AIR LEAKAGE TESTING 2009 WSEC SEC. 502.4.5 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. 105.4. LiGI -ITINC WSEC SECTION 505 505.1 INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. - EXCEPTION: LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE LIGHTING OPTION IN SECTION 1520 OR THE LIGHTING POWER ALLOWANCE OPTION IN SECTION 1530. 5052 /505.3 EXTERIOR LIGHTING: LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES. -EXCEPTIONS: I) PERMANENTLY INSTALLED OUTDOOR LUMINAIRES THAT ARE NOT HIGH EFFICACY SHALL BE ALLOWED PROVIDED THEY ARE CONTROLLED BY A MOTION SENSOR(S) WITH INTEGRAL± PHOTOCONTROL PHOTOSENSOR 2) PERMANENTLY INSTALLED LUMINAIRES IN OR AROUND SWIMMING POOLS, WATER FEATURES. 5053 LINEAR FLUORESCENT FIXTURES: LINEAR FLUORESCENT FIXTURES MUST BE FITTED WITH T -8 OR SMALLER LAMPS (BUT NOT T -10 OR T -12 LAMPS). STAIRWAY ILLUMINATION PER SEC 303.6 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF T1-4E SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER tlw3 3 (REFER TO PLAN FOR OPTION SELECTION) ALL GLAZING TO SE IN COMPLIANCE UJITI -4 TI-IE LATEST WASHINGTON STATE ENERGY CODE. OPTION GLAZING AREA % OF FLOOR AREA GLAZING U- FACTOR vERTICAL OVERHEAD DOOR U- FACTOR CEILING VAULTED CEILING WALL G G WALL -INT. OW GRA WALL-EXT. FLOOR 13% 034 0.50 020 R -49 HKRH D R -21 R -2I R -10 R -30 00 - R -I0 25% 0.32 0.50 020 R -49 R -38 HIGH DEWS. R -21 R -21 R -I0 R -30 R -10 III UNLIMITED 0.30 0.50 020 R -49 Zak R -21 R -2I R -10 R -30 R -10 •• y rd00 H V "M . 4 4, • o0 n -- 4 ill ` N a •• a 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home fs to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: 2011 WEATHER RESISTANT BARRIER OVER SHEATHING OR SUBSTRATE FINISH SIDING GSM TRIM FLASHING WITH 3" MIN. VERTICAL LEG HORIZONTAL WOOD TRIM 0R1z. TRIM 41- 61-4 E4t INIC;AlJOOD STUDS 12 N.T.S. Q 1r_ v e- �_ -__, L VA 1/4 " =1' -0" ON 12 1- 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE- FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1 /I6" PLY OR 0615 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO UJ4L-1- O T,4 f L N.T.S. 12 MASONRY VENEER - GENERAL NOTES - MAXIMUM THICKNESS 5 INCHES 4 30 FEET HEIGHT. - SDC D1 4 D2 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING. - NOT OK TO SUPPORT ADDITIONAL LOADS ON MASONRY VENEER. - MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. - TIES IN SDC DI 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE. - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16 INCH WEEPHOLES REQUIRED ABOVE FLASHING MAXIMUM 33 INCHES ON CENTER. - AIR SPACE MINIMUM I INCH - MAXIMUM 4 1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER - RESISTANCE MEMBRANE. - WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R1032 12 GABLE END DECO BRACE BOARD 4 BATT SIDING 5/4X8 BARGE W/ IX6 4 1X3 RAKE TRIM \\‘;,\ CEDAR SHAKE SIDING CONT. GUTTER REAR ON 1/4"=11-0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 09 2013 City of Tukwila BUILDING DIVISION 5/4x6 WINDOW , DOOR 4 CORNER TRIM @ FRONT 6" EXP. HORIZ. SIDING RI &-[' ON 1/4' =1 1_0" STONE VENEER (ADHERED) GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' ONT EEVA7.71 ON 1/4 " =1' -0" RECEIVED CITY OF TUKWILA MAR 2.1 2013 PERMIT CENTER CORRECTION LTR# 1712:-.1S HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM TI-4E STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' 1-41G1-1 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R319.1 •• Z eA a W . 4 A rzi ig • y C z 4I M •• o Nx 4t W W 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 2 -20 -13 401 -0" 121-3" 11 -0" 1- 81 -612" 3' -8 6/0x4/0 XO 6/0x4/0 XO 5/0x4/ XO S.G. * SOAKING TUB PLAYROOM BEDR OM 5 8' LG. OPTIONAL yAULTED CLG. ( 6' -9' 121 -4 Hoy B.P. I S.D. M. BATH CLG. / INE GENERAL NOTES: 1. ALL WORK TO BE N CONFORMANCE WITH 2009 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12" ABOVE DRAIN. 6. SHOWER TO BE LIMITED TO MAXIMUM 2.5 G.P.M. FLOW. 1. ALL GLAZING WITHIN 60" ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24" OF DOOR OR WITHIN 18" of FLOOR TO BE SAFETY GLASS 9. SMOKE DETECTORS TO BE INSTALLED PER SEC 8314.3 IN THE FOLLOWING LOCATONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ORY of THE DWELLING, INCLUDING BASEMENTS AND HABITAL ATTICS. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. ' CLG. % �r D , f W J L fro] UTIL. a 8' CLG. © +15 CFM LINEN 5s CFM U C. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 315.1 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2009 IRC 4 WA. STATE AMENDMENTS SEC 8315.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 313.6 MINIMUM R -3 INSULATION 12. FLEX GAS PIPING IS TO BE PROTECTED PER G24I5.5. PIPING SHALL BE PROTECTED W/ No 16 GAGE STL. SHIELD PLATES PLATES SHALL COVER THE PIPE OR BORED AND AREA EXTEND A WHERE ABOV SOLE PLATES, BELOW TOP PLATES AND TO EACH SIDE OF A STUD JOIST OR RAFTER. 13. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 14. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS "WHOLE HOUSE VENTILATION" (SEE OPERATING INSTRUCTIONS) =SMOKE ALARM- CARBON MONOXIDE COMBO. 13' -0' 40' -0" 211 -0" 16' -2' 10' -10' 5' -0" 41 -4' 51 -4' 5' -6' L 0 11 to NOOK 9' CLG. COVERED PORCH OPTIONAL MANUF. NAT. GAS - - METAL FIREPLACE T INSTALL P .ER MFR �1 SPECS. 3/0x6/0 FX P41R 5 /0xii /m XO EGRESS OPTIONAL BUILT -INS GREAT ROOM CLG. DEN /GUEST 91 CLG. 131 -11' 0 @ B.P. i 100 CFM E.F. VTOS KITCHEN CLG. . RAIL pR • IL 3, -38" BATH 8' CLG. ,' -61" 110v 0 S.D. 3' -91" UP I 110V O S.D. 1LICHE r t UP ROOM CLG. 8 HIG i i i i i ii i ii i i ii i i i i i i i A v." d. $EDROOM_4 8' CLG. FLR. LN. ABOVE BEDROOM -2 8' CLG. EGRESS 6/0x4/0 XOX A 3/0x4/0 FX 4' MIN 2' MIN 2X STUD WALL / CONC WALL 2 1/4' /5 X 5' LAG SCREWS A STUD WALL. 2 -3/5' C� X 5' BOLTS WI SIMPSON VGC ADHESIVE * CONC WALL 16 GA STEEL. STRAPPING AROUND WATER 1- IEATER WITHIN THE UPPER 4 LOWER ONE -THIRD OF THE APPL. 4 A MN. OF 4' FROM CONTROLS HOLD WATER HEATER TIGHT TO GWB di BACK FLEXIBLE WATER CONNECTIONS 2X4 LEDGER PRESSURE TREATED * CONC WALL 16 GA STEEL STRAPPING WITHIN THE UPPER 4 HEATER ONE -THIRD OF THE APPL. --r . 1 e A MIN. OF 4' FROM CONTROLS FLEXIBLE GAS CONNECTION ANCHOR WH TO BASE - BASE TO FLOOR NO SCALE 11' -6" UPI'ER --=-LOOR FAN ELEV HAH 1/4 "= I' -O" NOTE- FASTENERS FOR TREATED WOOD TO BE HOT - DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. WATER HEATER SUPPORT STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25 %, BORING 40 %. