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Home My WebLink AboutPermit D14-0236 - LANDFAIR #2 - LOT 1 - NEW SINGLE FAMILY RESIDENCELANDFAIR #2 -LOT 1 4337 S 160' ST D14-0236 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov 5379800041 4335 S 160TH ST Project Name: LANDFAIR #2 - LOT 1 COMBOSFR PERMIT Permit Number: D14-0236 Issue Date: 12/30/2014 Permit Expires On: 4/10/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: LANDFAIR LLC 2415 62ND AVE SE , MERCER ISLAND, WA, 98040 ANGELA WARNER PO BOX 73790 , PUYALLUP, WA, 98373 SOUNDBUILT NORTHWEST LLC PO BOX 73790 , PUYALLUP, WA, 98373 SOUNDNL911CL SOUNDBUILT NORTHWEST LLC PO BOX 73790 , PUYALLUP, WA, 98373 Phone: (253) 830-2868 Phone: (253) 848-0820 Expiration Date: 2/13/2017 DESCRIPTION OF WORK: CONSTRUCT A NEW 2681 SQ FT SINGLE FAMILY RESIDENCE WITH A 670 SQ FT ATTACHED GARAGE AND 293 SQ FT OF COVERED DECK & PORCH. Project Valuation: $365,486.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Fees Collected: $9,737.85 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: atimica pg444 °I et-14mi ritpWed City of Tukwila Department of Community Development �v 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 5379800040 Address: 4337 S 160TH ST Project Name: LANDFAIR #2 - LOT 1 COMBOSFR PERMIT Permit Number: D14-0236 Issue Date: 12/30/2014 Permit Expires On: 6/28/2015 Owner: Name: Address: LANDFAIR LLC 2415 62ND AVE SE , MERCER ISLAND, WA, 98040 Contact Person: Name: ANGELA WARNER Address: PO BOX 73790 , PUYALLUP, WA, 98373 Contractor: Name: SOUNDBUILT NORTHWEST LLC Address: PO BOX 73790 , PUYALLUP, WA, 98373 Phone: (253) 830-2868 Phone: (253) 848-0820 License No: SOUNDNL911CL Expiration Date: 2/13/2015 Lender: Name: SOUNDBUILT NORTHWEST LLC Address: PO BOX 73790 , PUYALLUP, WA, 98373 DESCRIPTION OF WORK: CONSTRUCT A NEW 2681 SQ FT SINGLE FAMILY RESIDENCE WITH A 670 SQ FT ATTACHED GARAGE AND 293 SQ FT OF COVERED DECK & PORCH. Project Valuation: $365,486.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Fees Collected: $9,671.35 Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: HIGHLINE Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No utfyPermit Center Authorized Signature: Date: f 3wI f I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume 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. Signature Print Name: eoK) Date: -e01 14-4 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler 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 sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 5: 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) 6: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 7: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 8: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 9: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 10: ***BUILDING PERMIT CONDITIONS*** 11: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 12: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 13: 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. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 15: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: 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. 20: 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. 21: 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). 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 24: 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. 25: ***MECHANICAL PERMIT CONDITIONS*** 26: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 27: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 28: Manufacturers installation instructions shall be available on the job site at the time of inspection. 29: 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. 30: 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. 31: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 32: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 33: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 34: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 35: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 36: 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. 37: 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. 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 44: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures 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 ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 47: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49: 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. 50: 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. 51: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V 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. 52: 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. 53: All double check valve assemblies shall be approved by the State Department of Health. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TU.h LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. b 1 L(10,23b 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 Site Address: PROPERTY OWNER Name: (D 6( `> k(Qtt)I Wv Address: Qo -�l'��G) n 1�_.�, ) l� (-p City: "GUM I I NI 3 CONTACT 1 RSON — person receiving all project communi tion Name: Of! UAL(ri .6 Address:(\ y_ 1311 D City: a I State: � 1 f t., Zip: Q'?2 Phone: A,.4),-)gepxq j3" ".. -631� Email: LIVAn 1,3(4 Sq.U'Li bIA(d- ibme.S. GENERAL CONTRACTOR INFORMATION k+ ,LLc-. lA/ Company Name. . ,ul, Address:. 0 rP.13tk 1 1 city `9 i,t a ,-} j . Stati:/1 A I )17 Pho • Fax/ Contr Re „ ` m p j 01 I / n �Exp Data:1 /3 II5 I C�C� d� f Tukwila Business License No.: King Co Assessor's Tax No.: 6 J1q o ' 6o4J ARCHITECT OF RECORD Company Name: L&v4 h1a Vi s Architect Name: Ut _ `� �_U _.i4 , t'l J�f,11Q:\r 'sf_ , Address: L ` . Cit;j ,✓ State: OA el,0 3 Pho53- gcao'7 d a F 6:r`6w'1 O Email: ENGINEER OF RECORD Company Name: 1 •` AeLYS Engineer Name:/ , -e {� - h v tT� Address:c1Ipl3 ,Stcqo-' Pi. te: I, k 7.5 Citrl4i l,if./ toll Phone: . . „lt g/p _, l em -7 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Nam • S 6ICt (1 Il l l Lc Address: ,pD i''71(J Cityi i, lj l State:id 11 (.- Zil fe57 ) H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ ., 5-4— k,(A-) S Scope of work (please provide detailed information): DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l s< floor I� 2"d floor 11 Garage carport ■ Deck - coverer L! uncovered IN' 4 pIJI(.,► ) .�L�✓ J� � ��l'iY-� Alc., Total square footage 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 - 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: oD 0 Value of mechanical work $ d�`, /` 1 furnace <100k btu lthermostat emergency generator appliance vent wood/gas stove water heater (electric) other mechanical equipment fuel type: ❑ electric gas PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system ventilation fan connected to single duct clothes washer shower water closet gas piping outlets H:Wpplications\forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOR. .TION — Scope of work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ❑ ...Water District # 125 X.Highline ❑ .. Renton ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate .Valley View ❑... Renton ❑ ...Letter of sewer availability provided ❑ .. 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. U : MITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) �... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑...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 ... Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards 2.. Permanent Water Meter Size ! " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑... Work In Flood Zone 0... Storm Drainage 0...Abandon Septic Tank ❑ .. Trench Excavation El... Curb Cut Utility Undergrounding ❑...Pavement Cut ..Backflow Prevention - Fire Protection 0...Looped Fire Line Irrigation Domestic Water 35 73 ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public 0 - or - Private ❑ ❑ .. 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 0 .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications 0n Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTE. APPLICABLE TO ALL PERMITS IN TH. .PPLICATION — 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 ! : NER OR AG NT: Signature: , Date: Print Name: / Day Telephone: 03 Mailing Address: , 3Ox —137 City AA— ' 13 State Zip H:\Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME LCUA.G lY' R CL`o ti PERMIT # b l ¢ O236 If you do not provide contras or bid or n'rengi er'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 $250 (1) Erosion prevention Water/Sewer/Surface Water j1.# i. 00 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) 5. Enter total excavation volume __JCL__ cubic yards /0 Enter total fill volume cubic yards /0 $ /'0 Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Upto50CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1s1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 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 Fees (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 34O 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 01/01/14 RECEIVED CITY OF TiUKWILA JUL 2 4 2014 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 $ f (7) 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 pavement mitigation fee. 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 Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 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 1st 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. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) 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) 11. 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 $ /60 ?9 I. Other Fees $ / �� Total A through I $ /0 (3 `— (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 116'°6 � 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) stallation N Cascade Water Alliance RCFC 01.01.2014 —12.31.2014 Total 0.75 $62 $6005 $6630 1 $1125 \ $15,012. $16,137.50 1.5 $2425 $ 25 $32,450 2 $2825 $48,040 $50,865 3 $4425 , , 80 $100,505 4 $7825 $150, $157,950 6 $12 $300,250 '-'\ $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 af�JY� g/i/ PermitTRAK Receipt Number QUANTITY PAID 66.50;' D14-0236 Address: 4337 S 160TH ST Apn: 5379800040 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIP''' R000.345.830.00.00 1.00 $66.50 Date Paid: Tuesday, September 15, 2015 Paid By: KURT WILSON Pay Method: CREDIT CARD 00311D Printed: Tuesday, September 15, 2015 3:15 PM 1 of 1 SYSTEMS DESCRIPTIONS I ACCOUNT I QUANTITY I PAID PermitTRAK $6,991.26 D14-0236 Address: 4337 S 160TH ST Apn: 5379800040 ' $6,991.26 DEVELOPMENT $3,743.10 PERMIT FEE R000.322.100.00.00 0.00 $3,738.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R 104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $243.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 TECHNOLOGY FEE $215.66 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3882 R000.322.900.04.00 0.00 $215.66 $6,991.26 Date Paid: Tuesday, December 30, 2014 Paid By: SOUNDBUILT NORTHWEST LLC Pay Method: CHECK 3933 Printed: Tuesday, December 30, 2014 3:20 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY PAID $2,680.09 D14-0236 Address: 4337 S 160TH ST Apn: 5379800040 $2,680.09 DEVELOPMENT $2,430.09 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,430.09 PUBUC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R2664 R000.322.100.00.00 0.00 $250.00 $2,680.09 Date Paid: Thursday, July 24, 2014 Paid By: SOUNDBUILT NORTHWEST LLC Pay Method: CHECK 2808 Printed: Thursday, July 24, 2014 10:42 AM 1 of 1 CrIWYSTEMS Inspector: INSPECTION RECORD Retain a copy with permit ,Dl -d.236 PERMIT NO. w� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: /l4 /Piet1 Type of Inspeco?. f- ,td Address: g735 5 /601 j 5 'I Date Called: `l J� / !/ Special Instructions: �..r 4/7 Date Wanted: d 3 a.m. p.m. Requester: i Phone'2-93 ` � W7 Approved per applicable codes. j� LJ Corrections required prior to approval. COMMENTS: Oft Date: _ // .2 /5-- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. Fa-7 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) 438-9350 Project: uUtuh(( A) FK Type of Ins ection: i5(ad �`(G Address: ti33Z So, (6 J ! t • Date Called: Special Instructions: �'V Date Wanted: ` f5 _a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: kt 401 4cf frwc de T DczinA bre_a- Qvik q v✓ .A 6Ve,r -3 ri rib d Vi%Cl icuit,' 3 opt, Gov w€4 e-r girl 5 Ira a14 a.�e._ b(% ITx C-ram- 4 S ccce .- Q( 5- r y e A TT2. Ocia 10(r dam-ifcep-fi .7 retc`&:\- yit-c(iir sfv11(4 t4*0-0,-, calf ' ll Inspector: Date: I 0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1� INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 r (206) 31 6670 Permit Inspection Request Line (206) 438-9350 6V- pi r( \foaf Prro�o!lect: r e 7+�1rf,r<itlt ��`f /(Ii,� Type f Inspecticih: rr(,fc�/Lkc (`f(1 Ad dre ,[6 Date Called: Sp@cial Instructions: ,rM Date Wanteld:: /b (3 - (I a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspectore D1t-I31(J' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. t INSPE TION NO. INSPECTION RECORD Retain a copy with permit lif"bl 3,6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro0eWkct: J(ki l f Type of�AIns Inspection: rQ-e-tt ri / 1 ress: 1d337 $o, (O 11r Date Called: Special Instructions: km Date Wanted: r - (3 `i a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: (.6 Data o -- 1 3 -(.- 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 PERMIT NO. TY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: til i\ F k/ a_Z' ifi,3 N Type of Inspection: .CA iii /64,1'-e144 Date Called. Address: `r!//A�{9�. !�/yam Special'ifistructions: el /Ai/ .- Date Wanted: 7 ZIP- /r a.m. p.m. Re est-e}r , e r. tb 1 1 P one N Approved per applicable codes. Corrections required prior to approval. MENTS: Inspector: Date.../ zq l3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1c INSPECTION RECORD Retain a copy with permit IN TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D(11-oz36 Pro'ect: urn6cm /f xiSt ►2 Tyne of Inspection: `4)4(( 1 -(4uut Atlirgss: 3 7 Co,(6 o'J! Date Called: Special Instructions: 4r ` Date Wante 7 — �''' / s- a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 0 MENTS: Inspector:re_____ Dater y( _ 6- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I 1 Retain a copy with permit INSPECTION RECORD TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 :t:7, L 6/5-< Type of ins 'echo • ...ur- ,5:72-72: rirtgr"..4 k Address: `t 337 So , (6Q tb` s Date Called: .J Sp ial Instructions: c �� Date Wanted: ` `� a.m. p.m. Requester: Ca Phone No: 7 3 --377 — Ye 17 Approved per applicable codes. Corrections required prior to approval. OM M ENTS: P 7 Q.� � �{ Gl`2�.c (rr-Q,vl d ii Inspector: Dater— 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 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj 6 ceptdc 7 l t /V 5T1\ Type ofInspection:,F-vv�tr,�^ ?+,_ r �q �rJ►�-�V Address: t f 37 50 r (.6 . Date Called: Special Instructions: 1 41 Date Wanted: i -- ( 7 / — 1 5" a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. Pr'cIe:, eks, tc-K far / 3 t( t-a Ii 1/1 Cf) (ty 12-Yit -c4 dO�-� TrA r JON r I' '1 eYir- re Jet-Jpe-C-k0/1 Inspector: Date 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 IN ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION pl %a 23C 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prpject: Type of Inspectipn: Address: Date Called: Special Instructions: API Date-7Wantejd: f t / l —1 J a.m. p.m. Requester Phone No. 753-377 - Lily% 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 'fro-tc`oct eA.c0 f 11c-ov(cle- (c, r pR?Y t'0,45444t?' 5?