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 40 %, BORING 60 %. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. UTILTY ROOM NOTES: I. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. ( = 100 SQ INCH TRANSFER GRILL PER IMC 504.5 REVIE +R CODE CO v PLIANCE APPROVED u_ APR 0 9 201 City of Tukwila BUILDING DIVISION •t 1 ENTRY 1 -IWI -1 NOTES - PROVIDE EXPANSION TA - PROVIDE SEISMIC STRAPPING - TPRV TO TERMINATE TO OUTSIDE - PILOT 4 CONTROLS TO BE la' MIN. OFF FLOOR - PER ASH RAE 90 -A -80 USE 1/2" GWB ON ALL WARM AND STRUCTURAL WALLS. (I) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB 6/0x6/0 XOX COVERED PORCH CONC. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. LANDING AT "EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R311.3.1) 51-101' 1I' -9" 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the. Washington State Plumbing Code (Chapter 51 -56 WAC). 40' -0' BLUE IS AWG TRACER WIRE REQUIRED AT NON- METAL WATER SERVICE PIPING PER UPC 604.8. MAIN 00 FAN V HA" H5H 1/4" _ 1 '-0" MAIN FLOOR: UPPER FL-001R: TOTAL: 6ARAOE : PORCH (FRONT): PORCH (REAR) : 1524 SQ. PT. 1644 SQ. T. 5165 SQ . T. 4=11 SQ. T. 6'.[ 50. T. Hai SQ. T. RECEIVED CITY OF TUKWILA MAR 2.1 2013 PERMIT CENTER COPYRIGHT 2011 Landmark Design Inc. ALL RIGHTS RESERVED ALL GLAZING TO BE IN COMPLIANCE WASHINGTON STATE ENERGY CODE. AREA A5 A% OF GROSS FLOOR WITH THE LATEST TOTAL GLAZING AREA = 445 SF /3168 = 14.03% OPTION AREA % GLAZING U- FACTOR D00R CEILING YAUL7Ep WALL WALL- INT.WALL -EXT. FLOOR SLAB GRADE OF FLOOR OF FLOOR AREA VERTICAL OVERHEAD U- FACTOR CEILING GRADE GRADE GRADE * II 25%0 032 050 0.20 o R 3s ADV 8-38 R -2I INT R -21 R -10 R -30 R -10 2' H 11,1f., 1 frill''.i; r, -;' ,.'.2 `7 ;< 's.w -21 P.- 1(;:; 1 . ,. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 3 -4 -13 /2'3 40' -0' FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. rior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech , engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 40' -0' 6/0x4/0 XO 6/0x4/0 XO 5/0x4/0 XO 6E . 4x4 P.T. POST W/ PB BASE EGFIESS PLAYkOOM/ BE.PR OM 5 8' CLG. OPTIONAL 1rAULTED CLG. 1 1 6' -9' 1 I 110V B.P. 1 Q S.D. SOAKING TUB M. BATH 3, S' CLG. 2' -9' INE 1- LINEN co N BATH X 8' CLG. 3' -112' ,o o, l ® B.P. % BEflROOM -2 // EGRESS 5' -0' ' -5' DN 0 6' BE7ROOM -4 8' CLG. OPEN RAIL BEaROOM -3 8' CLG. 6/0x 0 XOX EGRESS 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 6/0x4/6 ><OX APR 0 9 2013 2' -6' 2' -6' 11' -6' 40' -0' FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. / 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. IDENTIFY LOT LINES Lot Tines shall be established on site and made visible to verify distance of building setbacks from the lot lines at time of footing /foundation inspection, prior to pouring of concrete. A survey may be required to verify lot lines. NEC 250.50. UPPER BOO PLAN ELEV "5" 1/4"=1'-0" — rete- encase+d�sunding electrode , is required in all new concrete footi. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or #4 copper wire, located near the bottom �) of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall r location of power panel.) 4' 0 SCHED. 40 STL. BOLLARD 4- 3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB 4- 3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) R1/2'X8'X8' SIDE VIEW VEHICLE IMPACT BARRIER DETAIL 3. ALL BEAMS TO BE 4x10 DFL"2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1 PROVIDE MINIMUM 18' -24' CRAWL ACCESS. * CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON TI4E SURROUNDING SURFACES S. PROVIDE CRAWL SPACE VENTILATION PER IRC. * FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION 9. INTERIOR GRADE OF CRAWL SPACE 51-1ALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10. INDICATES POINT LOAD FROM ABOVE 11. ■ INDICATES 'SIMPSON' HOEDOWN 4x4 P.T. POST W/ PB BASE ON 24'x24'x12' CONCRETE FTG. (2 PLACES) City of Tukwila BUILDING DIVISION 16' -6' 11' -9' COPYRIGHT 2011 u..3. Landmark Design Inc. / / ALL RIGHTS RESERVED 11' -9' 12. SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING. SHT S 1.0 FOUNDATION VENTILATION: 6'x16' SCREENED FOUNDATION VENTS : hi SQ. FT. I454/I50 : 9.69 SQ. FT. VENTILATION -OR- 15 VENTS 40' -0' °OUNAiION FAN VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D I454/150 = 9.69 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION W/ ONE OPENING WITHIN 3' -0' OF EACH CORNER OF THE BLDG. PER SEC. 8408 USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER CRIPPLE WALLS- PER SEC. 8602.9 * CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT SMALLER THAN THE STUDDING ABOVE WHEN EXCEEDING 4' IN HT. SUCH WALLS SHALL BE FRAMED OF STUDS HAVING THE SIZE REQUIRED FOR AN ADDITIONAL STORY. * CRIPPLE WALLS WITH A STUD HT. LESS THAN 14' SHALL BE SHEATHED ON ONE SIDE, FASTEN TO TOP 4 BOTTOM PLATE. OR CRIPPLE WALLS TO BE CONSTRUCTED OF SOLID BLOCKING. 0 H w a w 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local :get abhle bhumoe i ng c b constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 4 1 X HTS 20 BEAM t0 TOP PLATE 1X11- 1 /4'PSL 1 1 LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/ 52.0, 4X12 4X12 Fq = EARING WALL 1 ID - S - • BEAM FLU H N BLOC ING BEARIN' WA / / -AN BLOCKING S2.0 CONT. I7BL. TOP PLATE R -I0 RI6ID INSULATION • EXTERIOR SIDE OF WALL (SHADED AREA) KING STUD EXTERIOR PLYWOO TRIMMER REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION -E/AR/INSULAiION r)EiAl,� NTS APPLIANCE IN ATTIC NOTES: PER 2009 IMC 3063 4 2009 IRC M1305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE AT LEAST 30' DEEP 4 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET 514ALL BE PROVIDED AT OR NEAR THE APPLIANCE. 3. PROVIDE 2X12 PLATFORM W/ 2- LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R49 INSULATION UNDER PLATFORM. (I LAYER OF R -3S HIGH DENSITY (10 1/4') 4 1 LAYER R -1I (3 1/2') 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PROVIDE GALVANIZED MTL. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. VENT I L 4T I ON CALCULATIONS 4 REQUIREMENT = %' AT LEAST 50%o 4 NOT MORE THAN 80% OF REQUIRED VENTS SHALL BE IN UPPER P. > I • VENTIL '' ED ROOF SPACE (MIN. 3' ABOVE EAVE OR CORNICE VENTS) IUITH THE BALANCE OF - - . D �: TILATION PROVIDED BY EAVE VENTING. .