-Lkr3rZq ,q; 7`i ��'�U (�43u�aC�• Inspector: Date: 7� 7 Is_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1101111 Retain a copy with permit IN N NO. PERMIT NO p(q-07-36 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of 1 ection: Address: Lt 35-7 co 4 (k6 f-Lry. Date Call d: 5peciat Instructions: 44,1 Dateante : a.m. Repuestc.r? icorr 14.) Phone No: 7!) 3 377 '0 'I 7 .1". pproved per applicable codes. Corrections required prior to approval. COCO MENTS: Inspector: Date: r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedute reinspection. INSPECTION RECORD Retain a copy with permit. N CTIO . PERMIT NO. prg- 02-36 Ice CITY OF TUKWILA BUILDINGDIVI 1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (.9a...r; f 414J9174 Permit Inspection Request Line (206) 436-9350 Fr Projekt: , c'Of j U di (1 115.-11( Type of spection: -4 t) bl s 4i,k .,e-te,4 Address: l't 3 37 -G f c, 0 f'. if Date all Special Instructions: 'Date 4m Wanted: a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CO MENTS: inspector: Date:6 •••0' LIREINSPECTION FEE REQUIRED. Prior to next inspection. fee must be L--J paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. /cc INSPECTION RECORD Retain a copy with permit DIY-02-36 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Wee fix (c` ' ct: , OLA COILEt( ( f .rnr-re Tyne of ipspection: 600t-5-4 ( Address: 337 551 (CO f-11-, Date Called: Special Instructions: Date Wanted: a.m. P.m. Requester: , L No: Phone No: 2-53 -377-4(9' 'I'?" 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date:5_ ( REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectian. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 EOMINSPECTION RECORD Retain a copy with permit IN ION a PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Project: s 'Type 56 14 Nil tuft of inkperctiricf k-kvt-'fr— Date Called: Apigtess: 115371ot NPZ +IA cf. Special Instructions: AM DateManted: 5— i - (5' a.m. p.m. Requever: _ J Co fr Phone No: *-25-3 - 77 - 11 9 CI 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: AG - INN tA cica 51-34r (4.5 e r fc4sQi cto/ trce-c td" x-24 P .X., Inspector: Da REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. (6, 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) 438-9350 1)(1_ o 2-56 Project: . , `61,t tA4Il Sf / f- Type olf In_spectioni cvmtkxd: kavrg Address: CI 337 $, (60 f-i-ff I Date Called: Special Instructions: Date anted: a.m. Psn• Requester: Phone No: 'Approved per applicable codes. Corrections required prior to approval. CO ENTS:\fty- In ctor: Date:ti_2_8 T 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 CTION NO. PERMIT NO. Piy-08:36 CITY OF TUKVVILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProAtv d 4ift g Type of Inspection: ( r pss Adtir_..:. 337sd,(60f-tA C`7 t ate al ed. Special Instructions: 4A4 Date )11/anted:. ,.,..5„... a.m. P.m. 'Requester: 'Phone No: 14Approved per applicable codes. LJCorrections required prior to approval. COMMENTS: q(cfel-- /ft-o6Vi& copptecfie°, F......c." inspector: — REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali 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 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p y- oz3‘ Project: AISFK- -.5duld 13 co' i 1. Type of Inspectio r Fo tot Oa Kaki Ick ii Address: i-11;7 9, t 60 Nt 5f- Date Called: Special Instructions: ovi Date Wanted a.m. P.m. Requester: Phone No: Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: Inspector( c Date: I f REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. • INS CTION NO. INSPECTION RECORD Retain a copy with permit Pig- 2-3‘ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ' (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: „ "Type_of /i/r cc @cji VFW( It !Art t- Inspection. r foi,./ K4ciat 110 Pt 4/49( ( Address: 14317 ca. 1601`1^ St- Date Called: Spetiai Instructions; 4fri Date Wanted: .-- ef ..' 45— a.m. p.m. Requester: 5e-ce itieb ep- Phone No: "--S"-3-37 7- (191 '17 ElApproved per applicable codes. [El Corrections required prior to approval. COMMENTS: 4rouiv _flak 1,‘41,‘ itio if ' Plof (k , Alb 14 de 6 )-li Li tiorz ila to "or eR eie-ktt! s152. 1 ..'6- u 4 chro Lcc, - I i'l4 re ict ''(;) <Tt+big fl-tal 5 ., 140(-4 g pkictniket , . tfr• v---- e ( (Act". c-i- - ( 0m Inspectory Date: ct 11 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 IN P CTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 ' (206) 431-3670 Permit Inspection Request Line (206) 436-9350 trc t_. ProjeHCrct: — TO COAdbaif Type of twecticmi • Address: q131 0-*of4tff. Date Called: Special Instructions: Date Wanted: a.m. quesrr: Re; coif Phone Approved Approved per applicable codes. Corrections required prior to approval, COMMENTS: Inspector: 3- /3' L REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 1-t l4 - S— Doi PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 4 05 --A % a ' 1 Type of Inspection: �p .�, �A-C .. f i !'c. N A- I... - Address: q 2\3 S Suite #: S 1100 '2--" Contact Person: Special Instructions: Phone No.: fjApproved per applicable codes. Corrections required prior to approval. COMMENTS: Corra A -+_ A 'Ore ` 0 3�S S' Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: - Date: /6/`h ( Hrs.: I $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: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit •/i/-S - 2-Q p PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: (-44 ) cA-k leZ___ i--,-71— I Type of Inspection: ----i° Address: Contact Person: 4/3 7 C /6 G.{..-"L-_ Suite #: " Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 < c� r- /. /IDo —TRtole_ T).�-- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �1� Date: 6/ 3 )/7 r- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 VICINITY MAP N.T.S. RVI$IONNO1 \ RECE VEU CITY OF TUKWILA AUG 1 8 2015 PERMIT CENTER IMPERVIOUS AREA ROOF= 2377 S.F. DRIVEWAY & SIDEWALK= 700 S.F. TOTAL= 3077 S.F. LOT S.F.= 7224 LAN D FAI R—DI\4L ANC. LOT— 0 1 I APPROVED SEP 14 2015 N8910'00"W 59.50' —DOWN TIONS ACCESS NOTES: 1. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. 2. SILT FENCE TO BE INSTALLED AS APPROVED BY INSPECTOR. 3. ROOF DOWNSPOUTS & FOOTING DRAINS TO BE TIGHTLINED TO STUB AT STORM LINE. CONTACT INFO ANGELA: (253) 848-0820 Ag City QLkwila % Etc; DIV'ISIOfN 0' BSBL 4R 40' 2681A9-3 ELEV.—A F.F.=457.00' Cove red Dec1e- 449.50' SO • BS LL 0 D MASSON 3-CAR GARAGE h ,. DRIVEWAY? Ca" . I. N8910'00”-W 59.50' 1 11. 5' I TY os h N 451.00' SCALE: 1 "=20' 10 20 40 Ana SOUNDBUILT HOMES, INC. P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 PARCEL# PZ 12/02/14 R2.0 DID- bZ VICINITY MAP DEC 26 2014 IMPERVIOUS AREA ROOF= 2377 S.F. DRIVEWAY & SIDEWALK= 700 S.F. TOTAL= 3077 S.F. LOT S.F.= 7224 NOTES: CODE COMPLIR \!CE LAN D FAI R- D I V . 2 LOT- 01 DEC 2 9 2011 N89'10'00"W 59.50' 0 0 AHUNS D TYP. 0' BSBL City of Tulwirii BUILDING DIVI€ION PORCH 40' (20,443.00' 2681 A9-3 ELEV. —A F.F.=457.00' 3-CAR GARAGE RECE1VEU CITY OF TUKWI DEC 1 6 2014 fAccas PERMIT CENTER 1. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. 2. SILT FENCE TO BE INSTALLED AS APPROVED BY INSPECTOR. 3. ROOF DOWNSPOUTS & FOOTING DRAINS TO BE TIGHTLINED TO STUB AT STORM LINE. CONTACT INFO ANGELA: (253) 848-0820 OTJTES ►I WTIm T BSBL t_ h • ;'bRIVEWAY? • • .Ta `•` 449.5°. S0 869A10N N89'10'00"W TRENCH 59.50' CORRECT1ON LTR# SOUNDBUILT HOMES, INC. P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 h N 0 N0 rnm- Qo ZN R 451.00' SCALE: 1 "=20' 10 PARCEL# 20 40 PZ 12/02/14 R2.0 PLATFOF2M THD26 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 9 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 242014 PERMIT CENTER PILE COPY ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. ROOF PITCHES PER PLAN WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF-II-SS) 1 TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS & BUILDING SUPPLY INC. SOUNDBUILT NW, LLC Job Name: SOUNDBUILT/ LANDFAIR LOT 5 Plan: Right LS2-2681 9 Sales Rep: Mike Poorman Scale: Drawn by: Date: Job Number: N.T.S. RD 04/30/14 i SJ404680 A Geotechnical Engineering Services LLC P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Han Phan PBG, LLC 5130 S. 166thLane SeaTac, WA. 98188 Subject: Final Letter Former Swimming Pool Site Landfair 2 4237 S. 160th Street Tukwila, Washington Parcel No.: 5379800040 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 9 2014 City of Tukwila BUILDING DIVISION January 6, 2014 Project No. A-184 RECEIVED CITY OF TUKWILA JUL 2 4 2014 PERMIT CENTER Dear Mr. Phan, As requested, we have completed our construction monitoring services for the former swimming pool site restoration project at the subject site located at 4237 South 160th Street in Tukwila, Washington. The purpose of our services was to provide field density testing services during restoration of the former pool site. CONSTRUCTION MONITORING We first visited the site on October 23, 2013 to view the excavated pool area. At the time of our site visit, the soil within the pool had been removed to expose cinderblock side walls and a floor consisting of a thin blue plastic liner overlaying a thin layer of concrete. A concrete sidewalk had been poured over the top of the pool sidewalls around the entire pool. The north end of the pool was approximately 6 feet deep and the south end approximately 4 feet deep. We returned to the site on November 11, 2013 to obtain a sample of the onsite soils to perform a Modified Proctor test in preparation for site filling using the native soils on the site. At the time of our site visit, we observed all of the concrete sidewalks had been removed from the site and the cinderblock pool sidewalls had been removed from all sides except the center of the east end west sides. The blue liner had been removed and the thin concrete along the base of the pool was scarified. On November 6, 2013, we visited the site, as requested, to begin observation and testing of the fill planned for use in the pool site. At the time of our site visit, the remaining cinderblock sidewalls had been removed and the contractor had placed a layer of structural fill in the north end of the pool site. The fill consisted of the native on -site sand with silt and gravel. The contractor utilized a trackhoe with Mr. Han Phan January 6, 2014 hoepack attachment to compact the fill. Filling was planned to continue on November 7, 2013, but was cancelled upon our arrival due to wet weather. The filling process commenced again on December 4, 2013. The filling was quickly terminated when the stockpiled structural fill became too high in organic content to continue using as structural fill. The contractor explained they would use the native soils located along the site roadways to complete the pool filling. The onsite driveways required additional excavation to reach their planned finish elevation and the excavated soil would be stockpiled and used to complete the pool restoration. We returned to the site on December 27, 2013 to perform our fmal field density tests on the pool site. The pool had been filled to the planned foundation elevation in the area. The exposed soil consisted of brown.sand with silt and gravel consistent with the onsite native soils. Some areas were darker brown but no evidence of heavy organic content was evident. After our final site visit, the contractor graded the area flat, spreading organic and granular soil over the area. CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field density testing, it is our opinion, the areas tested indicate at least 95 percent of the soils laboratory maximum dry density, as determined by ASTM D-1557 (Modified Proctor), was achieved. The structural fill should provide adequate support for the foundations planned in the area. Prior to foundation construction in this area, we recommend the exposed foundation subgrade be compacted with heavy vibratory compaction equipment to ensure localized disturbances that may occur during foundation excavation have been rectified.. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of AGES, LLC and is intended for the exclusive use of PBG, LLC and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of final site construction. If variations appear evident, AGES, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. Page - 2 - Mr. Han Phan January 6, 2014 The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, AGES, LLC [EXPIRES // - 8 - Zo/y 1 Bernard P. Knoll, ll, P.E. Principal i3PK:bpk Project No.: A-184 Page - 3 - Ages Geotechnical Engineering Services Y.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Han Phan PBG, LLC 51.30 S. 166`s Lane SeaTac, WA. 98188 Subject: Geotechnical Evaluation Former Swimming Pool Site Landfair 2 4237 S. 1.60t Street Tukwila, Washington Parcel No.: 5379800040 Dear Mr. Phan, COD: COMPLIANCF DEC 2 9 2014 City of Tukwila BUILDING G DiVIS:Of April 11, 2013 Project No. A-184 RECEIVED CITY OF TUKWILA JUL 242011 PER hilt CENTER As requested, we have completed a Geotechnical Evaluation of the former swimming pool site on the subject site located at 4237 South 160th Street in Tukwila, Washington. The approximate location of the site is shown on the Site Vicinity M.ap provided in. Figure 1. Based on our review of the Clearing and TESC Plan provided to us, and our conversations with you, we understand the planned development entails subdividing the site into 4 Lots. The existing single- family residence along the northern half of the site will occupy Lot 1. The remaining lots, 2 through. 4, will be located along the southern half of the site. An easement driveway along the eastern property line will provide access to the three lots along the southern half of the site. The former swimming pool site, located in the subject sites southeast corner, is located on Lot 2 and 3. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. SCOPE OF WORK The purpose of our service was to perform a geotechnical evaluation of the site soil and groundwater conditions in the former swimming pool site inorder to develop design and construction recommendations for decoimnissioning the pool and providing a stable subgrade suitable for the construction of single-family residences. Specifically, the scope of services for this Geotechnical Evaluation included the following: 1. Reviewing the available geologic, hydrogeologic and geotechnical data for the site area. Mr. Han Phan April 11, 2013 2. Evaluating the subsurface conditions in the former pool site by excavating 3 test holes to a maximum depth of 5.5 feet below surface grades. 