� \��\�;:\E PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES F• - �� ��EILI ARE DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE -•55 `����•TION OFD,• • H SEE SPACE BY VENTILATING OPENINGS PROTECTED AGAIN =-* - :4+i; �� \�t��, • \C:�� �' \ D VENTILATING OPENINGS SHALL BE PROVIDED lUl7y •SION ��• t SH, WI i8' ' OPENINGS. �\\\\ \\\\ �� IF EAVE VENTS ARE INSTALLED INSULATION SHALL N ,�`; T JCT THE .i;� FL,• . AIR 1� ;;(1 BETWEEN INSULATION AND RO! SHEATHING a VENT L; ION. ION. \\`� BAFFLING OF THE VENT •,J 'i 5 SHALL BE INSTALLE$`r��FFLES SH• ;• RIGS 'D IUIND- DRIVEN MOISTURE RESISTA IF =; ISLE BAFFLES SHOULD BE\ `• LLED - y HE • - OF THE OUTSIDE OF THE EXTERIOR W 0 %-rENDI %�. INWARD, TO A POINT 6' VER � LY A. THE HEIGHT OF NON - COMPRESSED INSULATION, ��� -TIC • illr. Y ABOVE LOOSE FILL INSULA �� i� (A • • CULAT o����i� WI %//BE NET FREE AREA) �P �' \_00\\�� _ `,� �`oF Attl���r& ''` QT. \ATION r • (83-'2'.1";---------5) ��� \\ 416 \��. VE s) LSTA30 - HDR 4 SILL TO 3x BLOCKING: 8/ 92.0 LSTA30 - BEAM TO TOP PLATE 4x4 P.T. POST W/ EPC CAP 4 PB 8,45E ACCESS ' IRCT801.1 ATTIC 1ACCESS36' =0R MOVLAIL4NCE MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DET ID -SPAN BLOC OLID BLOCKING .ETWEEN JOIST e ANTILEV=R 12' CANTILEVER SOFFIT AND IN 1 • (0 'L' 0 Ii= 5 €3 Ira ICILY \ AUL AMIll 17110 Lry T m 0 X m MIME LSTA30 - HDR 4 SILL TO 3x BLOCKING. a/ 52.0 3 -2 X 12 (FLUSH) tiffi:C28 SECOND -LEOO FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ 8d NAILS 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 DF +'2 UNLESS NOTED HEADER AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -10 RIGID INSULATION 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. SOLID BLOCK OR BRIDGE AT MIDSPAN OF ALL FLOOR JOISTS WITH SPANS GREATER THAN 10' -0'. 5. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 4x12 aHl8k:28 4X12 SAM I N6 6. xzi 1. • INDICATES POINT LOAD FROM ABOVE. 11STC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE REFER TO 51-EAR WALL SCHED. �OU1ER ROOF: NOTE: EAVE VENTING PROVIDED BY (3) -1 1/2' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (51/2' Sq. In. PER BLOCK). NOTE: UPPER ROOF VENTING PROVIDED BY 1'x1' ROOF VENTS. (49 * IN, PER VENT) 306 SQ. Ft. OF ATTIC AREA /300 =1.02 SQ. FT. OF VENTILATION REQUIRED (141 SQ. INCHES) HIGH VENT = 135 Sq. In. (2 VENTS) LOU) VENT = 135 Sq. In. ROOF FRAMING NOTES: I. ALL HEADERS TO BE 4x8 DF •2 UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -I0 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • 51-IALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. $ SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD - MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC 801.1 • ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMING TO COMPLY WITH IRC SECTION R602. NAIL SIZE AND SPACING TO CONFORM TO IRC SECTION R602, TABLE 86023. 6, cA REFER TO SHEAR WALL SCHED. 5 51.7. HT520 AIM DER t TOP PL 4/ 5 4x4 P.T. POST W/ EPC CAP 4 PB BASE ROO HTS20 GIRDER TRUSS TO TOP PLATE 4/ 52.0 RAM P,AN 1 /4 °= I '_0" b u-373 RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER ATTIC VENTILATION 551 IEALLRBE SECTION THE2IREA NET FREE EVENTED, AREA WITH 50% OF REQUIRED VENT AREA TO BE LOCATED MIN. 3' ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENT AREA TO 5E PROVIDED AT EAVES NOTE - FASTENERS FOR TREATED WOOD TO BE HOT- DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH t0 FACE OF STUD. z y A :g if I 't4 am ;. 11 i Nv Iii. 0 w a 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 5 HTS 20 BEAM TO TOP PLATE LSTA30 - NDR 4 SILL TO 3x BLOCKING. 8/ 52.0 CONT. DBL. TOP PLATE R -I0 RIGID INSULATION • EXTERIOR SIDE OF WALL (SHADED AREA) LSTA30 - HDR 4 SILL TO 3x BLOCKING: s/ S2.0 KIN& STUD EXTERIOR PLYWOOD TRIMMER LSTA30 - BEAM TO TOP PLATE 4x4 P.T. POST W/ EPC CAP 4 PB BASE /INSUATION TAI 1 O X 1 X 11 -1/4' PSL 4X10 NTS APPLIANCE IN ATTIC NOTES: PER 2009 MC 306.3 4 2009 IRC MI305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE AT LEAST 30' DEEP 4 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT TINE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET SHALL BE PROVIDED AT OR NEAR THE APPLIANCE. MANF. PARTIAL SCISSOR T 41 24' O.C. VAULT AT MASTER 3. PROVIDE 2X12 PLATFORM W/ 2- LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R49 INSULATION UNDER PLATFORM. (I LAYER OF R -38 HIGH DENSITY (10 1/4') 4 1 LAYER R -1I (3 1/2') ERRING WALL ' ',/ iiiZ∎7/ /re ../..97 iiiriiii a G U.ALL AN BLOCKING •- e BEARING WALL 11 I %'s %:rill iiiiiiiiiiiiiAiiiiidriiiiiAiiii idr, w) BEARIN 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PROVIDE GALVANIZED MTL. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. 4 OPTIONAL VAULT AT CHANI ILT IN E TRU AL P 0 S SP ATFO TRUS ES S FO D VENTILATION CALCULATIONS 4 REQUIREMENT. AT LEAST 50% 4 NOT MORE THAN 80% OF REQUIRED VENTS SHALL BE IN UPPER P TI• t,‘ VENTIL ED ROOF SPACE (MIN. 3' ABOVE SAVE OR CORNICE VENTS) WITH THE BALANCE OF t D tILATION PROVIDED BY EWE VENTING. \\ \ \������ PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES F•'- 1,,,,:,A,&*" CEILI ARE ;aa`,\ DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE -*SS `�∎, TION OF • H SEPERATE SPACE BY VENTILATING OPENINGS PROTECTED AGAIN - k1%�� \� \fit\\. • ���C��� � ' \.' % l�! VENTILATING OPENINGS SHALL BE PROVIDED WItf- •-•SIGN - ��� t W " -, SH, WI i8 4 i� OPENINGS. �\\`\ *, � IF EAVE VENTS ARE INSTALLED INSULATION SHALL N oy= TRUCT THE : FL •• „ • AIR (�,;(1' PACE BETWEEN INSULATION AND R•• SHEATHING VENT L�\���� ION. \�� / BAFFLING OF THE VENT •��:;•: °� 6 SHALL BE INSTALLE'��, FFLES SHA \., RIGj- ,' ND- DRIVEN MOISTURE RESI5TA IF ,th IBLE BAFFLES 5HOULD BE r\ LLED HE • - OF THE OUTSIDE OF THE ,, / „"1\ EXTERIOR W �\ 1tE1NDl' %% �Y INWARD, TO OSE�IILL INSULA ��;��� \�\ LY A�� • THE HEIGHT OF NON - COMPRESSED INSULATION, °1� (A- cULArN�����: WI . % / %BE NET FRELE AREA) \`�35 g4;;N \\ x'`32 St. • 1832 --'' S) ��\\��\ \\ - -. .. I VE S) SEE NOTES THIS jOUJER ROOF: SPAN B i! IL \\L\ MANF. TRUSSES 0 24' O.C. NOTE: EAVE VENTING PROVIDED BY (3) -I 1/2' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (51/2' Sq. In. PER BLOCK). NOTE: UPPER ROOF VENTING PROVIDED BY 7'x7' ROOF VENTS. (49 * IN. PER VENT) 306 SQ. FT. OF ATTIC AREA /300=1.02 ea FT. OF VENTILATION REQUIRED (141 SQ. INCHES) HIGH VENT = 13.5 Sq. In. (2 VENTS) LOW VENT = 13.5 Sq. In. LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/ 82.0 GABLE END TRUSS KINi 1ST Ot 12' CANTILEVER SOFFIT AND IN D Norriv LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/ 82.0 SEGONC? C.00 AMINO I/4"_I'_0" FRAMING NOTES: L ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ ad NAILS a 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 DF 02 UNLESS NOTED HEADERS I AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -10 RIGID INSULATION 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. SOLID BLOCK OR BRIDGE AT MIDSPAN OF ALL FLOOR JOISTS WITH SPANS GREATER THAN 10' -0'. 5. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 6. INDICATES POINT LOAD FROM ABOVE. 1. • MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE REFER TO SMEAR WALL SCHED. ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DF UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD - MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC 801.1 ACCESS WATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMING TO COMPLY WITH IRC SECTION 8602. NAIL SIZE AND SPACING TO CONFORM TO IRC SECTION R602, TABLE R6023. REVIEWED FOR COD APCE PROVED APR 0 9 2013 MANF. TRUSSES e 24' O.C. City of Tukwila BUILDING DIVISION 6. ` REFER TO SHEAR WALL SC1 -1ED. 4x4 P.T. POST W/ EPC CAP (PC CAP* CENTER) 4 PB BASE OO Ats/t I NO FAN 1/4 " =1' -0" 4X12 RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER ATTIC VENTILATION SHALLIRC BE SECTION THHE2�AREA NET BE EVES VENTED, AREA WITH 50% OF REQUIRED VENT AREA TO BE LOCATED MIN. 3' ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENT AREA TO BE PROVIDED AT EAVES NOTE - FASTENERS FOR TREATED WOOD TO BE HOT - DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. z y 4e4 Z Fis 0 H 4t w 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home Is to be constructed. 3. Purchaser should have plane reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 6 STAIR NOTES: * STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. * ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. * MAXIMUM RISE TO BE 7 -3/4 ". * MINIMUM RUN TO BE 10 ". * MINIMUM HEAD HEIGHT TO BE 6' -8". * MINIIMUM STAIR WIDTH TO BE 36 ". * PROVIDE CONTINUOUS HAND RAIL 34" TO 38" OFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. * PROVIDE GUARD RAILS AT LANDINGS MINIIMUM 36" HIGH W/ CLEAR SPACE * HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 1/4" NOR MORE THAN 2 IN CROSS SECTIONAL DIM, * WINDING STAIRS PER CURRENT I.B.C. * SPIRAL STAIRS PROVIDE MIN 7 1/2" RUN 0 A POINT 12" FROM WHERE TREAD IS NARROWEST PER CURRENT I.B.C. FIREBLOCK BETWEEN STUDS ALONG AND IN LINE WITH THE RUN OF STAIRS IF THE WALLS UNDER STAIRS ARE UNFINISHED. CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. TERMINATE AT NEWELL POST, P WALL OR SAFETY TERMINAL 341 RISERS 2X12 OR Ws' PLYWD. TREADS (GLUE 4 SCREW) TO STRINGERS 2X4 KICK PLATE CONT. HANDRAIL 34' -3S' ABOVE TREAD NOSING. PICKETS PER IRC 312.1 ON OPEN SIDE / 7 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 36'X36' MIN. L C ING JOISTS PER PLAN MTL. FRAMING ANGLES AT EA. STRINGER 3 2X12 STRINGERS SURFACE USEABLE SPACE BELOW STAIR W/ g6' TYPE 'X' G.W.S. INTERIOR DECK JOISTS PER PLAN DEL JST I-1U212 MTL. HANGERS AT EA. STRINGER 3 -2X12 P.T. STRINGERS HL 35 ANGLE SUPPORT EXTERIOR NO SCALE J TYPICAL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 1 IN COCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 101 -0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE .CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. _ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. 8302 "1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. GRADE w/ IN 3e UJ/ 36 IN " •aIIIIaIIIIITaaasee••••�.� �1�II1�1�IAiSISI�ISfSS�1�I�i�l�lSl�iS r 1 HOUR I RE-RES I STI VE OVERHANG EAVES WITHIN -S OF PROPERTY LINE FER IRC 302 4 T41BLE 8302.1 ATTIC VENTILATION PER IRC SECTION 1 8062, THE NET FREE VENT AREA SHALL BE 1/300 OF THE AREA TO BE VENTED, WITH 50% OF REQUIRED VENT AREA TO BE LOCATED MIN. 3' ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENT AREA TO BE PROVIDED AT EAVES 12 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) EVERT 3RD TRUSS BAY SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16' SHEATHING SIDING PER PLAN UJ/ Ihl W/ IN 3g," MUi1INEMINISIVESAIQES1ES REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) EVERY 3RD TRUSS BAY SOLID TIGHT FITTING TRUSS BLOCKING 2X8 FIRE RESISTIVE TREATED FASCIA BOARD GA FILE NO. WP 8105 I I GENERIC GYPSUM WALLBOARD, GYPSUM SHEATHING, WOOD STUDS EXTERIOR SIDE. One layer 48` wide s1i" type X gypsum sheathing applied parallel to 2 x 4 wood studs 24` o.c. with 13t4 galvanized roofing nails 4" 04. at vertical joints and r o.c. at intermediate studs and top and boltah plates. Joints of gypsum sheathing may be left untreated Exterior cladding to be attached Through sheathing to studs. INTERIOR SIDE: One layer Sts' type X gypsum wallboard, water - resistant gypsum backing board, or-gypsum veneer base applied parallel or et right angles to studs Witt 8d coated Dells. 1r /r' long: 0.0915" shank, 111" heads, r o.c. (LOAD43EARING) 1 HOUR FIRE Thickness: Varies Approx. Weight 7 ps Fire Test. See WP 3510 (UL R3501.47, -48, 9. 17.85. UL Design U309; UL R1319 -129. 7- 22 -70.; UL Design U314) _ f 1 HOUR 1- - „ O�IE;,r. EAVES UJ�4LL����� 1-11 \ , = -� -R r LINE PER IRC 302 4 ∎�,�� =L - -30 \\ OOFING TO BE 23 - COMPOSITION 2x STUDS PER PLAN SIDING PER PLAN 5/8' SWEETROCK INGLE WITH 15* FELT OR WOOD IGLES 10' T.T.W. WITH 30* INTER - VEN FELT. — SHEATHING TO BE 1/2' 24/0 PLYWOOD FULLY BLOCKED WITH APPROVED CLIPS (CCX WHERE EXPOSED /OR 1x6 SPACED FOR SHAKES (MIN. 4'). — ALL ROOF FLASHING TO BE MIN. 26 GAUGE GALVANIZED STEEL. E 12 // " % •eat• •IPIPM M11et1111t,1111M• • - Q4IKKIII0I01010I0I0I0101010I010101 \\\1W0I0101 ��, /01010101 1, 0101k M01011010101010101/ 10101011611• I0IIIIK• 1010I0I0I010I0111101010I010101�101 .10101 KOI010I�1010I0101010101010101010I� KORIIKKI1I010I010BRIII0I1 /1` STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 400, BORING 600. - HOLES NO CLOSER THAN 5/8 INGN TO FACE OF STUD. 2x SCREENED EAVE VENT BLOCKS W /(3) 112' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. RUSS FRAM! LOOK CO /4' T4G P LUED 4 N SEE FRAM! IZE AND S RUCTION: +OD SUB -FL ED TO PLAN FOR GING) —, TYPICAL EXTERIOR WALL (2) 2x6 TOP fE 2x6 STUDS 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R -21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) zico GUEST TYP. INT. WALL (2) 2x4 TOP lE 1/2' GWB 2x4 STUD 6 16' O.C. 2x4 BOT. if? FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FL R. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR R -50 INSULATION SIZE AND SPACING) VffItIfffIfft GRAM -SPACE r,trttt t,tr 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. x---I GRADE 5U 'INO SECTION 'a` 3/811= I' -0" COPYRIGHT 2011 Landmark Design Inc. ALL RIGHTS RESERVED • RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 7 UPPER EECTRICA I/4" = I —0" A I N —EE®® ! L CeTRICA PLAN 1/4" = l'-0" RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 V W/ BATTERY BACKUP CABLE T.V. JACK PHONE UNDER COUNTER L IGHTS GAS OUTLET HOSE BIBB EXT. FAN VTOS L� ztc uc 4 z ri ' (I :. 6 M W x am. Iii -a umn- z I is 4e4 22 N 1 • • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. his plan was designed to be marketed throughout many municipalities. The purchaser must verify conpliiance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plane should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 8 FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL*2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. b. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. PROVIDE MINIMUM 18' -24' CRAWL ACCESS. • CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL 8. PROVIDE CRAWL SPACE VENTILATION PER IRC. • FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION 9. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10. ® INDICATES POINT LOAD FROM ABOVE 11. 44 INDICATES 'SIMPSON' HOLDOWN 12. SEE SHEARUALL SCHEDULE FOR ANCHOR BOLT SIRE 4 SPACING. 51-IT S 1.0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tulmita BUILDING DIVISION EN/GUEST CLG. 10' -0' 9' CLG. MIN. 36'x36' LAND ING MIN. 36'x36' LAND NG MUi7 ROOM 9' CLG. 5 GAR GARAGE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 8/0 x 8/ O.H. DOOR 8' -3' 9/0 x 8/0 O.H. DOOR 9' -3' RO. ouNr)AmioN FAN 1/4 " =1' -O" 11' -9' 11' -9' 33' -6' MAIN F_OOR PoAN 1/4 " =1' -O" GARAGE: '7 I I SO. FT. RO. 8' -0' ,1' -61/ BLUE 18 AWG TRACER WIRE REQUIRED AT NON - / METAL WATER SERVICE PIPING PER UPC 604.8. 10' -0' RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER z • z a W 4t U 0 0 E1..EVATION "A $ "15 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 9 CONT. DBL. TOP PLATE R -I0 RI&ID INSULATION EXTERIOR SIDE OF WALL (SHADED AREA) KIN& STUD EXTERIOR PLYWOOD TRIMMER HEAER/INSULATION NTS ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 48 OF *2 UNLESS NOTED OTHER VISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC - IFICATIONS ON SITE FOR FRAME INSPECTION. • 5HALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD - MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCE55 MINIMUM 22'x30' PE IRC SEC 801.1 • ACCESS HATCHES OR DOOM =�% A \��\ BE WEATHERStRIPPEDloiF IN ���sia�• EQUIVALENT T C.,,,t » \����\��, N 5. PROVIDE ATTIC TI pa. R IRC GTION 8806. A *.\\_,.....„,....;„_ �.. iD SECTION R602. ) t'\ AL �� � SEC/01\V L0 AM I NG FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ ad NAILS 6 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 DF'2 UNLESS NOTED HI-�ADEUAT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -10 RIGID INSULATION 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. SOLID BLOCK OR BRIDGE AT MIDSPAN OF ALL FLOOR JOISTS WITH SPANS GREATER THAN 10' -0'. 5. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 6, INDICATES POINT LOAD FROM ABOVE. 1. ® MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE 8, REFER TO SHEAR WALL SCHED. • N to Q O Qe ROO FAN 1/4"=11--0" 4XI2 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER ATTIC VENTILATION 5HALLRBE 1/300 OF THHE2, THE NET BE EVENTED, AREA WITH 50% OF REQUIRED VENT AREA TO BE LOCATED MIN. 3' ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENT AREA TO BE PROVIDED AT EAVES NOTE- FASTENERS FOR TREATED WOOD TO BE HOT- DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING: AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 0 H w a w 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 10 ERRING WALL ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DF *2 UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R -10 RIGID INSULATION 2. ALL OTHER TRUSSES: SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD - MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC 801.1 ACCESS HATCHES OR DOORS SHALL 8E WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMING TO COMPLY WITIN IRC SECTION R602. NAIL SIZE AND SPACING TO CONFORM TO IRC SECTION 8602, TABLE 86023. REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION 6. CREFER TO SHEAR WALL SCHED. K,- SOON 9OO AMINE 1/4 " =1' -0" ■o\� \\\\\\\\111.1 74411111Pr MANF. TRUSSES e 24' O.C. • O AMINO FAN 1/4 ° =V-0" RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER ATTIC VENTILATION SHALLRBE 11/300 OF THE AREA NET BE EVES VENTED, AREA WITH 50% OF REQUIRED VENT AREA TO BE LOCATED MIN. 3' ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENT AREA TO BE PROVIDED AT EAVES NOTE - FASTENERS FOR TREATED WOOD TO BE HOT- DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. z y C 1 W 1:4 6ai • o 3M 2 4. A 44 8 • � gP P. W U 0 H a, 4t 4= 1-4 4t !L.!VATION "5" 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 11 _ 6 0 0 0 4X12 O AMINO FAN 1/4 ° =V-0" RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER ATTIC VENTILATION SHALLRBE 11/300 OF THE AREA NET BE EVES VENTED, AREA WITH 50% OF REQUIRED VENT AREA TO BE LOCATED MIN. 3' ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENT AREA TO BE PROVIDED AT EAVES NOTE - FASTENERS FOR TREATED WOOD TO BE HOT- DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON - BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. z y C 1 W 1:4 6ai • o 3M 2 4. A 44 8 • � gP P. W U 0 H a, 4t 4= 1-4 4t !L.!VATION "5" 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2M -3168 Date: 4 -5 -12 11 C1ENEIRAL STRUCTU AL NOT1-5 ALL CONSTRUCTION SHALL BE N CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LADS: ROOF LIVE LOAD 25 PSF (SNOUJ) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 85 MPH (3 SECOND GUST) EXPOSURE R, Iw = 1.0, K z,, = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT- FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: 58 = 1.5 - IBC FIGURE 1613.5(1) Soy = 1.0, IE = 1.0, R=&.5 CS =0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY ,4 SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS 51-IALL BE MINIMUM 1' -6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2009 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORK4SLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM F'c = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 51 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2io ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2" ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS /SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. RE INFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A -615. LAP ALL SPLICES 32 134R DIAMETERS OR 1' -6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (45 AND SMALLER) 2" ( #6 AND LARGER) 311 TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF2 OR SETTER POSTS HF#2 OR BETTER 2x FRAMING HP2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER ", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH 4WP4 M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON - TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE - TREATED WOOD SHALL BE OF HOT - DIPPED ZINC - COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.9.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.9.1 U.N.O. MACHINE BOLTS TO BE A -301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES 51-IALL BE NAILED. GLUED LAMINATED UJOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLIB) TO BE IN ACCORDANCE WITH ANSI /AITC STANDARD 4190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMER USE STRESS GRADE COMBINATION 24F -V4 (Fb = 2,400 P51) FOR SIMPLE SPANS AND 24F -VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL SE CAMBERED ON A 3500' RADIUS U.N.O. GLUE SHALL BE CASE.IN WITH MOLD INHIBITOR. UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND NE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND NE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY NE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM) OR APPROVED EQUIVALENT (Fb = 2,600 PSI, E = 1,900,000 P51). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR -1381. SEARING LENGTH SHALL NOT BE LESS THAN 13/4 ". DO NOT CUT OR NOTCH SEAMS WITHOUT PRIOR APPROVAL OR ENGINEER. HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER. SEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5' -0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5' -0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 4S" AND NAILS WITH 16d 6 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF Sd 6 6" 0.0. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING 51-1ALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE - TREATED WOOD SHALL BE OF HOT - DIPPED ZINC - COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' MSTA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS U.N.O. APPLY 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND Sd COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 112" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND Sd COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY 5I- 1E4THINCx PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI /TPI 1 -2002. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL FRAMING -TO -TRUSS AND TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS, DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. NE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER 5 ,J,ALL MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR SOLTS (3) REMARKS (4) 5/8" T1 -11 Sd 6 6" O.C. 5;811 6 60" O.G. QaII = 230 PLF A> OR 1/2 " 0513 15> 1/2" CDX OR OSB Sd 6 4" O.C. 5/8" 0 32" O.C. Qa lI = 350 PLF 1/2" CDX 8d 6 2" O.C. 5i8" o 16" O.C. Qa l l = 600 PLF OR OSB USE 3x STUDS AT ALL PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / 52.0 FOR CONSTRUCTION 1 1 NOTES I) ALL WALLS DESIGNATED" " ARE SHEAR WALLS. EXTERIOR WALLS SHALL SE SHEATHED WITH RATED 51-IEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. EDGE NAILING AT ABUTTING TI -I1 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.9.1. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR EQUIVALENT TO SE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 1/4" PER IBC SECTION 2308.12.8 AND OF HOT- DIPPED ZINC - COATED GALVANIZED STEEL. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 2306.3. P x 10 4 x 10 UPPER FLOG A = 1,644 SQ FT 'O CAN(9 LSTA30 - NDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) LSTA30 - 1-I1DR 4 SILL TO 3x BLOCKING. (TIP. 2 PLACES) A 4x12 x 12 J L5T430 - I-IDR 4 SILL iTO 3x BLOCKING. (TYP. 2 PLACES) v 4x12— MAIN FLOOR A = 1,524 SQ FT x 12 ti x12 A = 491 5Q FT 6314 X 18 GLIB (A) 63i4x21 GLIB (B) -�T� �Ims mm LSTA30 - R 4 SILL 0 TO 3x BLOCKING. (TYP. 2 PLACES) (3) 2 x 12 4 x 12 x ■ (TYP. OP 2) /4 LSTA30 - NDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) UPPER FLOOR 'S' A = 1,644 SQ FT J REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER COPYRIGHT 2012, SEGA ENGINEERS ISSUE FOR PEIR IIT 4. 1 CID & Civil Consulting Engineers Structural • Black Diamond, Washington 98010 22939 SE 292nd Place (360) 886 -1017 • FAX 886 -1016 1/ l�l z w 51 JOB 12-00& 1/2" RATED SHEATHING 8d 66 "0.0. 2x VENTED BLOCKING. END NAIL TO TRUSS 6 EACH END w/ (2) 8d. ' SIMPSON' NI FRAMING ANCHOR EACH TRUSS. USE 1410 -2 AT DBL TRUSS. SHEATHING AND NAILING PER PLAN OR SCHEDULE. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4' -0" MIN. 4 NAIL w/ 16d 0 6" 0.0. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION 52.0/ SCALE: 1" = 1' -0" 1/2" RAND SHEATHING GABLE END TRUSS. SEE MANUFACTURER'S DRAWINGS FOR OUTRIGGER LOCATIONS. DBL 2x TOP PLATE. LAP SPLICE 4' -0" MIN. 4 NAIL w/ I6d 6 6" O.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. 11 Sd ' " 0.0. 