3. Providing our conclusions regarding the existing condition of the former pool site. 4. Providing design and construction recommendations, as necessary, to stabilize the former pool site area and prepare it for support of new foundations for new single-family residences. SITE CONDITIONS Surface The subject site is located at 4237 South 1.60`h Street in Tukwila, Washington. The site is bordered with existing single-family residences to the east and west, Crestview Park to the south, and S. 160th Street to the north. The location of the site is shown on the Site Vicinity Map provided in Figure 1. The subject site is currently occupied with a single-family residence located in the north central portion of the site, a detached garage to the south of the residence against the eastern property line, several outbuildings scattered throughout the site, a below -ground swimming pool in the southeast site corner, and a small structure adjacent the swimming pools west side. The swimming pool was previously filled with soil up to within a few inches of the top. A concrete slab surrounds the pool area on all sides. In general, the site area slopes down from south to north at surface grades ranging from 0 to 10 percent. Locally on the site, the south end where the pool is located is relatively flat. Site vegetation consists of various ornamental landscape bushes and trees with a grass lawn throughout the site. Some native brush areas exist along the southern property line. Subsurface Explorations On. April 8, 2013,.we explored subsurface conditions at the site by advancing three hand -augured test holes to a maximum depth of 5.5 feet below surface grades. The approximate test hole locations are shown on the Exploration. Location Plan provided in Figure 2. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Mapped Soils According to The Geologic Map of the Des Moines 7.5 Minute Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron (2004), the soils in the vicinity of the site are mapped as Vashon Till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The Vashon glacial till was deposited along the base of the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till,. and all units under the till, are typically in a very dense condition, and will exhibit a high shear strength. Page - 2 - Mr. :Han :Phan April 11, 2013 and low compressibility where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. The United States .Department of Agriculture (USDA) Natural Resource Conservation Service (N.RCS) does not map the soils in the vicinity of the site. However, based on experience in the site area, it is our opinion the site soils would be best classified as Alderwood gravelly sandy loam (AgC) soils that form on 6 to 15 percent slopes. According to the NRCS the Alderwood soils at the site are described as glacial till deposits. The Alderwood (AgC) soils are classified as having a "moderate" potential for erosion when exposed. Site Soils The soils we observed in the test holes consist of 20 inches of topsoil fill overlying old fill consisting of silty sand with gravel. At depths ranging from 3.5 to 4 feet below surface grades in the swimming pool, we encountered a layer of bright blue, heavy duty plastic. Under the plastic in two of the test holes, we encountered obstructions that prevented advancing the test holes any deeper. The obstructions encountered appear to be either a layer of concrete or large boulders. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure 4. Figure 5 presents more detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test pit locations are shown on the Exploration Location Plan provided in Figure 2. Groundwater We did not encounter groundwater seepage in any of the test holes excavated at the site. However, we expect a seasonal perched water table likely develops above the dense glacial till at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). CONCLUSIONS AND RECOMMENDATIONS Based on our study, in our opinion, to decommission the former swimming pool site and provide a stable subgrade for new residential foundations, the existing fall soil, concrete, and any other organic soil or deleterious material should be removed from the and the grade restored with structural fill. We expect maximum excavation depths of at :least 6.0 feet wilt be necessary to remove the unsuitable material. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill in wet weather conditions. The ability to use the soils from site excavations as structural fillwilldepend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the Page - 3 - Mr. Han Phan April 11, 2013 winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. Site Preparation and Grading To prepare the former swimming pool site for development, all vegetation, organic surface soils, old fill soils, and other deleterious materials including any existing structures, foundations or plastic and trash debris should be stripped and removed from the area. We expect a maximum excavation depth of 6.0 feet to remove the unsuitable material. However, excavation depths may exceed 6.0 feet if subsurface conditions are different than we observed in areas not explored, or if additional fill, concrete, or trash debris exists beneath the obstructions encountered during our subsurface exploration. Once clearing and stripping operations are complete, fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, the native subgrade below the base of the former swimming pool must be in a relatively stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural .fill over the geotextile fabric should establish a stable bearing surface. A representative of AGES, LLC should observe the subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on -site soils become too wet to achieve adequate compaction, the owner should be prepared to .import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular sail that meets the following gradation requirements: U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the =/. inch fraction Page-4- Mr. Han Phan April .l 1, 2013 Prior to use, AGES, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. in non-structural areas, the degree of compaction can be reduced to 90 percent. Foundations The new residentialfoundations planned on Lots 2 and 3 in the former swimming pool site area may be supported on conventional spread footing foundations bearing on the competent native soils observed below the former swimming pool, or on structural fills placed above these native soils as specified in this report. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. As previously discussed, in the "Site Preparation and Grading" section of this report, the existing soil and concrete observed in the upper 6.0 feet of the former swimming pool site location will not be suitable for support of structural elements. Prior to foundation construction, these existing old fill soils and concrete should be removed from under new foundation areas. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting onthe sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilIed with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 300 pcf 'Details regarding the use of these parameters are provided in the section above. Page-5- Mr. Han Phan April 11, 2013 Slab -On -Grade FIoors Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. As previously discussed, in the "Site Preparation and Grading" section of this report, the existing topsoil and fill soils observed in the upper 6.0 feet of the former swimming pool site willnot be suitable for support of new slab -on -grade floors, These existing old fill soils and other concrete and deleterious material should be removed from under areas of new floor slab construction. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a finn and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sandor gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. ADDITIONAL SERVICES AGES, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report. may not be fully applicable. If such changes are .made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Page-6- Mr. Han Phan April 11, 2013 AGES, LLC and is intended for the exclusive use of PBG, LLC and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recorrunendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. I:f variations appear evident, AGES, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are .not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. We trust this information is sufficient for your current needs. If you .have any questions, or require additional information, please call. Respectfully Submitted, Bernard P. Knoll, II, P.E. Principal ATTACHMENTS: :13PK:bpk Project No.: A-184 Figure 1 — Site Vicinity Map Figure 2 — Explonttion Location Plan Figure 3 — Geologic Map Figure 4 — Unified Soil Classification System Figure 5 — Test Hole Logs Page - 7 - Approximate Site Location AGES, LLC P. 0. Box 935 Puyallup, WA. 98371. Main (253) 845-7000 www.agesenginecring.com Site Vicinity Map Landfair 2 4237 South 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 1 KEY: APPROXIMATE LOCATION OF HAND MAXIM HA-1 • AGES, LLC P. a Box 935 Puyallup, WA. 9).071 Main (253) g45-7000 •www. agmengincoring.com Exploration Location Plan Landfair 2 4237 South 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 2 ri_ ..... r r- r r r r r ti r 1+r rr r rrw3 r rT.•i4r { i. Qvt Approximate Site Location AGES, LLC P. O. Bo' 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agescngineering.com GX-8935 QPN Geologic Map Landfair 2 4237 South 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 3 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve GRAVEL WITH <5 %:FINES GW Well -Graded GRAVEL GP Poorly -Graded GRAVEL GRAVEL WITH BETWEEN 5 AND 15 % FINES OW -GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAVEL WITH > 15 % FINES GM Silty GRAVEL GC Clayey GRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve SAND WITH <5 % FINES SW Well -Graded SAND SP Poorly -Graded SAND SAND WITH BETWEEN 5 AND 15 % FINES SW-SM Well -Graded SAND with silt SW -SC Weft -Graded SAND with clay SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay SAND WITH> 15°% FINES SM Silty SAND SC Clayey SAND FINE GRAINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity Liquid Limit 50 or more iY Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity I Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS In PEAT NOTES: (I) Soil descriptions arc based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications arc in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratitpaphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. AGES, LLC P. 0. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 «ww.agcsengineering.com Unified Soil Classification System (USCS) Landfair 2 4237 S. 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 4 AGES, LLC P.O. Box 935 Puyallup, WA. 98371 Office (253) 845-7000 DATE:. April 8, 2013 Test Hole TH-1 LOGGEDSY: BPK ELEV: Depth (feet) Soil Description Notes 0 FILL: Dark brawn TOPSOLI;., louse, moist. FLL Gray and tan sky sand %eh gravel, loose. moist tt swelling plastic and impenei rabts at 4 feat below surface grade. 5 — Test pit terminated at 4 feet below surface grades due to refusal. No groundwater seepage encountered. DATE: April 8, 2013 Test Hole TH-2 LOGGED BY: BPK ELEV: Depth (feet) Soil Description Notes FILL: Dark brown TOPSOIL. loose, moist FILL: Tan sky sand vollh gravel, loose, mist. Hit a layer of blue pink at 3.5 feat below surface girdles, then lit Wm( concrete or a bolder Test pit terminated at 3.5 feet below surface grades due to refusal. No groundwater seepage encountered. DATE: April 8, 2013 Test Hole TH-3 LDGGEDBY: BPK ELEV: Depth (feet) Soil Description Notes 0 FILL: Dark brown TOPSOIL, loos.. moist. 5 --- FILL; Gray and tan city sand vrith gravel, loose, moist. Hit smelling pink and impenetrable at 4 hart below surface grade. FILL: Rem -orange silty sand with gravel, some fine roots. Hit either a aoncxete sib or a boulder at 5.5 feet below surface grades. 1154 Test pit terminated at 5.5 feet below surface grades due to refusal No groundwater seepage encountered. Figure 5 Project No.: A-184 P.rescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information LS2,2681'' This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. -�Pak COPY -�. Authorized Representative Date Climate Zone 5 & Marine 4 6 R-Valuea U-Factora Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGC" Ceiling Wood Frame Wall9'ks' Mass Wall R-Value' Floor Below Grade Waif* Slab° R-Value & Depth R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 49i 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21 /21 h 0.056 21 +5h 0.044 309 0.029 30g 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 01. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 squar area. Additions to existing building that are less than 750 square feet of heated floor area. D2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. 03. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. e I �:tC ostratWWiaU) COMP APPRO1 DEC 2 9 Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf FOR LIANCE "ED ?014 1 City of Tukwila _ RLIAIOl'BVISION ❑ CITY OF TUKWILA ❑ JUL 242014 ❑ PERMIT CENTER *1200 kwh 1.5 0.0 1.50 D ti- 02.3b Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information LS2-2681 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor .20 Ref. U-factor Powder Room 0.30 Den 0.30 Family Room 0.30 Family Room 0.30 Nook 0.30 Kitchen 0.30 Pantry 0.30 Dining Room 0.30 Entry Above 0.30 Bedroom 4 0.30 Master Bedroom 0.30 Master Bath 0.30 Playroom 0.30 Playroom 0.30 Playroom 0.30 Bedroom 2 0.30 Bedroom 3 0.30 Width Height Qt. Feet Inch Feet inch 1 3 6 8 Width Height Qt. Feet inch Feet Inch 1 2 5 1 5 5 2 2 6 1 6 8 1 4 5 1 3 4 1 2 5 1 5 6 3 2 6 2 6 1 5 4 2 2 6 5 2 4 3 6 2 2 4 1 6 4 1 4 4 1 5 4 1 5 5 Area UA 0.0 0.00 20.0 4.00 Area UA 10.0 3.00 25.0 7.50 24.0 7.20 48.0 14.40 20.0 6.00 12.0 3.60 10.0 3.00 30.0 9.00 18.8 5.63 20.0 6.00 25.0 7.50 28.0 8.40 16.0 4.80 24.0 7.20 16.0 4.80 20.0 6.00 25.0 7.50 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U-factor Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 371.8 111.53 Area 0.30 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 391.8 115.53 • Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information LS2-2681 Heating System Type: Contact Information 0 All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (se e Figure!) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions,a Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,681 8.5 U-Factor 0.30 U-Factor 0.50 Conditioned Volume 22,789 X Area 392 X Area U-Factor X 0.026 U-Factor No selection U-Factor = UA 117.60 = UA Area = 1,703 Area Area UA 44.28 UA UA 0.056 2,832 158.59 U-Factor Area 0.029 U-Factor No selection F-Factor No selection F-Factor No selection Sum of UA 1,658 Area Length Length UA 48.08 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X el - Air Leakage Heat Load VolumeX 0.6XATX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,102 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,543 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump UA UA UA 368.55 46 16,953 Btu / Hour 11,321 Btu / Hour 28,275 Btu / Hour (07/01/13) me POMP �''T MM„gIl STRUCTURAL CALCULATIONS FOR THE Mk 4 SOUNDBUILT HOMES RESIDENTIAL PROJECT Job No. : 14-032 Location: Lot 5, Landfair Tukwila, Washington Plan LS2-2681 REVIEWED FOR CODE COMPLIANCE APPROVED April 16, 2014 DEC 2 9 2014 City of Tukwila BUILDING DIVISION 0Z3b RECEIVED CITY OF TUKWILA JUL 2 4 2014 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"4 PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2014, SEGA Engineers 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 LS2-2681 Job No. 14-032 By: GAT Checked Date: 04/16/14 Sht 1 Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V,,,t) KZt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers Project LS2-2681 /StructuraI & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 14-032 By: GAT Checked Date: 04/16/14 Sht 2 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2' OSB 1.8 2x @24" 3.5 Insulation 1.1 6/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 7/12 pitch = 30 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/8' 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 WALLS LL Residential 40 psf Total Deck Load 48.6 psf DL Siding 3.5 1/2' Plywood 1.5 psf 2x6@16"oc 1.7 lnsul 0.6 1/2' GWB 2.2 Copyright 2014, SEGA Engineers 9.5 psf SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 674f4 INS iij) G/T JOB NO. 14 _037._ FIGURED BY 61,17. CHECKED BY DATE Ib//4 SHEET2 OF 3Jh�-_fit 48) I l aP �xi�t),qt, P ; 0 f - fo, Z( A/x (3'! = Se-) k rZ Copyright 2014. SEGA Engineers SEGA Engineers / PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place Flack Diamond, Washington 98010 (360) 886-1017 L.SZ- Z(,04d1 JOB NO. 14 _ e ,- FIGURED BY 4 CHECKED BY DATE a44 L/,SHEET OF ( 1+f ( )+3z* (oo)f/c S'Sk 1Jrl�_ 44 T'G. rir ..r.. u l (g... .... ..0 k EkS4 /'crtW&) ))sue ecl--ti-Z)(50?r)I-• 4-7.