1 ' SIMPSON' A35 6 48" O.C. (16" O.C. 6 5IM) 2x BRACE PER TRUSS SUPPLIER OR 6 48" 0.C. SECURE w/ 'SIMPSON' A34 EACH END. ROOF FRAMING 0 GABLE END 52.0 SCALE: 1" = 1' -0" EXTERIOR SHEATHING PER PLAN OR SCHEDULE 2x BLOCKING w/ 16d NAIL 6S "0.G. 1/2" RATED SHEATHING RAFTER 0R TRUSS PER PLAN 2x BLOCKING 2x STUD PER PLAN 3 LOWER ROOF FRAMING 6 SHEAR WALL 52.0) SCALE: 1" = I' -0" 1/2" RATED 51- IEATHING w/ 8d 6 4" O.C. TO FRAMING TRUSS PER PLAN NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. wamr- qualp ' SIMPSON' CONNECTOR PER PLAN. 2x STUD (NOT a SIM) DBL 2x TOP PLATE. (BEAM AT SIM.) DRAG STRUT CONNECTION 52.0/ SCALE: 1" = I' -0" ISSUE FOR PERMIT ' SIMPSON' IOLDOUJN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING SOLE PLATE NAILING. USE I6d 6 16" 0.C. MIN. SOLID RIM JOIST (3) Sd JOIST -TO -TOP PLATE U.N.O. MAINTAIN MIN. I1/2" END DISTANCE. 2x STUDS PER PLAN. (BEAM AT SIM.) ' SUBFLOOR JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4' -0" MIN, 4 NAIL w/ 16d 6 6" 0.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" = 1' -0" 2x JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAN. (BEAM At SIM.) Sd 6 4" 0.C. 3/4" SUBFLOOR 2x BLOCKING w/ A3S FRAMING ANCHOR AT 6" O.C. t0 TOP PLATE. FRAMING AT INTERIOR 51-IEAR WALL SCALE: 1" = 1' -0" 'SIMPSON' HOLDOUJN STRAP PER PLAN SHEATHING 4 NAILING) PER PLAN JOIST PER PLAN (USE DBL w/ HUSC28 -2 a HOLDOUJN) 2x BLOCKING w/ 435 FRAMING ANCHOR TO TOP PLATE. 2x STUD PER PLAN. (BEAM At SIM) '1111111 16d 6 S' O.C. SOLE PLATE NAILING. 2x RIM JOIST Sd66 "0.C. 3/4" SUBFLOOR FLOOR FRAMING 6 CANT. JOIST SCALE: 1" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION SHEATHING 4 NAILING PER PLAN OR SCHEDULE I6d 6 16" O.C. SOLE PLATE NAILING. 8d 6 6" 0.C. UNO " SUBFLOOR JOIST PER PLAN LU5210 HANGER BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCALE: I" = I' -0" 51-1EATHING 4 NAILING PER PLAN OR SCHEDULE � TA iii rrrrarar „ra. JOIST PER PLAN LUS210 HANGER BEAM PER PLAN 16d 6 16" 0.C. SOLE PLATE NAILING. Sd a 6" 0.C. UNO ' SUBFLOOR SHEAR WALL FRAMING AT FLUSH BEAM SCALE: 1” = 1' -0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 'SIMPSON' HOLDOUJN PER PLAN 11 I6d 6 4" 0.C. SOLE PLATE NAILING. Sd 6 6" 0.0. UNO ' SUBFLOOR tria \\___JOIST PER PLAN LUS210 HANGER BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM 52.0 SCALE: I" = 1' -0" DBL 2x TOP PLATE HDR PER PLAN. TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TYP) 2x SILL PLATE 112" RATED SHEATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (TYP) SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1" = 1' -0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE ' SIMPSON' HOLDOUJN PER PLAN I6d 6 8" 0.C. SOLE PLATE NAILING. 8d 6 6" 0.C. UNO " SUBFLOOR iiiriaraioraioiai JOIST PER PLAN LUS210 HANGER BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH REAM SCALE: 1" = 1' -0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE I6d 6 16" 0.G. SOLE PLATE NAILING. Sd 6 6" 0.C. UNO " SUBFLOOR i.� i r r r r r r, r r VIA II JOIST PER PLAN BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCALE: 1" : 1' -0" ' SIMPSON' AC CAP (ALT. 1x4 GUSSET EA SIPE w/ (6) 8d ) 11 SUBFLOOR 2x BLOCKING JOIST PER PLAN IaioiaioA1 iriarorrri rrrrrro� 4x4 PT POST (4x6 AT SPLICE) 'SIMPSON' MAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) 8" FIG PER PLAN FINISH GRADE + ++ 12" MIN. 18" MIN. FLOOR FRAMING AT CRAWL SPACE s._2=e___Ji SCALE: I" = 1' -0" LST424 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. 16° MINIMUM 10'47 MAXIMUM TOP OF STEM WALL ELEV. VARIES 'SIMPSON' HOEDOWN PER PLAN. USE STHDI4 U.NO. RECEIVED CITY OF TUKWILA NOV 2 9 2012 12 PERMIT CENTER 52.m) SCALE: NONE ++ • NAIL SHEATHING TO HDR w/ Sd 6 3" O.C. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS I6d AT 3" D.C. (2) 2x STUDS (TYP.) 4x BLOCKING 6 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (24/0 EXP I). NAIL w/ (2) ROWS Sd 6 3" 0.C. AT PANEL EDGES. (2) 2x PLATE. (NAIL SHT'G TO EA PLATE) 2x PT SILL (2) 543,4 ANCHOR BOLT w/ MIN. -1" EMBEDMENT 4 3" x 3" x 1/4" GALVANIZED It WASHER. FOUNDATION PER PLAN. —MIN. 8" THICK STEM WALL w/ *4 BAR HORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL 373 COPYRIGHT 2012, SEG A ENGINEERS • Structural & Civil Consulting Engineers • Black Diamond, Washington 98010 22939 SE 292nd Place (360) 886 -1017 • FAX 886 -1016 O JOB 12 -oo 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD a ENDS OF SHEAR UJALLS 4 NOLDOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. 6" MIN. 12" MX. 1' -6 MIN 2' -6" MAX. 1 SII 16d 6 16" O.C. SOLE PLATE NAILING. 3/4" SHEATHING ANCHOR BOLT lu/ 3 "x3 "x1'4" UJASHER. SEE 5/8"(1) CNEDULE FOR SIZE AND SPACING. USE AT 60" O.C. U.N.O. 2x PT SILL /-8 "---,' 1' -4" AR - HORIZ. ' SIMPSON' HOLDOUJN PER PLAN. *4 L SAR 6 24" O.C. - VERT. 04 BAR CONTINUOUS FOUNDATION AT CRAWL SPACE \S2..) SCALE: 1" = 1' -0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 1/4 UJASHER PER PLAN OR SCHEDULE. USE 543"' 6 60" O.C. MIN. 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 74 HOLDOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 6" MIN. FINISH GRADE OR 12" MAX. SLAB ON GRADE ' SIMPSON' HOLDOUJN PER PLAN 1' -6 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER #4 BAR - HORIZ. #4 LPAR 6 24" O.C. - VERTICAL #4 BAR CONT. i 1' -4" i e) 52.1 FOUNDATION AT SLAB ON GRADE SCALE: 1" : 1' -0" STEM WALL 2'_01 CONTINUOUS FTG. REINFORCEMENT 1' -0" MINIMUM A 2 MAX. STEPPED FOOTING DETAIL SCALE: 1" : I' -0" ' SIMPSON' MSTC40 I- IOLDOWN. ALIGN WITH EMBEDDED STHD TYPE I- 1OLDOWN BELOW. SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE U.N.O. FINISH GRADE IS" MIN SEE TYPICAL FLOOR FRAMING CONNECTION FOR ITEMS IN COMMON. 2 x 6 STUD 6 16" O.C. USE DBL STUD 6 ENDS OF SHEAR WALLS 4 HOLDOUJNS. 10' -0" MAX. 2x NAILER AND PT SILL Iu/ 5i84 ANCHOR BOLT 4 3" x 3" x 1/4" WASHER AT 5' -0" O.C. U.N.O. 'SIMPSON' STHD TYPE HOLDOUJN PER PLAN. #4 BAR 6 10" 0.C. - HORIZ. 2' -0" #4 MBAR 6 16" O.C. - VERT. MAXIMUM FINISH GRADE 18" #4 BAR CONTINUOUS MINIMUM (TIP.) i 1' -4" CRIPPLE WALL UJITII4 BACKFILL FOUNDATION SCALE: 1" = 1' -0" & Civil Consulting Engineers Structural • Black Diamond, Washington 98010 22939 SE 292nd Place 886 -1017 • FAX 886 -1016 D REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION 3 RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER COPYRIGHT 2012, SEGA ENGINEERS x_2,1 JOB 12 -006? J START FRAMING LAYOUT HERE 9/52' LPIIS X 9 1/2" e 16' o.c rrrilra:mii; immot *talk DECK FRAMING 5Y OTHER 3/19' LPIIS X 9 1R" a 16 arc. o- 2/30' LPI1S X 9 1/2" �e16 "off qm® ®Ian 4/30 LPi.S X 9 1/2" e. f6" a.c. 3/26' LPIIS X 9 1(2" • 16 ° o.c. 6:U x- L NM N fi �y MAIN FLOOD FRAMING PLAN SCALE: 1/4" =1' -0" 205104 -01 HCH: PLAN L2M -3168 (ELEVATION A) 05/30/12 ARROW LUMBER, BUCKLEY CONTACT± MIKE MCGINNES MAIN FLOOR FRAMING PLAN LAYOUT: LH I JOIST I -JOTS, LPIIS X 9 1/2" (35 stickle) total) (2/2) (I /9) (3/19) (1/23) (3/26) (16/30) (9/52) Total Linear Footage = 1119feet I JOIST BLOCK I -JOIST BLOCK LPI1S X 9 1/2" RANDOM LENGTH 106' TOTAL RIM RIM 1 1/4" 135E LSL X 9 1/2" = 200' total (10/20') LP BEAMS** LP LSL BEAM 1 3/4" X 9 1/2" 155E (1 stick(s) total) (1/15) HANGERS HANGER Simpson ITS 256/95 (4 total) WEB STIFFENERS REQUIRED LVL '1" X 11 1/8" 2.0E 13' IL L s8/19' PII8X111 /S" 0112" o.c. L 1" X X11- /8" 2.0E L�Jk. 4 6' 8/28' LPIIS X 11 4, 16" 1/8" .C. 711 L 4/17'. LPIIS X 11 e 16" 1 LPIIS 11 1� e 16 o.c. L8L 1 3/4" X 11 1/8" 155E 4' an 1/8" 8 8/39 LPI18 X 11 1/8" • 16" o.c. 10 Imo,= ly �y 880 _.. LSL 1 3/4 ".X 11 1/8" "1/19' LPI18X11VS" • 16° 0.c. GLIB 6 3/4" X IS" 24F -V4 =TD. Camber 1L__JL .J I _ LL. LSL 12" X 111/8 1.55E 12'' fl. 2/30; LPI1S X 11 1/S" I 1 I Ire, I i0 DESIGN CRITERIA UNLESS NOTED OTHERWISE: BUILDING CODE: IRC CALLOW#BLE STRESS DESIGN) ROOF LOADS: LIVE: 25 PSF DEAD: 15 PSF DURATION INCREASE: 115% DEFLECTION CRITERIA: L/360 LIVE L/240 TOTAL FLOOR LOADS: LIVE: 40 PSF DEAD: 15 PSF DURATION INCREASE: l0O% DEFLECTION CRITERIA: L/480 LIVE L/240 TOTAL REFER TO FRAMING DETAILS FOUND ON LP DETAIL 5HEET PROVIDED. FLOOR LAYOUT ASSUMES ROOF FRAMING TO BE MANUFACTURED TRUSSES AND ALL ROOF LOADS BEAR DIRECTLY ON EXTERIOR WALLS. ROOF LOADS DO NOT BEAR ON INTERIOR WALLS. OTHER ASSUMPTIONS HAVE BEEN MADE ABOUT THE ROOF FRAMING THAT MAY NOT BE CONSISTENT WITH 'THE ARCHITECT'S INTENT. ARCHITECT AND CONTRACTOR MUST REVIEW THESE DRAWINGS BEFORE PURCHASE AND INSTALLATION TO ENSURE THAT FLOOR FRAMING LAYOUT MEETS STRUCTURAL REQUIREMENTS OF ROOF FRAMING. PROVIDE SOLID FRAMING 'SQUASH BLOCKS', PER DETAILS 152 4 D2 AND SIMILAR, AT BEARING FOR ALL FRAMING MEMBERS TO MATCH WIDTH OF POSTED MEMBER FROM ABOVE. REFER TO ARCHITECTURAL / STRUCTURAL DRAWINGS FOR CONCENTRATED LOAD LOCATIONS. IT I5 THE RESPONSIBILITY OF THE CONTRACTOR, ARCHITECT, AND ENGINEER OF RECORD TO REVIEW THESE DRAWINGS PRIOR TO CONSTRUCTION. 51-4OULD ANY DISCREPANCIES OCCUR BETWEEN THESE DRAWINGS ,AND ACTUAL CONDITIONS, CONTACT HUTTIG BUILDING PRODUCTS BEFORE PROCEEDING. UPPER FLOOIR = %,4MING FLAN SCALE: V4 " =1' -0" 205104 -01 4C4: PLAN L2M -3160 (ELEVATION .4) 05/30/12 ARROW LUMBER BUCKLEi' CONTACT* MIKE MCGINNES UPPER FLOOR FRAMING PLAN LAYOUT: LH ! JOIST I -JOIST LP118 X II 1/8" (64 eticklb) total) (1/5) (4/11) (35/19) (8/18) (2/30) (8/39) Total Linear Footage • 1364feee. 1 JOIST BLOCK I -JOIST BLOCK LPII8 X 11 1/13" RANDOM LENGTH • 83' TOTAL RIM RIM 11/4" 135E LSL X 11 1/8" • 180' total (9/20') LP !BEAMS.* LP LSL BEAM 1 3/4" X 11 1/8" ME (5 stickle) total) (1/4) (1/5) (2/6) (1/13) LP LSL BEAM 3 I/2' X 11 1/8" 155E (1 stick(s) total) (1/12) LP LVL BEAM 5 I /4' X 11 1/8" 213E (1 stickle) total) (1/16) LP LVL BEAM 1" X 11 1/8" 20E (2 etlekfe) total) (1/13) (i/16) GL11 -LA' 1 BEAMS GLU -LAM BEAM 3 I/1" X 12" 24F -V4 STD. Camber (1 etidKsl total) (1,11) GLU -LAM SEAM 5 1/2" X 12" 24F-V4.STD.;Camber (1 stick/e) total) (1/8) GLU -LAM BEAM 6 3/4" X 18" 24P-V4 STD. Camber (1 stickle) total) (1/24) HANGERS HANGER Simpson HHUS 410 (I tcrlal HANGER Simpson IUS IBI/1188 (2 total) HANGER Simpson IUS 2.56/1188 (55 total) REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 9 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 2 9 2012 PERMIT CENTER D 37.3 A35 CLIP NOTES: JN LP I -Joist Nail Spacing NOTES: 1. Fastener sizes and closest spacing not specifically described below are beyond the scope of this document. 2. Fasteners are common wire on box nails. 3.16d sinkers (3 I" x 0.148") may be spaced the same as a 12d common wire nail. 4. Edge distance shall be sufficient to prevent splitting. 5. Nail penetration for edge nailing shall not exceed 2 inches for 16d nails and 2 I inches for 10d and 12d nails. 6. For multiple rows of nails, the rows must be offset 1/2 inch or more from each other, and staggered. Rows must be equally spaced from the centerline of the product edge or face (whichever applies). 7. DO NOT USE the A35 framing angle (manufacturered by Simpson® Strong -Tie) or similar connectors with LP I- Joists. The following Shear Connector Replacement Schedule provides nailing patterns equivalent to the A35. Flange Thickness Fastener Orientation Fastener' Closet End Distance Closet Spacing EDGE 8d 4 smaller 6" 6" 10d412dl, 6" 6" 16cl Do Not Uee Do Not Use FACE ad 4 smaller 2" 3" 10d 4 12d', 3" 3" 16c1 4" 5" A35 LP I -Joist NO Spacing D2 Post Loads Squash b ocks required under all post loads B3 LPI Blocking at Interior Support Blocking is required when I- Joists end at support: either butting or lapping Al LP Solid Start Rim Board Fasten rim board to each floor I -Joist using one 8d box nail per flange Bearing Wall aligned under wall. above See Note #6 below 70411 8d at 6 "o.c. toe- nailed from outside of building. Same depth as I-joist Cl Cantilever Detail No reinforcement required APA -rated 3/4" 058 (or equal closure, or as required by cod B2 Squash Blocks at Interior Supports Blocking panels may be required with shear walls Use double squash blocks as specified.Squash blocks must be cut 1/16" taller than I- Joist. 2x4 min. Stagger 8d or 10d box nails to avoid splitting Full depth I- Joist, LVL, or OSB Rim blocking Bearing wall aligned under wall above Toe nail 8d or 10d box nail to plate NOTES: 1. Direct nail four 16d sinkers through bottom flange into bearing plate for every A35 being replaced. 2. Closest nail spacing per flange side: 4 ". 3. A35 spacing based on allowable load of 450 Ibs per connector (see Simpson Strong -Tie catalog). 4. Nails to be installed alternately on each side of the web. 435 Spacing (in.) Equivalent 16d Sinker Spacing (In) 12" 32" 8" 24" 6" 16 4" 12" 3" (Staggered)'` u1 LJ'4 ► C)u,T$ ;Po matn,' D O d � C7 Z 525 "C" STREET NW AUBURN , WA 98001 PHONE (253) 941 - 2600 / FAX: (253) 939 -3526 J z 0 Q w w w c0 (f) r m w M Lb z N m 0 J U z c. Q �w IL 0- W U°" 002. )= 1—�Z 3 cnLLF DATE OF DESIGN: 05/29/12 DATE OF REVISION: DESIGNER: LH HUTTIG DESIGN NUMBER: 205104 -01 PAGE: 1 ORIGINAL PLAN DATE: 04/05/12 SCALE: 1/4" = 1' -0"