&?4" cf?.,451Y/P0). Cizle .01- 7, I)` 1 to 41- 3, j �o►4C(-0r y1' CaiS.3 3)k/ra') iu g A-4M ritm, P. /in (hkin °° ?4*17- 4. ©i0''4'1Off = ii011iA) V' Lt( /,ot,fipo= = 4Ct t o (,01 () ¢Vk 67143 -4— Copyright 2014, SEGA Engineers SEGA Engineers/ PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. 14...0 3 z_ FIGURED BY a47- CHECKED BY DATE lifitVid SHEET 44.0F Fralb44/4) ove ...07.121/ :4N.).lessi AFT' es (4)(40 'WC'. 11'27000' 64-1' C114.)0-celr) ; d'r Scortfi Vtl 0/5---- -714 661A-61- )•c" 14) 0sta \Lsopf-r- 1"1*-'" @ittiNV S')t icr s-i z„:kL4 )sfiti -46, c7pi V--;• 01.4 tii)r- ek y ; 1ftclais.,, 1406/L f•v‘ 6f-it-MLA. a:- (4 )L§?.ic) C---t)(-ofsr\S-c )) 1-At- oli eArt) 1 0 it, 01.svA 1711" hi(`-' 14,,SL 15175 41-7 is 4) et„el Olt Copyright 2014, SEGA Engineers SEGA Engineers/ PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. I 4- •-c, CHECKED - CIIECKED BY DATE 11/4/4 SHEET OF FIGURED BY Mr 11'7" Co, tenritI /801 :.--- et S. I V Fr 4001 IP 4C-L°11-4,1")(1g1)3 iLoZ1 / ^litOt. 5111 4.3# 1 40 6443 60.0it 73m FAvi4i tv (A) V) 7Sto Z1 ')ie = to,c1P e) ((,71 vm rei+0.„ ortiv paTt.z. t v /4e•to- 9)7704, /4 OK Copyright 2014, SEGA Engineers SEGA Engineers "Structural & Civil Consulting Engineers 22939 SE 292nd Place (360) 886-1017 Black Diamond, WA 98010 Project LS2-2681 Job No. 14-032 By: GAT Checked Date 04/16/14 Sht Framing - 18 ft Studs Rear Bearing Wall °tot e. PZ-Ape Design Criteria Stud Height = Stud Spacing = Tributary Span = Roof DL = Roof LL = 18 feet 12 inches 18 feet 15 psf 25 psf (snow) Wma= 10.60 psf h=18.0 ft Wind Load = 10.6 psf DL Force = 270 Ibs Snow Load = 450 Ibs Member Size and Proberties Try 2 x 6 using HF - #2. © 12 in oc Fb = 850 psi CF = 1.30 Fbr = 1492 psi Fe = 1300 psi CF = 1.10 FcE = 252.9 psi le = 216 in E = 1.30E+06 For DL + Wind P = 270 Ibs = 33 psi Cp= 0.19 = 266.0 psi (Eq 16-12) Combined Cr = 1.35 )Ie 2306.2.1) d = 5.50 in KBE = 0.30 w = 10.6 Ibs/ft Axial Bending Total M = 429 ft-Ibs 0.02 + 0.52 = 0.54 OK fb = 681 psi For DL + 3/4Wind + 3/4Snow (Eq 16-13) P = 608 Ibs = 74 psi Combined w = 8.0 lbslft Axial Bending Total M = 322 ft-Ibs 0.08 + 0.48 = 0.56 OK fb = 511 psi c=0,80 COPYRIGHT 2014, SEGA ENGINEERS SEGA Engineers, Project LS2-2681 /Structural & Civil Consulting Engineers Job No. 14-032 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 04/16/14 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F Sps W R Eq. 12.14-11 where, F = 1.1 Two -Story Building Sos = 1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, S, > 1.25) R = 6,5 Table 12.14-1 W = Seismic Weight For W: Wroof Wfioor (40ft) ( 40 ft) (16 psf)+ ( 2 ) ( 40 ft+ 40ft) ( 4.0 ft) ( 9.5 psf) = 32 kips ( 40 ft ) ( 46 ft ) (14 psf) + ( 2 ) ( 40 ft+ 46 ft ) ( 8.5 ft ) ( 9.5 psf) = 40 kips Design Base Shear , V = ( .169 ) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 WIND Wtotai = 71 kips Design Wind Pressure, Ps = X lc psso Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 0-15ft 20 ft 25 ft 30 ft Exposure B Figure 28.6-1 Kzt = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) P0-15= ( 1.00 ) ( 1.00 ) (17.7psf) = 17.70 psf ( x 0.6 = 10.62 psf) P20 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) Design Base Shear: (Wind) Um, = (40ft) ( 10 ft) (17.7psf) + ( 40 ft ) ( 5 ft ) (17.7psf) + ( 40 ft) ( 5 ft ) (17.7psf) + ( 40 ft ) ( 5 ft) (17.7 psf) =17.7 x 0.6 = 10.6 kips Vsis = ( 56 ft) ( 10 ft) (17.7psf) + ( 45 ft ) ( 5 ft ) (17.7psf + (43 ft)(5 ft)(17.7 psf) + (13 ft ) (5 ft) (17.7 psf) =18.9 x 0.6 = 11.3 kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2014, SEGA Engineers SEGA Engineers / PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 L$ 2- Zcr'o/ JOB NO. J 1--d 12. FIGURED BY C—-- DATE 44v// % SHEET OF �7' CHECKED BY ` flr �S*� } j 1 _l 3,st+ '1 3,1r-'c5ett= 1Z2l,v -Sag \4M L " z g 4 V,=311$a' R= 3ifti3116' So° (z1,1 )0ff"z, 11P,= 4-300# `f4 1?› 1.10 PO' e, Copyright 2014, SEGA Enginects SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 New. gob %i tooftier" /3 ` LSZ- Z tag/ JOB NO. 1 4_ t7 3 Z FIGURED BY 4 'T f CHECKED BY DATE 1I Eo/j cJ'SHEE'T (. OF > 47400/2. Vic b Olt + '.J (l d) (, eJ ' 1)-4 t_ S't3,S' 7r. 110 17.71 2.50/21. H WoltLi "Iy V,2.= (i(,01 )/oiLrs` r (' )(/p, )z« .` )4;4: r 216'1144A 1 OsITT)(39 )f 00( ID) 0°4e' 2104 Z,04,1" / , (1''t)i) t7t)t-'° Xo ntt 716,777 tDgV Mitt #ft Copyright 2014, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 �r = is)(-44+4 T fr 1lFr r7,16z.°411,:. JOB NO. I, , z FIGURED Bycqtr CHECKED BY DATE 4II G�1iISHEI T /Q OF v��= (►. ) C,d o &')')(/)= ))Lbw if i)41ld �1 r W117 (.11-ilipaem 4pr0N) 1()19F-' (4-1)(5 41°' 4Ps/14*.tkoiLON)14)(51)(ioidg) ". 2 700* 4 r z120,0 k,sit 4?"27 •A 'Viz..' (111 #)( )+( t/d )1/o,607): L43)h 2, 431 /7 Sr i !t reir 15 24. It' S tn1 2r Copyright 2014, SEGA Engineers SEGA Engineers f PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. LSZ—Z41 FIGURED BY 61 ►¢T CHECKED BY DATE ./ / ¢ SHEET if OF Copyright 2014, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L52-2681 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 JOB NO. 14-032 FIGURED BY GAT CHECKED BY DATE 04/16/14 SHEET 12 OF 12 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1> P> I1/2" I> VVVV 1/2" OSB or CDX OSB or CDX 1/2" OSB or CDX See Detail 8d @ 6" o.c. 8d @ 4" o.c. 8d @ 2" o.c. 12/S2.0 for Construction 5/8" @ 60" o.c. 5/8" @ 32" o.c. 5/8" @ 16" o.c. QaII = 230 plf QaII = 350 plf Qall = 600 plf Use minimum 3x studs at all panel edges and stagger nails. Notes: 1) All walls designated " 1>" 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. Paae 1 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 A GABLE 1 1 Job Reference (optional) e l russ Go.r I n-L ounty 1 russ, WA, UK, u -1-6-0 I1-60I 1 2 3x6 i 3 2 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:47:55 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-tsaQLuWUZzI_vgRzyrloJR81 C8katgws2bz3r_zLSVY 17-7-8 35-3-0 136-9-01 17-7-8 17-7-8 1-6-0 12 7.00 12 S ST4 516 10 11 8 13 8 14 7 S 15 6 16 17 3x6 1 ST5 ST4 ST3 R2 20 Scale = 1:78.9 rue COPY' s414, � ^' 21 3x5 = 41 40 39 38 37 36 35 34 33 35-3-0 32 31 30 29 28 27 26 25 3x6 = 22 24 3x5 = 35-3-0 2314 0 LOADING (psf) TCLL 25.0 TCDL BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.15 BC 0.06 WB 0.13 (Matrix) DEFL in (loc) l/defl Vert(LL) -0.01 23 n/r Vert(TL) -0.02 23 n/r Horz(TL) 0.01 22 n/a L/d 120 90 n/a PLATES GRIP MT20 185/148 Weight: 200 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* ST9,ST7,ST8: 2x4 HF No.2 REACTIONS All bearings 35-3-0. (Ib) - Max Horz2=-198(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 24, 25, 26, 27, 28, 29, 30, 32, 41, 40, 39, 38, 37, 36, 35, 22, 34 Max Grav All reactions 250 Ib or less at joint(s) 2, 33, 24, 25, 26, 27, 28, 29, 30, 32, 41, 40, 39, 38, 37, 36, 35, 22, 34 BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 12-33, 14-30, 13-32, 10-35, 11-34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - A11 forces 250 (Ib) or less except when shown. NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l lomph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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, 24, 25, 26, 27, 28, 29, 30, 32, 41, 40, 39, 38 , 37, 36, 35, 22, 34. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 9 2014 City of Tukwila BUILDING DIVISION ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 RECEIVED CITY OF TUKWILA JUL 242014 PERMIT CENTER Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 2 of 27 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2681/RD SJ404680 Al Common 2 1 Job Reference (optional) e 1 russ t;o.r 1 r1-(aunty 1 fuss, WA, UK, 1-6-0 I 1-601 6-2-3 6-2-3 8-4-2 8-4-2 Plate Offsets (X,Y): [2:0-0-9,Edge], [10:0-0-9,Edge] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inc: YES Code IRC2012/TPI2007 11-3-9 5-1-6 3x4 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:47:56 2014 Page 1 I D:q LmOReLgnM N2A0 hwuA1 zzazLVRw-L37oZEX6KH Q rXg09WZp1 sfh6EYv2cFCOH FicN RzLSVX 17-7-8 I 23-11-7 29-0-13 I 35-3-0 136-91 6-3-15 6-3-15 5-1-6 6-2-3 1-6-0 5x5 = 3x4 17 14 13 18 3x8 = 3x6 = 17-7-8 9-3-6 CSI TC 0.51 BC 0.75 WB 0.26 (Matrix) 26-10-14 9-3-6 DEFL in (loc) I/deft Vert(LL) -0.27 14-15 >999 Vert(TL)-0.5014-15 >832 Horz(TL) 0.13 10 n/a 3x4 = Lid 360 240 n/a 3x6 35-3-0 8-4-2 PLATES GRIP MT20 185/148 Weight: 151 Ib FT = 16% Scale = 1:80.6 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W4,W3: 2x4 HF No.2 REACTIONS (Ib/size) 2=1506/0-5-8 (min. 0-2-8), 10=1506/0-5-8 (min. 0-2-8) Max Horz2=-198(LC 6) Max Uplift2=-123(LC 8), 10=-123(LC 9) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-0-12 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2320/163, 3-4=-2113/163, 4-5=-1958/186, 5-6=-1483/169, 6-7=-1483/169, 7-8=-1958/186, 8-9=-2113/163, 9-10=-2320/163 BOT CHORD 2-15=-188/1974, 15-16=-110/1655, 16-17=-110/1655, 14-17=-110/1655, 13-14=-16/1593, 13-18=-16/1593, 18-19=-16/1593, 12-19=-16/1593, 10-12=-55/1895 WEBS 6-14=-73/1023, 7-14=-622/174, 7-12=-35/460, 9-12=-272/123, 5-14=-622/174, 5-15=-35/460, 3-15=-272/122 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=123, 10=123. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 3 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 A2 Common 6 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 1-6-0 11-601 6-2-3 6-2-3 8-4-2 8-4-2 11-3-9 5-1-6 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:47:56 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-L37oZEX6KHQrXg09WZp1 sfh4BYv3cF20H FicNRzLSVX 17-7-8 23-11-7 29-0-13 35-3-0 6-3-15 6-3-15 5-1-6 6-2-3 5x5 = 14 15 16 13 12 17 3x4 = 3x8 = 3x6 = 17-7-8 9-3-6 26-10-14 9-3-6 3x4 3x4 = 35-3-0 8-4-2 Scale = 1:79.6 Plate Offsets (X,Y): [2:0-0-9,Edge], [10:0-0-9,Edge] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.64 BC 0.75 WB 0.27 (Matrix) DEFL in (loc) I/deft Vert(LL)-0.2813-14 >999 Vert(TL) -0.51 13-14 >819 Horz(TL) 0.13 10 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 149 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except` W4,W3: 2x4 HF No.2 REACTIONS (lb/size) 2=1515/0-5-8 (min. 0-2-8), 10=1396/Mechanical Max Horz2=193(LC 5) Max Uplift2=-123(LC 8), 10=-99(LC 9) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-7-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2338/163, 3-4=-2132/164, 4-5=-1976/186, 5-6=-1501/171, 6-7=-1500/169, 7-8=-2026/196, 8-9=-2182/174, 9-10=-2393/174 BOT CHORD 2-14=-199/1980, 14-15=-120/1660, 15-16=-120/1660, 13-16=-120/1660, 12-13=-27/1628, 12-17=-27/1628, 17-18=-27/1628, 11-18=-27/1628, 10-11=-87/1976 WEBS 6-13=-75/1039, 7-13=-648/177, 7-11=-44/511, 9-11=-314/130, 5-13=-622/174, 5-14=-35/460, 3-14=-272/122 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except (jt=Ib) 2=123. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 4 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 A3 Common 4 1 Job Reference (optional) e 1 russ Go./ 1 n-county 1 russ, WA, OR, 1-6-0 r1-6-0 6-2-3 6-2-3 11-3-9 5-1-6 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:47:57 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-pFhBmaYk4aYi8_bM3GLGOSDDvyFALe_9WvS9vtzLSVW 17-7-8 23-11-7 29-0-13 35-3-0 86-9-01 6-3-15 6-3-15 5-1-6 6-2-3 1-6-0 2 WI ' f- ? 2W 1 bx4 11 "' 1.5x4 = 4x5 = 18 17 16 15 14 3x4 = 4x4 = 4x6 = 5x5 = 8-4-2 8-4-2 211--9 -131-8 16-7-8 5-3-15 24 1.5x4 II 1.5x4 II 1.5x41 .7-6 0. 1-0-0 23-11-7 5-3-15 3x4 13 4x4 = 3x4 = I 26-19-14 I 2-11-8 35-3-0 8-4-2 Scale = 1:91.3 Plate Offsets (X,Y): [13:0-1-12,0-2-0], [17:0-1-12,0-2-0] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI TC 0.77 BC 0.76 WB 0.55 (Matrix) DEFL in (loc) I/dell Vert(LL)-0.4015-16 >999 Vert(TL)-0.9915-16 >421 Horz(TL) 0.09 10 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 183 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except" W4,W5: 2x4 HF No.2 REACTIONS (lb/size) 2=1606/0-5-8 (min. 0-2-10), 10=1606/0-5-8 (min. 0-2-10) Max Horz2=-198(LC 6) Max Uplift2=-135(LC 8), 10=-135(LC 9) BRACING TOP CHORD BOT CHORD JOINTS FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2496/191, 3-4=-2289/192, 4-5=-2129/215, 5-6=-2190/295, 6-7=-2190/295, 7-8=-2129/216, 8-9=-2289/192, 9-10=-2496/192 BOT CHORD 2-18=-213/2046, 17-18=-117/1799, 16-17=-12/1264, 15-16=-12/1264, 14-15=-12/1264, 13-14=-12/1264, 12-13=-26/1799, 10-12=-80/2046 WEBS 7-12=-74/256, 9-12=-279/124, 5-18=-74/256, 3-18=-279/123, 5-17=-576/220, 7-13=-576/220, 17-19=-196/984, 6-19=-188/1013, 6-20=-188/1013, 13-20=-196/984 Structural wood sheathing directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 21, 22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4)* 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=135, 10=135. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 12 Ib up at 16-7-8, and 100 Ib down and 12 Ib up at 18-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-11=-66, 2-10=-14 Concentrated Loads (Ib) Vert: 15=-100 16=-100 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 5 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 A4 Roof Special 2 1 Job Reference (optional) TCLL TCDL BCLL BCDL e 1 russ Go./ 1 n-county 1 russ, WA, OFi, 1-6-0 11_6 01 7-7-8 7-7-8 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 3015:47:58 2014 Page 1 I D:qLmOReLqnM N2AOhwuA1 zzazLVRw-HRFZ_wYNrugZm8AYd_sVx4mPhMde46KI IZBjSJzLSW 15-1-8 17-7-8 22-7-8 28-8-7 35-3-0 136-9-01 7-6-0 2-6-0 5-0-0 6-0-15 6-6-9 1-6-0 5x5 = 3x6 i 1.5x4 II 15 13 12 4x5 = 5x6 = 4.00 ITT 5x8 = 1.5x4 II 7-7-8 15-1-8 22-7-8 28-8-7 7-7-8 7-6-0 7-6-0 6-0-15 35-3-0 6-6-9 9 CN N Scale = 1:80.8 Plate Offsets (X,Y): [2:0-0-9,Edge], [3:0-1-12,0-1-8], [6:0-2-4,0-1-12], [9:0-1-12,0-1-8], [10:0-0-9,Edge], [13:0-5-4,0-2-8], [15:0-3-4,0-2-8] LOADING (psf) 25.0 8.0 0.0 * 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.71 BC 0.62 WB 0.48 (Matrix) DEFL in (roc) I/deft Vert(LL)-0.1913-14 >999 Vert(TL) -0.48 13-14 >869 Horz(TL) 0.18 10 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 158 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W1,W3,W7,W8: 2x4 HF Stud REACTIONS (Ib/size) 2=1506/0-5-8 (min. 0-2-8), 10=1506/0-5-8 (min. 0-2-8) Max Horz2=-198(LC 6) Max Uplift2=-123(LC 8), 10=-123(LC 9) BRACING TOP CHORD BOT CHORD WEBS FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2311/163, 3-4=-2322/134, 4-5=-2186/167, 5-6=-2260/264, 6-7=-1863/263, 7-8=-1764/157, 8-9=-1866/132, 9-10=-2336/157 BOT CHORD 2-15=-179/1881, 14-15=-195/1982, 13-14=-4/1479, 12-13=-49/1905, 10-12=-49/1905 WEBS 3-15=-503/114, 5-14=-403/171, 6-14=-201/1636, 6-13=-249/463, 7-13=-385/160, 9-13=-467/120 Structural wood sheathing directly applied or 2-7-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=123, 10=123. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC Pape 6 of 27 TCLL TCDL BCLL BCDL Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 A5 Roof Special 5 1 Job Reference (optional) e Truss Co./ Tn-County Truss, WA, OR, -1-6-0 1-6 01 7-7-8 7-7-8 1 3x6 5x6 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:47:58 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-H RFZ_wYNrugZm8AYd_sVx4mPfMcv45RIIZBjSJzLSW 15-1-8 17-7-8 22-7-8 28-8-7 35-3-0 7-6-0 i 2-6-0 5-0-0 6-0-15 1 6-6-9 7.00 12 1.5x4 11 5 4.00 12 5x5 = 6 1.5x4 11 5x8 = 7-7-8 15-1-8 22-7-8 I 28-8-7 7-7-8 7-6-0 7-6-0 6-0-15 Plate Offsets (X,Y): [2:0-0-9,Edge], [3:0-1-12,0-1-8], [6:0-2-4,0-1-12], [9:0-1-12,0-1-8], [10:0-8-0,0-0-6], [12:0-5-4,0-2-8], [14:0-3-4,0-2-8] LOADING (psf) 25.0 8.0 0.0 * 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.71 BC 0.66 WB 0.53 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.19 12-13 >999 Vert(TL)-0.4912-13 >860 Horz(TL) 0.19 10 n/a L/d 360 240 n/a 11 3x8 = 1.5x4 11 35-3-0 6-6-9 1 9 T N PLATES GRIP MT20 185/148 Weight: 156 Ib FT = 16% Scale = 1:80.0 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except* W1,W3,W7,W8: 2x4 HF Stud REACTIONS (lb/size) 2=1515/0-5-8 (min. 0-2-8), 10=1396/Mechanical Max Horz2=193(LC 5) Max Uplift2=-123(LC 8), 10=-99(LC 9) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2329/164, 3-4=-2348/139, 4-5=-2212/173, 5-6=-2286/270, 6-7=-1894/267, 7-8=-1797/162, 8-9=-1901/137, 9-10=-2409/169 BOT CHORD 2-14=-190/1897, 13-14=-205/1998, 12-13=-17/1500, 11-12=-80/1985, 10-11=-80/1985 WEBS 3-14=-508/117, 5-13=-402/171, 6-13=-208/1646, 6-12=-242/480, 7-12=-379/158, 9-12=-523/130 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 atjoint(s) 10 except Qt=lb) 2=123. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Pape 7 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 A6 GABLE 1 1 Job Reference (optional) e I ruSs Uo./ I n-GOunty I fuss, WA, UR, -1-6-0 I1-60I u/ 2 111 3x6 3 ST2 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:47:59 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-IdpxBGZ?cCpPOIIkBhNkUHJiCm6WpevSzDxG_mzLSVU 17-7-8 35-3-0 17-7-8 17-7-8 7.00 FIT S ST5 4 6 10 > r7 11 8 5x5 = 12 13 8 14 15 6 16 ST5 17 74 3x6 -- 18 3 19 20 2 21 1 22 3x5 = 40 39 Plate Offsets (X,Y): [18:0-0-0,0-0-0] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 = 35-3-0 0 3x5 = SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.15 BC 0.06 WB 0.13 (Matrix) 35-3-0 DEFL in (loc) I/defl Vert(LL) -0.00 1 n/r Vert(TL) -0.01 1 n/r Horz(TL) 0.01 22 n/a L/d 120 90 n/a PLATES GRIP MT20 185/148 Weight: 198 Ib FT = 16% Scale = 1:79.6 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud `Except` ST9,ST7,ST8: 2x4 HF No.2 REACTIONS All bearings 35-3-0. (Ib) - Max Horz2=193(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 2, 23, 24, 25, 26, 27, 28, 29, 31, 40, 39, 38, 37, 36, 35, 34, 22, 33 Max Gray All reactions 250 lb or less at joint(s) 2, 32, 23, 24, 25, 26, 27, 28, 29, 31, 40, 39, 38, 37, 36, 35, 34, 22, 33 BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Rowatmidpt 12-32, 14-29, 13-31, 10-34, 11-33 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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, 23, 24, 25, 26, 27, 28, 29, 31, 40, 39, 38, 37 , 36, 35, 34, 22, 33. 10) This truss is designed in accordance with the 2012 International Residential Code.sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Pape 8 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 B GABLE 1 1 Job Reference (optional) he Truss Co./ Tri-County Truss, WA, OR, TSE -1-2-7 1-2-7 I 6-6-0 6-6-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:00 2014 Page 1 ID:gLmOReLgnMN2A0hwuA1 zzazLVRw-DgNJPcadNVxG?SKxIPuz0Vru19SLY7abCsggWCzLSVT 13-0-0 14-2-7 6-6-0 1-2-7 1.5x4 II 4x4 = 6 7 18 17 16 15 14 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 13-0-0 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 13-0-0 Scale = 1:45.8 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.10 BC 0.02 WB 0.04 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.01 11 n/r 120 Vert(TL) -0.01 11 n/r 90 Horz(TL) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 13-0-0. (Ib) - Max Horz2=-102(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 15, 12, 13, 14, 18, 17, 16 Max Gray All reactions 250 Ib or less at joint(s) 2, 10, 15, 12, 13, 14, 18, 17, 16 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 purtins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 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.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 15, 12, 13, 14, 18, 17, 16. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/I'PI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 9 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 B1 Common 4 1 Job Reference (optional) e I russ Go./ I n-county I runs, WA, UK, -1-2-7 1-2-7 6-6-0 6-6-0 6-6-0 6-6-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:01 2014 Page 1 I D:gLmOReLgnM N2AOhwuA1 zzazLVRw-i0xhcybF6p37dbv716PCZiOuaZjxHZ4I RWQN2ezLSVS 13-0-0 14-2-7 6-6-0 1-2-7 4x4 = 3 13-0-0 6-6-0 Scale = 1:40.5 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.79 BC 0.32 WB 0.09 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.04 2-6 >999 360 Vert(TL) -0.09 2-6 >999 240 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 43 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=596/0-5-8 (min. 0-1-8), 4=596/0-5-8 (min. 0-1-8) Max Horz2=102(LC 7) Max Uplift2=-52(LC 8), 4=-52(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-539/39, 3-4=-539/39 BOT CHORD 2-6=0/318, 4-6=0/318 WEBS 3-6=0/265 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 10 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 B2 Common Girder 1 2 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 0 5x6 - 3-6-8 3-6-8 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:02 2014 Page 1 ID:ciLmOReLgnMN2AOhwuA1 zzazLVRw-ACV4pHbtv6B_FIUJspwR5wxCxz_i0thufA9wb4zLSVR 6-6-0 9-5-8 13-0-0 2-11-8 I 2-11-8 3-6-8 i 5x5 II 3 % /A'\$,b , WI 8 9 7 10 11 6 12 13 j j 9.00 12 1.5x4 \\ THD26 4-6-5 4-6-5 THD26 8x8 = THD26 8-5-11 3-11-5 1.5x4 4 8x8 = THD26 5x6 O THD26 THD26 13-0-0 4-6-5 Scale = 1:40.5 Plate Offsets (X,Y):[1:0-2-12,0-2-12], [3:0-1-8,0-2-8], [5:0-2-12,0-2-12], [6:0-4-0,0-4-12], [7:0-4-0,0-4-12] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2012/TP12007 CSI TC 0.24 BC 0.61 WB 0.64 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.06 6-7 >999 360 Vert(TL) -0.12 5-6 >999 240 Horz(TL) 0.02 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 128 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=4467/0-5-8 (min. 0-3-11), 5=4825/0-5-8 (min. 0-4-0) Max Horz 1=-86(LC 23) Max Upliftl=-339(LC 8), 5=-366(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5582/430, 2-3=-5453/469, 3-4=-5476/471, 4-5=-5605/432 BOT CHORD 1-8=-355/4328, 8-9=-355/4328, 7-9=-355/4328, 7-10=-203/3051, 10-11=-203/3051, 6-11=-203/3051, 6-12=-312/4347, 12-13=-312/4347, 5-13=-312/4347 WEBS 3-6=-312/3427, 3-7=-308/3377 Structural wood sheathing directly applied or 4-11-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (12) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) At loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load 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) except (jt=Ib) 1=339, 5=366. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-9-4 from the left end to 11-9-4 to connect truss(es) A2 (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (Ib) Vert: 8=-1382(B) 9=-1382(B) 10=-1382(B) 11=-1382(B) 12=-1382(B) 13=-1382(B) ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. Bac. Pape 11 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 C GABLE 1 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-2-7 tr 9.00 FIT 1.5x4 II 3 T 5-9-8 5-9-8 1.5x4 II 4 T 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:02 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-ACV4pHbtv6B_FIUJspwR5wxEFz7o01 AufA9wb4zLSVR 11-7-0 12-9-7 5-9-8 1-2-7 4x4 = 5 T n B1 6 ST2 1.5x4 II T 7 1.5x4 II 3x4 = 14 13 12 11 1.5x4 II 1.5x4 II 1.5x4 II 11-7-0 10 1.5x4 II 1.5x4 II 3x4 = 11-7-0 9 Io Scale = 1:37.1 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.10 BC 0.03 WB 0.04 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.01 9 n/r 120 Vert(TL) -0.01 9 n/r 90 Horz(TL) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 49 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 11-7-0. (Ib) - Max Horz2=-93(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 8, 10, 11, 14, 13 Max Gray All reactions 250 Ib or less at joint(s) 2, 8, 12, 10, 11, 14, 13 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 purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 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, 8, 10, 11, 14, 13. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 12 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 C1 Common 2 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-2-7 1-2-7 5-9-8 5-9-8 5-9-8 5-9-8 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:03 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-eP3S1 dcVgQJrsv3VQXRge7TIXNQSITk2ugvU7XzLSVQ 11-7-0 12-9-7 5-9-8+ 1-2-7 4x4 = 3 11-7-0 5-9-8 Scale = 1:36.6 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.57 BC 0.25 WB 0.08 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.03 4-6 >999 360 Vert(TL) -0.06 4-6 >999 240 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=539/0-5-8 (min. 0-1-8), 4=539/0-5-8 (min. 0-1-8) Max Horz2=-93(LC 6) Max Uplift2=-48(LC 8), 4=-48(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-475/34, 3-4=-475/34 BOT CHORD 2-6=0/277, 4-6=0/277 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 13 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 C2 Common Girder 1 2 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:03 2014 Page 1 I D:gLmOReLgnM N2AOhwuA1 zzazLVRw-eP3S1 dcVgQJrsv3VQXRge7TOYNLLIM82ugvU7XzLSVQ -1-2-7 3-2-4 5-9-8 8-4-12 11-7-0 1-2-7 I 3-2-4 2-7-4 2-7-4 3-2-4 5x5 4x6 II 9.00 12 1.5x4 \\ 9 8 10 7 11 THD26 8x8 = THD26 8x8 = THD26 THD26 4-0-11 4-0-11 7-6-5 3-5-11 1.5x4 5 12 THD26 5x5 -' 11-7-0 4-0-11 Scale = 1:38.0 Plate Offsets (X,Y):[2:0-3-0,0-2-8], [4:0-2-8,0-2-0], [6:0-3-0,0-2-8], [7:0-4-0,0-4-8], [8:0-4-0,0-4-8] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.19 BC 0.52 WB 0.57 (Matrix) DEFL in (loc) 1/defl L/d Vert(LL) -0.05 7-8 >999 360 Vert(TL) -0.09 7-8 >999 240 Horz(TL) 0.02 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 118 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS (Ib/size) 6=3998/0-5-8 (min. 0-3-5), 2=3894/0-5-8 (min. 0-3-3) Max Horz2=87(LC 24) Max Uplift6=-303(LC 9), 2=-309(LC 8) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4869/374, 3-4=-4727/400, 4-5=-4790/413, 5-6=-4912/376 BOT CHORD 2-9=-298/3738, 8-9=-298/3738, 8-10=-176/2676, 7-10=-176/2676, 7-11=-270/3795, 11-12=-270/3795, 6-12=-270/3795 WEBS 4-7=-274/3013, 4-8=-257/2887 Structural wood sheathing directly applied or 5-4-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (12) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load 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) except (jt=Ib) 6=303, 2=309. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 9-11-4 to connect truss(es) A5 (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 2-6=-14 Concentrated Loads (Ib) Vert: 8=-1382(B) 9=-1382(B) 10=-1382(B) 11=-1382(B) 12=-1382(B) ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCo. INC. Paae 14 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 D GABLE 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, WA, OR, 01 -1-6-0 1-6-0 7.00 12 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:04 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-6bcgEzd7RkRiU3di_EzvBLOZxnpjUwAB7Ue1 fzzLSVP 10-9-0 21-6-0 i 23-0-0 10-9-0 10-9-0 1-6-0 I 4x4 = 9 10 11 i iii2 13 611\ 3x4 = 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 21-6-0 14 3x4 = 21-6-0 Scale = 1:51.1 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.15 BC 0.06 WB 0.07 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.01 15 n/r 120 Vert(TL) -0.02 15 n/r 90 Horz(TL) 0.00 14 n/a n/a PLATES GRIP MT20 185/148 Weight: 104 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS All bearings 21-6-0. (Ib) - Max Horz2=-127(LC 6) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 22, 16, 18, 19, 20, 21, 27, 26, 14, 25, 24, 23 Max Gray All reactions 250 Ib or Tess at joint(s) 2, 22, 16, 18, 19, 20, 21, 27, 26, 14, 25, 24, 23 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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, 22, 16, 18, 19, 20, 21, 27, 26, 14, 25, 24, 23. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Ono£rlo Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCo. INC. Paae 15 of 27 Job ' Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 D1 Common 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, WA, OR, -1-6-0 I 1-6-0 5-7-5 5-7-5 7-3-14 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:05 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-anACSJemC1 ZZ6DCuXyU8jYYhdA3rDMtKM80aBPzLSVO 10-9-0 15-10-11 21-6-0 23-0-0 5-1-11 5-1-11 5-7-5 1-6-0 4x4 = 14-2-2 21-6-0 7-3-14 Plate Offsets (X,Y): [2:0-2-4,0-1-8], [4:0-2-0,0-1-12], [6:0-2-4,0-1-81 6-10-5 7-3-14 Scale = 1:49.9 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.34 BC 0.39 WB 0.17 (Matrix) DEFL in (loc) .I/deg L/d Vert(LL) -0.11 8-10 >999 360 Vert(TL) -0.17 6-8 >999 240 Horz(TL) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 83 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=957/0-3-8 (min. 0-1-9), 6=957/0-3-8 (min. 0-1-9) Max Horz2=-127(LC 6) Max Uplift2=-84(LC 8), 6=-84(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1327/98, 3-4=-1154/128, 4-5=-1154/128, 5-6=-1327/98 BOT CHORD 2-10=-93/1070, 10-11=0/707, 9-11=0/707, 8-9=0/707, 6-8=-11/1063 WEBS 4-8=-69/474, 5-8=-324/135, 4-10=-69/474, 3-10=-324/135 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 16 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 D2 Common 4 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 3x4 i 5-7-5 5-7-5 7-3-14 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:05 2014 Page 1 I D:gLmOReLgnM N2AOhwuA1 zzazLVRw-anACSJemC 1 ZZ6DCuXyU8jYYhHA3S DMIKM80aBPzLSVO 10-9-0 15-10-11 21-6-0 5-1-11 5-1-11 5-7-5 3x4 = 4x4 = 14-2-2 3x4 = 3x4 = 1.5x4 5 21-6-0 3x4 7-3-14 6-10-5 7-3-14 m Iv 0 Scale = 1:49.0 Plate Offsets (X,Y):[2:0-2-4,0-1-8], [4:0-2-0,0-1-12], [6:0-2-4,0-1-8] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.37 BC 0.41 WB 0.18 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.10 7-9 >999 360 Vert(TL) -0.18 6-7 >999 240 Horz(TL) 0.04 6 n/a n/a. PLATES GRIP MT20 185/148 Weight: 81 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 6=844/0-3-8 (Min. 0-1-8), 2=961/0-3-8 (min. 0-1-9) Max Horz2=122(LC 7) Max Uplift6=-59(LC 9), 2=-84(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1334/98, 3-4=-1161/128, 4-5=-1176/135, 5-6=-1348/104 BOT CHORD 2-9=-103/1069, 9-10=-6/715, 8-10=-6/715, 7-8=-6/715, 6-7=-35/1086 WEBS 4-7=-76/493, 5-7=-336/139, 4-9=-68/472, 3-9=-324/135 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/I'PI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 17 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 E GABLE 1 1 Job Reference (optional) The Truss Co / Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 V C 3x8 = 4x4 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:05 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-anACSJemC1 ZZ6DCuXyU8jYY15A6PDMH KM80aBPzLSVO 5-4-4 8-5-8 5-4-4 I 3-1-4 3.50 12 1.5x4 II 3x4 5-4-4 1.5x4 II 3x4 4 1.5x4 II 4x10 = 1.5x4 11 6 1.5x4 II 5 1.5x4 11 3x4 = 1.5x4 II 0/118 8-5-8 5-4-4 3-1-4 M -o Scale: 1/2"=1' Plate Offsets (X,Y):[2:0-11-6,0-1-8],[2:1-0-10,0-1-4],[3:0-5-0,0-1-4],[5:0-1-8,0-0-12] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/1'PI2007 CSI TC 0.12 BC 0.22 WB 0.14 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.06 2-6 >999 240 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS (Ib/size) 2=446/0-3-8 (min. 0-1-8), 5=316/0-1-8 (min. 0-1-8) Max Horz2=79(LC 7) Max Uplift2=-84(LC 4), 5=-42(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-517/39 BOT CHORD 2-6=-46/451, 5-6=-53/440 WEBS 3-5=-503/80 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 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 20.0psf 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 18 of 27 Job Truss Truss Type Qty Ply SOUNDBUI LT NW/2681/RD SJ404680 El MONOPITCH 4 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 5-4-4 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:06 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-2_kafffOzLhQjNn45f?NGm5tcaSbypRUao88kszLSVN 8-5-8 1-6-0 5-4-4 3.50 ff T1 B1 1 11 3x4 = 6 5 1.5x4 II 3x4 = 3 3x4 3-1-4 1.5x4 II 4 5-4-4 5-4-4 8-5-8 3-1-4 0H6 Scale = 1:20.7 W N Plate Offsets (X,Y): [2:0-3-5,Edge] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.26 BC 0.23 WB 0.15 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >999 240 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=446/0-3-8 (min. 0-1-8), 5=316/0-1-8 (min. 0-1-8) Max Horz2=79(LC 7) Max Uplift2=-84(LC 4), 5=-42(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-530/46 BOT CHORD 2-6=-51/461, 5-6=-51/461 WEBS 3-5=-524/77 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) 5 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) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 19 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 E2 MONOPITCH 1 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 5-4-5 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:06 2014 Page 1 ID:gLmOReLgnMN2A0hwuA1zzazLVRw-2 kafffOzLhQjNn45f?NGm5tdaTXyrmUao88kszLSVN 8-5-8 1-6-0 Cr 1 5-4-5 5-2-12 5-2-12 6 1.5x4 II 5 0-1-9 3-1-3 8-5-8 3-1-3 1.5x4 II 4 3x4 = 0,1 8 9 9 Scale = 1:21.9 I(7 9 W Plate Offsets (X,Y): [2:0-3-5,Edge] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.26 BC 0.17 WB 0.06 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.05 2-6 >999 240 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=308/0-3-8 (min. 0-1-8), 6=382/0-5-8 (min. 0-1-8), 5=72/0-1-8 (min. 0-1-8) Max Horz2=79(LC 7) Max Uplift2=-73(LC 4), 6=-39(LC 8), 5=-19(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-306/85 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) 5 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) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSca. INC. Paae 20 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 E3 MONOPITCH 2 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 3x4 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 3015:48:06 2014 Page 1 ID:gLmOReLgnMN2AOhwuA1 zzazLVRw-2_kafffOzLhQjNn45f?NGm5mtaQHyg7Uao88kszLSVN 5-2-12 12-11-8 5-2-12 7-8-12 5-2-12 6 1.5x4 II 12-11-8 1.5x4 II 4 5 4x4 = 0f1{8 5-2-12 7-8-12 Io a Scale = 1:30.0 Plate Offsets (X,Y): [2:0-3-5,Edge] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.76 BC 0.37 WB 0.10 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.12 5-6 >788 360 Vert(TL) -0.24 5-6 >384 240 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W2: 2x4 HF No.2 REACTIONS (lb/size) 2=251/0-3-8 (min. 0-1-8), 6=620/0-5-8 (min. 0-1-8), 5=251/0-1-8 (min. 0-1-8) Max Horz2=118(LC 7) Max Uplift2=-58(LC 4), 6=-78(LC 8), 5=-36(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-506/147 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) 5 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) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. y Page 21 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 E4 MONOPITCH 4 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE -1-6-0 1-6-0 8-0-2 8-0-2 7-10-12 7-10-12 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:07 2014 Page 1 ID:gLmOReLgnMN2AOhwuA1zzazLVRw-WAlyt?fOkfpHLWMHfNWcozexy_I1 hHFdpSthGIzLSVM 12-11-8 4-11-6 8-10(2 0-1-7 12 11-8 4-11-6 1.5x4 II 4 Scale = 1:30.0 Plate Offsets (X,Y): [2:0-3-5,Edgej LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.74 BC 0.41 WB 0.11 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.14 2-6 >693 360 Vert(TL) -0.28 2-6 >338 240 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=390/0-3-8 (min. 0-1-8), 6=614/0-5-8 (min. 0-1-8), 5=118/0-1-8 (min. 0-1-8) Max Horz2=118(LC 7) Max Uplift2=-78(LC 4), 6=-67(LC 8), 5=-26(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-498/137 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunrent 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) 5 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) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. y r r Pa 22 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 E5 GABLE 1 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 1 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:07 2014 Page 1 ID:gLmOReLgnMN2AOhwuA1 zzazLVRw-WAlyt?fOkfpH LWMHfN Wcoze4o_rShl_dpSthGIzLSVM -1-6-0 2-11-8 1-6-0 2 3.50 12 T1 2-11-8 3 1.5x4 II 1.5x4 W1 B1 3x4 = 1.5x4 II 1.5x4 II rV 0 Scale = 1:10.3 r0 0 Plate Offsets (X,Y): [2:0-3-5,Edge], [5:0-2-4,0-0-12] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.17 BC 0.06 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.00 2-4 >999 360 Vert(TL) -0.01 2-4 >999 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS (Ib/size) 2=249/0-3-8 (min. 0-1-8), 4=73/0-1-8 (min. 0-1-8) Max Horz2=31(LC 7) Max Uplift2=-71(LC 4), 4=-7(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 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 20.0psf 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Pa 23 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 F GABLE 1 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 7.00 12 1.5x4 II 3 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:07 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-WAlyt?fOkfpHLWMHfNWcoze4A_ryhI PdpSthG IzLSVM 6-3-8 6-3-8 T 1.5x4 II 4 ST2 1.5x4 II 5 JJ1 B1 3x4 = 8 7 1.5x4 II 1.5x4 II 6 .5x4 I I Scale = 1:30.9 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.15 BC 0.03 WB 0.04 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 90 Horz(TL) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS All bearings 6-3-8. (Ib) - Max Horz2=108(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 8, 7 Max Gray All reactions 250 Ib or less at joint(s) 6, 2, 8, 7 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 puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 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) 6, 2, 8, 7. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. usc. Pa 24 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 F1 MONOPITCH 2 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:08 2014 Page 1 ID:gLmOReLgnMN2A0hwuA1 zzazLVRw-_MsL4LgeVyx8zgxTD41 rLBA9J05TQIEn26dFokzLSVL 6-3-8 6-3-8 1.5x4 II 3 Io 9 Scale = 1:30.9 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.57 BC 0.33 WB 0.00 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.08 2-4 >897 360 Vert(TL) -0.16 2-4 >438 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 22 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=367/0-5-8 (min. 0-1-8), 4=220/0-1-8 (min. 0-1-8) Max Horz2=108(LC 5) Max Uplrft2=-42(LC 8), 4=-39(LC 8) Max Grav2=367(LC 1), 4=221(LC 15) 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 puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 2012 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) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTR'USSco. INC. Y a , Paae 25 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 J MONO TRUSS 4 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE 1 Run: 7.510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:49:11 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-eU991tR9fJtC0MFaPpgcOTHOtnhGhEg2XPN4WbzLSUM -1-6-0 0-11-8 1-6-0 I 0-11-8 7.00 FIT 4x6 - 3 3x4 = 9 Scale = 1:10.9 Plate Offsets (X,Y): [3:0-1-8,0-2-0] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.16 BC 0.00 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2 >999 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=236/0-5-8 (min. 0-1-8), 4=-72/0-1-8 (min. 0-1-8) Max Horz2=27(LC 8) Max Uplift2=-56(LC 8), 4=-72(LC 1) Max Grav2=236(LC 1), 4=26(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 0-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 2012 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) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. 0 Page 26 of 27 Job Truss Truss Type City Ply SOUNDBUILT NW/2681/RD SJ404680 J6 GABLE 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, WA, OR, c 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:08 2014 Page 1 I D:gLmOReLgnMN2AOhwuA1 zzazLVRw-_MsL4LgeVyx6zgxTD41 rLBACBO6MQIEn26dFokzLSVL -2-0-9 5-8-8 2-0-9 5.00 12 3x5 MEE ■lIMI■IO1 �/ 4x9 = 1 1.5x4 II 4 1.5x4 II 5-8-8 3x4 1.5x4 II 3x5 Ia Scale = 1:22.6 Plate Offsets (X,Y): 12:0-4-8,0-2-11 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.32 BC 0.27 WB 0.00 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.06 2-4 >999 360 Vert(TL) -0.11 2-4 >570 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS (Ib/size) 2=391/0-3-8 (min. 0-1-8), 4=187/0-1-8 (min. 0-1-8) Max Horz2=81(LC 5) Max Uplift2=-58(LC 8), 4=-26(LC 8) 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 5-8-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 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 20.0psf 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. F .. .4 it Page 27 of 27 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2681/RD SJ404680 J6A MONOPITCH 9 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 7.510 s Jan 20 2014 MiTek Industries, Inc. Wed Apr 30 15:48:08 2014 Page 1 ID:gLmOReLgnMN2A0hwuA1 zzazLVRw-_MsL4LgeVyx8zgxTD41 rLBAB906MQIEn26dFokzLSVL -2-0-9 5-8-8 2-0-9 5-8-8 1.5x4 II 3 Scale = 1:22.3 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.39 BC 0.27 WB 0.00 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.06 2-4 >999 360 Vert(TL) -0.11 2-4 >570 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=391/0-3-8 (min. 0-1-8), 4=187/0-1-8 (min. 0-1-8) Max Horz2=81(LC 5) Max Uplift2=-58(LC 8), 4=-26(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for .an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. w y. Jizi-aa3b SEGA Engineers, V Structural & Civil Consulting Engineers July 17, 2015 To: Building Official City of Tukwila From: Greg Thesenvitz, PE/SE Principal Re: Soundbuilt Homes Plan No. LS2-2681 Lot 1, Landfair SEGA Engineers has provided structural engineering including a lateral Toads analysis, shear wall design, and framing calculations for the subject project. We have been asked to review an as -built condition where the framer has set the 51/2 x 13.5 glb with an 18' span over the family room flush and then removed the top two inches of the beam. We recommend one of two remedial fixes: 1. Add a 51/2 x 10.5 gib tight to the bottom of the remaining 51/2 x 13.5. or, 2. To retain a flush ceiling, face -nail a 13/4 x 111/4 LVL to each side of the remaining 51/2 x 13.5 glb. Please address any questions to SEGA Engineers. RECEIVED Cc: File 14-032 CITY OF TUKWILA JUL 21 2015 PERMIT CENTER 22939 SE 292nd Place • Black Diamond, Washington 98010 • (360) 886-1017 Scott Weber From: Greg Thesenvitz <segaengineers@comcast.net> Sent: Monday, July 13, 2015 3:24 PM To: Scott Weber Cc: 'Kevin Bentson' Subject: RE: Landfair Lot 1 / 4337 S 160th St Tukwila / Plan 2681 If you want to maintain a flush ceiling, face -nail a 1 % x 11 % LVL to each side of the existing beam with (2) rows of 16d @ 12" o.c. For a dropped beam, add a 5 %2 x 10.5 glb up tight to the bottom of the existing beam. Best Regards, Greg Thesenvitz, PE/SE SEGA Engineers 22939 SE 292nd Place Black Diamond, WA 98010 (p) 360-886-1017 This e-mail message, including any attachments, is for the sole use of the intended recipient(s) and may contain information that is confidential and protected by law from unauthorized disclosure. Any unauthorized review, use, disclosure or distribution is prohibited. If you are not the intended recipient, please contact the sender by reply e-mail and destroy all copies of the original message. From: Scott Weber [mailto:scottw@soundbuilthomes.com] Sent: Friday, July 10, 2015 1:36 PM To: 'segaengineers@comcast.net Subject: Landfair Lot 1 / 4337 S 160th St Tukwila / Plan 2681 Hi Greg, Plan shows a 5 % x 13 % GLB mid span over the family room for the second floor. Shows it being held up. But should have been held down instead / think. Framer cut two inches roughly off the top of the beam so it was flush with floor above. Do you have any suggestions on how this can fixed? S. Scott Weber / Superintendent Soundbuilt Northwest LLC PO Box 73790 Puyallup, 98373 Cell 253.377.4947. scottw@soundbuilthomes.com RECEIVED CITY OF TUKWILA JUL 17 2015 PERMIT CENTER A customer is the most important visitor on our premises. He is not dependent on us. We are dependent on him. He is not an interruption in our work. He is the purpose of it. He is not an outsider in our business. He is part of it. We are not doing him a favor by serving him. He is doing us a favor by giving us an opportunity to do so. CONFIDENTIALITY NOTICE: The information in this message may be proprietary and/or confidential, and is intended only for the use of the individual(s) to whom this email is addressed. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution or copying of this communication is strictly prohibited. If you have received this communication in error, please notify us immediately by replying to this email and deleting this 1 ow* 1----City of Tukwila Department of Community Development December 5, 2014 Angela Warner PO Box 73790 Puyallup, WA 98373 RE: Application No. D14-0236 Landfair #2 - Lot 1 4335S 160 Street Dear Angela Warner: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0236 for the work proposed at Landfair #2 - Lot 1 (4337 S 160 Street) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of Comments Out and is due to expire 01/24/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, ifer Marshall it Technician D14-0236 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development August 07, 2014 ANGELA WARNER PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0236 LANDFAIR #2 - LOT 1 - 433(S 160 ST Dear ANGELA WARNER, Jim Haggerton, Mayor Jack Pace, Director 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. Provide a site plan that shows benchmark elevation points for the site and show main floor elevation in relation to benchmark elevations. This is to verify height of house and crawlspace elevated to provide sufficient sloping grade from the house exterior. 2. The site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 3. Revise the labels for elevations to be identified as North, East, South and West. The elevations indicate the finish grade to be level. However, the site plan provided shows the site slopes approximately 5 feet along the house exterior. On the elevations, show actual grade slopes to house exterior foundation. If applicable, show where the foundation shall be stepped. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1) Verify and justify construction of walkway shown on site plan. (red -lined site plan enclosed) 2) Verify and revise site plan as applicable. (see plan sheet DR1 enclosed) 3) Verify that Lot 1 shown on plan Sheet DR1 is connected to the existing water meter shown within S 160th Street. If existing water service line crosses Lot 2, then a water easement will be needed. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0236 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COP\ PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0236 DATE: 08/24/15 PROJECT NAME: LANDFAIR LOT 1 SITE ADDRESS: 4336 S 160TH ST Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division -(S blic Works PO% kM C4J1 Fire Prevention W. Structural El Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/25/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required El Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 09/21/15 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0236 PROJECT NAME: LANDFAIR #2 - LOT 1 DATE: 12/16/14 SITE ADDRESS: 4335 S 160 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Atk Building Division OA Alkic Public Works Fire Prevention Structural Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/18/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) (corrections entered in Reviews) Notation: Approved with Conditions DUE DATE: 01/15/15 sA- 3c .ors 0." Pct c2 a. 5 r-ce . S L REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0236 PROJECT NAME: LANDFAIR #2 - LOT 1 SITE ADDRESS: 4335 S 160 ST X Original Plan Submittal Response to Correction Letter # DATE: 07/24/14 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kr 1?--.14-g'"c`1 Building Division II 1)u‘ /� WO/ tle 111111 1 PRELIMINARY REVIEW: Aw ,4\t*)C Fire Prevention 11 Structural c pL ASP s-11 Planning Division 1111 Permit Coordinator III DATE: 07/29/14 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved U Approved with Conditions Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) DUE DATE: 08/26/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: (' t Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: 12/18/2013 PROJECT NAME: SITE ADDRESS: ' � 1 PERMIT NO: 1)14- ORIGINAL ISSUE DATE: I'L 30/ lq- REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INIwSIN I q Summary of Revision: _ Ii,/1j CO Vac' prat -,4<'` Received by: m po,rd n pcxrc REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 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 SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 1 Plan Check/Permit Number: 1-4 Oa CSt.Q ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # tgr Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Lon4a.i ( Ib-- Project Address: `7 ?j? S 1 Loc 51- Contact Person: i(V) eC an lac r •(\ `j Phone Number: & -95L ' S iLlX Summary of Revision: L) Ohans,tricK CDVeveri pp(c\I CP,VI-11r ) Q Oc\e ec) -'°-v 0 MOWN 0r OF Irtigwit,As Ate 15 2 °FS7&prs r:FftrrFr4 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on 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 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6 `/ Plan Check/Permit Number: D 14-0236 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Landfair #2 - Lot 1 Project Address: 433' S 160 St Contact Person: tatvo- .V Phone Number: c9165-Xs-(0% Summary of Revision:' r EEC CIE VED omnA DEC 16 2014 vERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: / I Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: c 1wt NAMF U!l11bul . d kJ 1 Jth44i *Q 1 ADDRESS: s , tP q- WATER METER SIZING WORKSHEET CIS r (Reference 2012 Uniform Plumbing Code —Table 610.3) /if;c 2 2014 PERMITGE Of) CITY PERMIT #: FIXTURE TYPE # OF FIXTURES x FIXTURE UNIT = TOTAL UNITS Bathtub or combination Bath/Shower + x 4 if 3R' Bathtub Fill Valve (Soaker Tubs) I x 10 = j 0 Shower (per head) 1 x 2 = a Water Closet (Toilet) 3 x 2.5 _ Bidet x 1 = Lavatory (bathroom sink) x 1 = if Kitchen Sink (per faucet) 1 x 1.5 = 1 Laundry Sink x 1.5 Dishwasher (Domestic) 1 x 1.5 = I . r Bar Sinks x 1 Clothes Washer 1 x 4 _ 1 ! Hose Bibs (first) I x 23 = 61.(7 Hose Bibs (each additional after 1st) ( x 1 _ { Lawn Sprinkler (each head) x 1 = Other. x = Total 3 •. ....`A' ...�. 'J %.n ..,...,.. r. .:.I;.:.1.11 'N :7.,, ,, -._." __ . , " .:.... 7sn„om `r_* ..�..,:: ^'al..' , ,z, Distance from meter to farthest fixture outlet n: a t} . .7 2 Billie � �� U. � Size inches � � v Known Static Pressure from Water Purveyor (if not known, use 45 PSI as default) 115 A) Height difference in feet adjustment (Deduct 1/2 PSI per .fto#t#ffeter ce in elevation where meter is lower than highest water Su i t outlet)" (B) Adjusted Building Design Water pressure (PSI) jA-B+C) j'� ' (C) Required Minimum Meter Size and Street Service Line (from main to meter) - - APPROVED B tty Official) /GLNf �xO*ft 1 TITLE DATE WATER METERSIZING__WORKSHEET.416B.DOCX REF #: 416E REVISED: 3112N4 Highline Water District Water — Fixture Count Worksheet (For Connection Charge Reduction Only) Per Resolution # 10-11-3D NAME: Zerolai16:; se L12!71-/ PHONE: PERMIT#: ADDRESS: I/3 3 5' 5-. / fib Q FIXTURE TYPE FIXTUURES CITY: FIXTUREUNIT TOTAL UNITS Bathtub or combination Bath/Shower X 4 = 3/4" Bathtub Fill Valve (Soaker Tubs) X 10 = Shower (per head) X 2 = Toilet X 2.5 = Bidet X 1 = Lavatory (bathroom sink) X 1 = Kitchen Sink (per faucet) X 1.5 = Dishwasher X 1.5 = Bar Sinks X 1 = Ice Maker X 1 = Clothes Washer X 4 = Hose Bib (first) X 2.5 = Hose Bibs (each additional after 1st) X 1 = . Other X = TOTAL Distance from meter to farthest fixture outlet (in feet) Building Supply Size (inches) Known Static Pressure from Highline Water District (If not known, use 45 PSI as default) A.) Height difference in feet adjustment (deduct 1/2 PSI per foot difference in elevation where meter is lower than highest water supply outlet) B ) Adjusted Building Design Water Pressure (PSI) (A-B=C) Required Minimum Meter Size and Street Service Line (from main to meter) C.) Approved By (City Building Official) FIXTURE_COUNT _WORKSHEET-410.DOCX REF #: 410 Title 114-023(0, REVISED: 4/25/13 RECEIV4D CITY OFDP1i,AWILA JUL 2 4 2014 PERMIT CENTER Highline Water District Water — Fixture Count Worksheet (For Connection Charge Reduction Only) Per Resolution # 10-11-3D WATER SUPPLY AND DISTRIBUTION Table 6-6 Fixture Unit Table for Determining Water Pipe and Meter Sizes Pressure Range - 30 to 45 psi (207 to 310 kPa)** Meter Building And Supply Street And Service, Branches, Inches Inches Maximum Allowable Length In Feet (meters) Inch mm 1/2 15 3/4 20 1 25 1-1/4 32 1-1/2 40 40 60 80 100 150 200 250 300 400 500 600 700 800 900 1000 (12) (18) (24) (30) (46) (61) (76) (91) (122) (152) (183) (213) (244) (274) (305) 3/4 1/2*** 6 5 4 3 2 1 1 1 0 0 0 0 0 0 0 3/4 3/4 16 16 14 12 9 6 5 5 4 4 3 2 2 2 1 3/4 1 29 25 23 21 17 15 13 12 10 8 6 6 6 6 6 1 1 36 31 27 25 20 17 15 13 12 10 8 6 6 6 6 3/4 1-1/4 36 33 31 28 24 23 21 19 17 16 13 12 12 11 11 1 1-1/4 54 47 42 38 32 28 25 23 19 17 14 12 12 11 11 1-1/2 1-1/4 78 68 57 48 38 32 28 25 21 18 15 12 12 11 11 1 1-1/2 85 84 79 65 56 48 43 38 32 28 26 22 21 20 20 Pressure Range — 46 to 60 psi (317 to 414 kPa)** 3/4 1/2*** 7 7 6 5 4 3 2 2 1 1 1 0 0 0 0 3/4 3/4 20 20 19 17 14 11 9 8 6 5 4 4 3 3 3 3/4 1 39 39 36 33 28 23 21 19 17 14 12 10 9 8 8 1 1 39 39 39 36 30 25 23 20 18 15 12 10 9 8 8 3/4 1-1/4 39 39 39 39 39 39 34 32 27 25 22 19 19 17 16 1 1-1/4 78 78 76 67 52 44 39 36 30 27 24 20 19 17 16 1-1/2 1-1/4 78 78 78 78 66 52 44 39 33 29 24 20 19 17 16 1 1-1/2 85 85 85 85 85 85 80 67 55 49 41 37 34 32 30 Pressure Range — Over 60 psi (414 kPa)** 3/4 1/2*** 7 7 7 6 5 4 3 3 2 1 1 1 1 1 0 3/4 3/4 20 20 20 20 17 13 11 10 8 7 6 6 5 4 4 3/4 1 39 39 39 39 35 30 27 24 21 17 14 13 12 12 11 1 1 39 39 39 39 38 32 29 26 22 18 14 13 12 12 11 3/4 1-1/4 39 39 39 39 39 39 39 39 34 28 26 25 23 22 21 1 1-1/4 78 78 78 78 74 62 53 47 39 31 26 25 23 22 21 1-1/2 1-1/4 78 78 78 78 78 74 65 54 43 34 26 25 23 22 21 1 1-1/2 85 85 85 85 85 85 85 85 81 64 51 48 46 43 40 ** *** Available static pressure after head Toss. Building supply, not less that three-quarter (3/4) inch (20 mm) nominal size. (This information taken from UPC Table 6-6. Please refer to UPC TABLE 6-6 for higher fixture unit amounts.) RECEIVJD CITY OF TUKWILA JUL 2 4 2014 FIXTURE_COUNT _WORKSHEET-410.DOCX REF #: 410 REVISED: 4/25/13 PERMIT CENTER CITY OF TUKWIL._ Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Cet, Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Part A: To be completed by applicant Site Address: 42XX S 160th St LOT (attach map and legal description showing hydrant location and size of main):. Owner Information: Agent/Contact Person:: Owner Name: Sound Built NW, LLC Agent/Contact: Angela Warner Owner Address: PO Box 73790 Puyallup, WA 98373 Agent Address: PO Box 73790 Puyallup, WA 98373 Owner Phone: 253-830-2868 Contact Phone: 253-830-2868 This certificate is for the purposes of: New SFR 0 BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): new water meter / service connection Vehicular distance from nearest hydrant to the closest point of structure is 70'+/- See attached map for hydrant location. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date PART B: To Be completed by water utility district 1. The proposed project is within TUKWILA /King 2. No improvements required. 3. (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's sifi� E V.� D needs. 11"'SS CC CITY OF TUKWILA 1500 gptn 5. Water Availability: O Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project JUL 2 4 2014 PERMIT CENTER I hereby certify that the above information is true a correc bast on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone 7 2�,4 Date OH-- 0/36 148th Siiite 100 . , n ;dr Seatelf, WA98168 Pitong, P06)242-3236 Fax: 000242-1522 CIERTIPIcATE OF, SEM AVAILABILITY / NO.N AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 • Certificate of Sewer Availability , OR C Certificate of Sewer Non-Avallability partA: ( 'NI Be Completed By Applicot) purpose of Certificate: g Building Permit. J .Preliminary Plat or PUD • 0 ShOrt Division N Rezone 0 Other • Proposed the:E1 CorrimerCial g Residential Singielemlly .. Residential Multi -Family ,0 Other Applicant's Name Phone.Number ,613,4/4.gif)fsN). Property AddresS 1433 5 , i (obs-- 5 Tax Lot Number 1,6-1- TV pirvd Legal bescriPtion(Attach:IVlap and:legal Description if Necessary ); Sef-, 61-4411-6‘24 1-of # I Part 8: ( To be Completed by Sewer Agency). 1 e: Mower ServiCe will be provided by *le spwer coMpCtIon only to an existing 6 I/ size sewer .171 Pi' IC, feet froin the siteand *Sewer system has the capacity tp serve the. proposed use, OR 0 b Sevier service will require an improvement to the Sewer system of! 0 (1) •feet of sewer:trunk or:lateral to -reach thesite; eridtpr El (2) The constructiOn Of a collection system on the site and/or :E3 (3) Other (describe) ,2. MuA.be completed if 1. b a boVeis checked .1.1( a. The sewer system improvement 'sin confOrrnance with.a. County approved .sewer comprehensive Plan, OR C b. The.sewer system improvement will require.a sewer comprehensive amendment: The proposed project Is within the.corporate limits of the District, or has been granted:Boundary ' Review Board approval for extension pfs serVIce outside the DistriCt. OR. C a. Annexation or ORB approval will be necessary to provide service. 4. Service is subject to the following; .Permit $ DistrictConnection due to Connection: 'OP a, .Charges prior GFC: $ 8512 e?-2- f.C.: $ / 2-00.:?-17- Unit: $ I Total $ (Subjectlo Change on ,lanuarylst) RE Either a King County/METRO Ca acit Charg SA/SSD or Midway Sewer District Connection CITY C (ha ) ve may ue upon connection to sewgrs. - b. Easements: 0 Required yi May bo kquired JUJ c, Other I -JPERMI 1 hereby certify thatthe above sewer agency information is true. This certification shall be valid for one,year from t te of signature. / Title n 40-1.....__ Dm 71/riliel,' . CERTD F TVKWILA 2 4 2014 CENTER if 14- 0 1 b ATTACHMENT TO VALLEY ViEW SEWER DISTRICT CERTIFICATE OF.SEWER AVAILABILITY/NON; AVAILABILITY The following terms andconditions'apply to the attaehed Valley ViewSewer District (''District") Certificate Of Sewer Availability/Non Availability ("Certificate':) 1. This certificate is valid only for thereat property referenced herein ("Property'') which is to the.district1s service area, for the sole purpose of sub'mission to the King County Department of Development and Environmental S'ervices,.King County.Department'of Public Health; City of Seattle, City of Tukwlla, City. of Burler) and/:or:City of SeaTac.This certificate is between the District and the applicant. only and no third person or.party.shail have any rights hereunder whetherbyagency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and• its. successors.and assign's.and does not constitute and may not be relied upon: as the District's guarantee that 'sewer service will be available at the timethe appllcanimay apply to the District.forsuch service. 3. As ofthe date of the District's signature on this.Certificate, the :District represents.that sewer Service is available to the Property through sewer systems that exlst.or that may be extended by the'applicant. The District makes' no other representations, eicpress•or implied; including without limitation that the applicant will be able to obtain -the necessary 'permits, approvals and authorizations from King County, City of Seattle, Cityof Tukwlla, City of Burien, City.of Seatac.oranyother governmental agency. before the applicant can utilize the sewerservi.ce which7sthe subject of this,Certit'Icate. 74, If, the; District or the applicant must extend the. Districts sewer system to provide sewer service to theProperty, the District. or:applicent mayberequlred to obtain from the appropriate governmental agentythe necessary permits, approvals andauthorizatlons. In addition, the governmental agency rnayestablish requirements that must besatisfled as a. condition: of. granting, any such permir,'s, approvals or authorizations, which may make unpractical or lrpossible the provision.ofsewerservices to the Property; 5. Application for and possible ,provision of sewer 'servlce.tothe Propertyshall be subject to and conditioned upon availability of s:ewerservlceto the Property at -the time of such application,:.ar'd compliance with federal, state, local and District laws, ordinances, policies, anti/or regulations In eff-ect.ai the time of such application.. I acknowledge that I have received the Certificate o€sewerAvailabil►ty%Non-Availability and .this attachment, andfully understand:the terrns andconditions herein. Applicant's :signature DateF-1/12-1////1: LReset.Fo'rn) i Print.Forrn I .509 City of Tilt -Milo ..iisparno aril of Community De vsf opm sr1 S6lithointsr Bolikersrd TO Ws, YM 9 MB 741:4phopipaff)491.-3470 FAX C206) 4.1146613 E4n01,02fuguatilmillawa SHORT PLAT NUMBER L12-034 ' o F Er ors o 1.1.14343." E ir•• • - rt muff olo..44. rni PELE3111.E3 INETITEJLEAFFIF MT liNNTEFULPIT.*".". AINEENIEST ICS EMI PLATCONTAMAENECLIEFT FoRI WNW% Ai:Mir-40M ITTITEE4 Mi.% 'mt roe TrE a nos rr C.4 TRE onlow OF WM % *b. mo 4 CF Rea EliCITT mgr. o4RELs1POFSAD L019 1.2. E MS E WNW T4118 skslar RAT LiKietil LS AY EQUAL ; HO WEAIDE3RESPCOME.ITTFEETTIE mosoormoceor sm.e4.94mecrirm 1.**.: ousiTtucre+LALIRTER.N.:E.LEFA4.40 WI-4mm OF EFFLOtmorss ...7 CCIRAPEDTHITE E. ... .•- .. —. . • . r.' . .. .... „v.. — ..... L ..... .• • • --1 — .. • • ' .- .. . , . ... IAA. snomincoff21Q) ••••:,-,•". • •"•'. '.• GIIR401::'. :; . ,•''.x' EeT4111E SCAM-IF-EE CA21 ECTIENT.T. TtNAIS/Z.23 EcentelELECE.4C.ST. WitosomT oomam..-frrhile. mai. FOETTO011TeC T4.3/(SFEA3T e.O.iurn or ..:. , . 1 S.LESECTIOSIZE•• . -.. .... , . • . DWI'S ME WIWI:FT s- j.. mom MIRTH Ca 153.105STSE&AO FEET TonEFERTH LEK CACAO EECTIC.127; :: ESEICE ACED SASSEERTE UNE ECEDISTEDITEAST TO T.E MST W. bECIFAI WA ''.. .A. MEET newoord oc. MET NII:TUECCFc4.1.341.1...R4LMES. ..". A num Ey ThE are EvT1.101J, WENT' EV KIM STATE 0 F wuvriurah:•.... , 2ESETE S. 16FILEJW .• • asnrung; LANDFAIR 2 SHORT PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SECTION 27, TOWNSHIP 23 NORTH, RANGE 4 EAST :14 4...01. 1 14- VICINITY MAP ef ilgownei 93.FT..E11 AATTY 13175 MTH SEEE.T.. I I I 6D.Off . : j .Ls..74-s.xsOiri I COSS LEMESSIFEET : li _ som. 50.0.7 zgfta:ExiNrmrre EASSEHEFER AEA 34.312/3031 • Tj . • UDT 2 arA LOTS (LTTDEE !PEET] IsAT.4494_,FTZI I ....I I 4a11s illiulpar,k I 4341 y.:E14115 OWNERS): ORCAS HOMES, !LC ADDRESS: 3401 RAINIER AVENUE SUITE B SEATTLE, WA 98144 . Fr. cHECKEORY 111Fe VOLUME PAGE _ft10.3ESASSI LUSK WITIE.11 FE EFAA.1 SEAT CASE tEITAL.Canie 43$0S SCAPREFEFT amexuas 1.1.T1M1YRM• LOT 1 124ASPEET LOT 2.,61.01 FEET LOT 3 46CLOS FEET LOT 4 =EOM FIAT Cf.ESTCRY HOUSE in REIM SYSILDEMILMMEE 1. A.U.FVTUFLEFICLIFESSHALI. 144Y1 A RAE SHOMEERSYSTEM r4STA2.AZO. 2_ fUTU RE BEVEL-CFR DR F1 1J2V41C4I2.S ARE si..e4Ecr-to fl1RECOmwecnonts OF DIE GSOTELENFAL REPO RT PREPNFED BY AGEE,11.0 .s. .J2HLI2PT8.21:114. SCALE n 1-. E331LAITSE 1 C4..11 .1.333.E.FECTI BEEFEAT IDEA, ICEITETTY Dem& T .3T 149310411Y city at TuloviF ;tiINTari na41 of Cemmunillr Developmad `63GT Sa jpacanniBe i1Wd,11•02x9a, WA 96183 Telaphonatt203E431.3870 FAX {8014 4313E15 E4nhI. b)IroyD♦ 4koaa sin US SHORT PLAT NI. MBER L12-034 LANDFAIR 2 SHORT PLAT A PORTION OF THE NW 114 OF THE NE 114 OF SECTION 27, TOWNSHIP 23 NORTH, RANGE 4 EAST Knew ellalar try Mien prsaare4alrROe aadrraler.d winactal b be al "pH of Theban halelnllaecMart do haruby Enine sterCalkerb bnlYarad p. U0MbBW1517.010 -Aaddnewlnids Lba *id eradNI.lan ihalI ml W4, did Kn my ma riNiThAthh ' a pried el NHL 1sus, spin dab ofeeoa'id, s4tout1la 41nJote Kral OIL Mann'aAgli0ed Twine da dim 1Iie nhinn ilp esli. emetic Lape®.AEedlon afield Mort sebdlslden'• and Ma4G,am N oadgYM Infre!Lamaltan 01n •Fbeedanc*Mh BSSin !HIMer9FNa1• ,*....,,,L sabres eA 11OMMrs wEeur lords Orima. pr r"'+'V•u"•" snit Nana: Aer srlfa.CJLS STATE OF WASHNOTCN fj Comer Ideate Q -.,;:•,:.,.- ,•. .... r .. Detllb dmrp oly •pp. t4 bailor' m. C1 r 14 T111 A ,- rFC•,v-iur•D 1' MES n me NI ab MOr io$.1 .Maaoeu4d Me MILD. and romoaai Ilt0 and eo i MLederd BM habhe aLuNd In serm es IMILerr roWary oa and bed fur tic".. -. oar and papaw anaasln &Imam:d. GIVEN (ad rmylbd Wedlddsaa1411 f • . eq' a. V ail 14- Nammoan.nnuaMa. NM1Y71 v . 1'91911LLVt T Ic 10rQxc ( SS.11ETl i:E s. b9 in/pdtnl eapino I^I 4- `COI Ifs Gmmhea EFATE OF 1, la94070D1 . - - Contyof Ong Da11d. dqpans rate apnia ell Gallon nii to on bomb Gals Id111nnadMto Minuted 1b Mien and tom* Ya 5ueamaa Ind selenanIadmd OAK hdNeriaedihe sane on IT FilharYaladenfacl end •• dhase for uame?1d prlrpme. MrniiaY nanfomd. ONE/ reads milmrd end MindscSft1" dH' yT' •]0 •- thrmai paldnLW0gel Tahe for sierinnerm dear.=: - LMID SURVEYORS CERfli1CASE 111l(» AS idanp_tl01P2r°, , rollaneed as ■ land aurvyw Byes Slab oTlash loptm, Cafe' Matta" peat b nmd an MIAMI{ sunmy of the land dsallad WYn, surduebd bP na ar unarm, .tlaarrldor1IhdtM Mamas mince And L4031x MaMa Inman ONaa rer; end trataearnmente tar Oro than Mannnl.rtb elprow0 Yr mRbg eta latrine, ham km intend latenm.m naked on the,Frwrd asWplcbd en be ptee TNNWLASHORT BL1OMSKN CORMTTEE APPROVAL R'ordrand and wend b, Um Shad 1D63 Mn l7baredilan and tasty oalbd far I4e / vie 1/ Pdva, 2o!-7 CJaloeradA SIb1 S.-trDrlBbn Cooneibm Tres gash r .=deln9eaet :•• aslbdloamd PnlicHemldn drpi prblFase am paldti3fd Th$ • •:. APPRDVAL11 COUN1YRAMNCEObBNCN slamenelyRaman peed aad that s do In a dd*al moarl b Ambit leysSfar4a 1Lae:i5ao IsmarmHT* illsd f6Yell m en RANI eWa Neon my aft.. YL014, effeA par VOLIA,IE PAGE 1 cngL earn fICN HEWS La=,T1 THEME ST WOOFEET CF TIE EAST KO.DGI T, ETCCEPT THE 1LOR1N 129A0 FEE? OPINE FOLLOYaNG DESCRIED PNRCEI.: B1GNNa13 CN TIE NORTH LINEOFSE0TICN 27, TOHNSI1P 23 NORM PAAIGE4 EAST, WJSSDIIUTANE IOJRTH I1S'93't0'WEST, 2155.1E FEET FALU111LE NORTHEAST CCHI ERCFSAD SECTION 2T, THENCE 130IAH [clear EAST 256.0>fEET; THFE'ICE NOREH SB'E10 WEST 150 F4E:111f310E NORTH 004630•ri£ST 3 4D BEET TOTHE NOERT14 LIVE OF SAID MC11034 27; THENCE ALONG SAID FORTH U4ESO'J1H B3r0910• EAST TD TIE POER OF BEG WI NG; E79CE3'T T3LE NORTH Se FEET "MEPEOF FOR RDAD➢t.R? E$ SUBJECT TOANDTOGEIHERYATNA PRIVATE INGRESS EGRESS Pi* IlTLIlYEASEMENT CWER TH250UDAING DESOREED PORTION: SEUWHO AT1Fte NORTHEAST OD BEER OF LOT 1 OF THE, SHORT FLAT; THENCE, ALON1THE EAST BOUNDNYt LS SAID LOT 1,2003370•YA 176Ae F 7; TFHICE Ida'100MK 2r`OD FEET,THENCE NID75d34. 1510 FEET: TIIENC E.ALO,NG A TMNXSENOAL CURVE 1O THE LEFT-ROA G A RAOIUSOF TIIl FEET,AN ARC LEH.GTH OF 31.12 FEET, THENCE NE TICHOW. 10510 FEET; TEENCE NC0'1520'E.24J16 T: THEtNCE SIR ID0PE, 104.60 FEET; 11-IENCEALON1ATISWfllAL CURVE TOME LEFT HAVNAARADIUS CF 20 10 f. AN A11C LEWIH OF•31&I P&:1; 1IEENC5 N011'O37RE, 5540 FEET,IIIENCE 1114.464SW. 4154 FEET, TD TIE SQ1J1H MARGIN OF S 1R11H STREFFFR41®NCE. AONG SA10 SCYJIH MARGN S4V 100D . 96,L11 FEET 1-{)TIE POI NTOP BEGI RTIND. RFLTHER SL •TTOAPI /4{FJ iE7TOVERTLRE -FIFE OFTHINSHCFLIYLAT- EAST F.pO FEET OF THE .•- IAT 1 OF THIS 21+0F17 PLAT. 'coo COUMYATSUBDRYt/V1•Rejem, . T.aamindard apprlw.d MINT D.p5mrare alANalaara tNb 7wC-ort-Seco43, MR fTNR-JL QQYO/ J//J , un p '"' "' B CountyIan 7 Input? hammer Donn Nor0ah.lr 53R0 •0040 THE THE NORTH 1;aA0 FEET OFTNE FOLLOWING DESCRIBED PARCEL: SEGINNNG ORTHE NORTH I.NECF BECSION 27, TCMNSNNP23 NORTH RANGE 4 EAST, W-Y.D1TANT NORTH sawn mgr. mama FeETFROM THLNORTHEASr COAXER OF SAID SECTION 2T TIB4CESOUIH 071990' EAST 300A0 FEET; THEM E NORiN eirEBIO 4EST19D FEET; THENCE NORFN 5 Y19'W WEST'SDSAD FEET TO TIE NORTH UNE CFSAID MOHHON27;1IENCEALONO SAD NCRIH LIVE SOUTH m'S010' EAST N THE FONT OF SIBBINNEA EXCEPT TIE NORTN50 FEET TIENEDF FOR ROAD MIRPOSESL SUB.EC1 TO AID 70LETHER WITH APRIVATE INCe:ESS, EGRESS AND UTILITY EASEMENT OVER THE FOLLOWING DESCRIBED PPTTIOSI: BEMIRING. AT111E NORTHEAST C DRNaSOF WT 1 0FT5IIs SHORT PLAT; THENCE. ALONG TIE EAST BOUNMRY OF SN0 LOT 1, ST109YSTAK 17.5.40 FEET; TIERCE IEV 1U41?W. 23 00 FEET; THENCE Nr0'3370F'4b.IO RAF TNENCEALONGA " t .TANl35Y154. OURVETOCiHE TPFIHAVNG ARAP US OF 22.00 1 .W ETA; T I Ce 2? & 22410 FEET PRIM UmY. S W YUO TE, 104.,e(J,FEE1 1020 2 11 AU:MOA umOSITIAL C URVE TO THE LEF THA91YoAlALIUS OF215 0 FEET, ARAM LENGTH 1,. OF ata1 FBE'?tlIE 4CE400•33223% 35,3D FEET.THoNCE 1.144311Y1WW 4134 FEEETO114E SOUTH MARGIN OF S ISOM Sit T; I7¢sIO1 P1. 1G SAID S.W31NBLARO1.STBITILifE, - 3600 FEET TO THEP1NF OF IldGNNd1G. • EAT 7.00 FEET OF HIGHEST B3.WVEET OF THE TDRRI VOW .`FURTHER30GETA ER1MN65T Ti cAOEA254 EOTTENT OHI11 TIE OF ID,I:'.1 .-• •....... " ::' F7}T.OF ' 124E EAST SDOO5EET. MEP/ 1IE NOL4i'N 12340 FEET OFTI 1a b FILVILY OCFI®PAAILB: N-E WEST HOAO FaET, EXCEPT THE NOREN 1204E FEET OF TM BEG0W NG ON F}E NORTH LGrE OF SECTKSI 273C ARISTI1Pr23 • :' F N D VARelal 5f9CTI0bl ?7.T04tOP5HP 23 NORTH. R4NOra.0EAS7 WA4.OSTANT NORTH W5010 5E51. 315610 FEET Fpp4•Tl@NSI3114EP 'GORNEF OF SAIDSECTION •- NORTH RANGE 4 EAST. WM, DISTANT NORTH SVSSIO WEST, [Irma'1es1150 FEEL TNBICENORThc,r oirwE3T3117,40 THENCE3CL13HOa'IESretsrP05.40FEET; THENCE NORTH FEET TO THENORTEI LANE CFSAIDSEC11052T,'HENCEAEOND 00361YY,EST 4511 FEET; THENCE NORTH aV1940' WEST 31540 S4D NORTH LINESL7JTH d5517I0. EAST ID THE POIN1.ELF FEET TD THE NORM 1RIE CF SAD SECTION 27; THENCE PLOW SN1D NCRIN LINE so Lim strum E.STTOITLEPCIM OF BEGNNNGC E]6CEPT TIE WIRTISTo FEETTHEFECF FOR ROAD FItIPOsE9; 215R10 FEECFRON THE NCRSFEAST CORNER OF SAJDSECT1EN TWICE SOUTH OVIEBT EAST 315.:66 EEt: 111BEE weFlal.! 21; BEONNNG: F?Y:EPT THEIIORT3130 FEET THEREOF FOR ROAD PURPOSES; SU3NELTT0AND100ETHER L3761 AR91VA1E INGRESS 535555 AND IITLAYEASEYENT OVER THE FCLLOI1RNG DESK PORTION_ BEETT4"IING ATTI E NCR1dEA]T COMER CP HAT 1 OFINIS SH0R7 PLAT; THENCE, PLCNO TIE EAST BOUNDARY OR SAID LOT1. 5003•320 .175A0 FEET;TNENCE N V100011.3s07 FEET; THENCE roxrar 0E. 1610 pore; THENCE ALMS A 1ANC2i17P1 CURVEIO1SIELEFT HAVING ARADIUS Cf 2000 FEET;N1ARCLEBia1H OF31.32FE T; THENCE 5B0'OD00W. 115N0 FEET: TTSFNCE NCO' 23 iA•E, 24.00 FEET; TIERCE SCRIO1QE, IBIBILREET, THENCE ADO NSA TAN GEDTIAL UJRVE .:TO THE LE (HANINGARADWS OF EL00 FEEL AN ARC LENGTH OF 3151 FLEE; THENCE ILEAt320E,530 FEET, THENCE 1 T` 118 S1r4DE.4W40 w Mural Ma.1U311 Sari 0 10 E. 3ap0 FEET TD [iE PORT OF BBDIMNNG. Sam FEET-01HE PO NT OF EEG Mtn TiONDI ERTC$i]THERYATHA PEDESTRIAN EASEMENT OVER THE .:FAST 7.14 FEET OF TFEIYEST 53.00 FIST OF.11E: NO5I01110, '"'•+,FURTH ER TOGETHER WITH A PE013;T1HAN 04848NC OVER THE FEET CFLETT 1 OF THIS SNORT RAT. EAST T 11O FEET °FINE WEST 63.90 FEET OF TIE NCR1H 11657 PF~.c='OF LOTH OF THSSNORT FLAT. • 8MEET TOMD TDCETTER 5111E A PRIVATE MR ES% ECiNSAND LIMEY EAS EYE NT 01.531IE FOLLOWN6 CUBED PORTION: ElESN KING ATTNE NORTHEAST C0104ER OF TAT 1 OFTH6 SNORT RAT, TIERCE ALOf1G THE EAST BOUNDARY OF SAID LOT1. son s2cAr. 1TSAa PE F THENCE N64'153PN. 2E00 FEET; THENCENNT3320E. 15.10 FEET; TIIFNCEALONG 'A TANCxi11'W. CURVE TO'NEL EFT H MMARADIUS OF 2I" FEET, AN ARC LENSTI4OF 31.32 FEET; THENCE MN`W P1 146.10 FEEn THENCE HOT MITE, 24OHM; THENCE S281000'E.144. W FEET:MIMICS ALONG ATAIIDEIETNL CI4ls - TD THE LEFTSLAVNO A RADIUS OF 20.90 FEET. AN ARC LIS1GTN OF 31.51 FEET THENCE MICA3.170E, 5630 FEET. THENCE N14.4MEW, 4154 FEET, TO THE SOUTH MARGIN OF 5100111 STREET 1HFADE, MDNG SAID SMITH HNM311NSBW 1000'E, • SURVEY Nn2W'ed OF IE 1C4 OF SECTION 27T. 2511.R.4 E. % M.IN RING UNTx.W SHIMGTON 201401422900002 'o iu eua Conn, W OWNER(S): ORCAS HOMES. LLC ADDRESS: 3401 RAINIER AVENUE S, SUITES SEATTLE, WA 96144 Site Sure &'Mappingi lnet reemlesserowicasern 101112l awn IEf5mafli, an nmsa firs a•mROmit CRAM/LEY EFJ DATE 1D1.261l ... M. xraassN .33() or06TDEY I• • 80 5635/436 12" D.I. OVERFL 56359307 ZOOOD6ZZ1t017 4255 56357542 t7099200C 4225 61154408 z 4228 co 57396082 N 4216 N., 57396350 5057035 28' ACCESS UTILITY ESMT 4245 4249 56357392 4251 -P 56357434g 4403 \ 4.-"1" 3308365 D N 4411 56357543 037-7609170788 S0C6SC9S 4417 O 56357541 C7 4427 9'`I 56357540 4431 56357544 4439 56357545 H3072 . 8"DI '3RD .4\/F v566b1.W.D:"Pro Ct 2CO6 6' WALK Sc UTIL. EStvrr- 0-H VIEW 57396344 6" DI 300 v52bD MARCH MACDONALD, 2004 1 04404 9 573963M 57396155 712167 RECEIVED CITY OF TUKWILA JUL 2 4 ' 2014 44gRMIT CENTER 57396137 4438 57396160 4455? 4415 4507 4505 N 4503 8 57396158 4446 c 56359440 Test Report for 4237 S. 160th St. @ hydrant #H2131 c.i ID Static Pressure (psi) Fire -Flow Demand (gpm) Residual Pressure (psi) Available Flow at Hydrant (gpm) Available Flow Pressure (psi) 1 2024 44.90 1,500.00 34.25 1,771.77 30.87 Date: Tuesday, July 15, 2014, Time: 08:02:03, Page 1 PERMIT CENTER SOUNDBUILT NORTHWEST LLC Page 1 of 3 Washington State Department of Labor & industries SOUNDBUILT NORTHWEST LLC Owner or tradesperson RACCA, GARY Principals RACCA, GARY, PARTNER/MEMBER Doing business as SOUNDBUILT NORTHWEST LLC WA UBI No. 602 883 361 PO BOX 73790 PUYALLUP, WA98373 253-848-0820 PIERCE County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. SOUNDNL911CL Effective — expiration 02/13/2009— 02/13/2015 Bond Lexon Ins Co Bond account no. 9818263 Received by L&I 11 /21 /2014 Insurance Wesco Insurance Co Policy no. WPP1019128-04 Received by L&I 09/26/2014 Insurance history Savings (in lieu of bond) $12,000.00 Effective date 07/23/2012 Expiration date Until Canceled $2,000,000.00 Effective date 09/27/2014 Expiration date 09/27/2015 $12,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602883361 &LIC=SOUNDNL911 CL&SAW= 12/30/2014 2)(6. EXTERIOR WALL 1/161 PLY OR OM SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, FIRE -FINISHED CONTINUOUS SWEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR !BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN OO: TO WALL PLASHING DETAIL N.T.S. WEATHER 'RESISTANT BARRIER OVER SHEATHIN6 OR SUBSTRATE FINISH SONG 6SM TRIM FLASHING WITH 5" MIN. VERTICAL LES, HORIZONTAL los1001, TRIM COMP. ROOFING 5/4x8 !BARGE BOARD BAIT 4 BOARD SIDING 5/4x6 TRIM BOARD 5/4" x 6" CORNER TRIM- 5/4x8 FASCIA w/ CONT. GUTTER HORIZ. SIDING w/ 6" REVEL ADHERED STONE VENEER F.F.=441.5' A.F.6. =4461.1 GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' ROOF DRIP EDGES PER SEC. Re052.5.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MN. 2' OVERLAP NOITELEVATI WEST 1...\./ATI ON I/4" = 11-0" HORIZ. TRIM AT SHEATHING/WOOD STUDS N.T.S. MASONRY VENEER- GENERAL NOTES - MAXIMUM THICKNESS 4 INCHES 4 20 FEET HEIGHT. - SDC DI 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 (I-100K 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 1 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 1103.1 Mecrianical ./rIElsctrical Rumbing Piping No changes shal of work w"tho Tukwil E3 NOTE: Rs‘nsions and may ina!lid3 ISIONS Fila COPY Perrrqt Dtgy 011/12te Plan review approvR1 is subject to errors and ornssions. ,":•,pproval r,f wnstniction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field C. y and conditions is ackn wiedged: REVISION NO. RECEIVED CITY OF TUKWILA AUG 1 n 2015 PERMIT CENTER HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING 5 HE STREET BE MN. IDTH OF e made to the scope prior approval of ding Division. quiroa ns!,.J plan submittal onI p:an re,,ekAt fr,?as REVIEWED FOR CODE COMPLIANCE APPROVED SEP 1 4 2015 City of Tukwila BUILDING DIVISION 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: LS2-2681 Date: 1-31-15 COMP. ROOFING 5/4x8 FASCIA w/ Colt. GUTTER n BATT 4 BOARD SIDING 5/4" x 6" CORNER TRIM ADHERED STONE VENEER AST L/ATION RECEIVED CITY OF TUKWILA AUG 1 g 2015 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION 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: LS2-2681 Date: 1-31-15 2 GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2012 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. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 1S' OF FLOOR TO BE SAFETY GLASS 9. SMOKE DETECTORS R314, TO SE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. • =SMOKE ALARM-CARSON MONOXIDE COMBO. 10. PROVIDE CARSON MONOXIDE ALAIIS PER SEC. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC 4 WA. STATE AMENDMENTS SEC R315.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 312.6 MINIMUM R-3 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4032.1 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R303.52. 14. GAS PIPING IS TO BE PROTECTED PER G2415. t. IN CONCEALED LOCATIONS, WHERE PIPING OTHER THAN SLACK OR GALVANIZED STEEL IS INSTALLED THROUGH HOLES OR NOTCHES IN WOOD STUDS, JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN 11/2 INCHES (3Smm) FROM THE NEAREST EDGE OF THE MEMBER, THE PIPE SHALL SE PROTECTED BY SHIELD PLATES. PROTECTIVE STEEL SHIELD PLATES HAYING A MINIMUM THICKNESS OF 0.0515-INCH (1.463mm) (No. 16 GAGE) SHALL COVER THE AREA OF THE PIPE WHERE THE MEMBER IS NOTCHED OR BORED AND SHALL EXTEND A MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE PLATES, BELOW TOP PLATES AND TO EACH SIDE OF A SCUD, JOIST OR RAFTER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL SE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 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 SE 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. L -.";>s - -I = 100 SQ INCH TRANSFER GRILL ♦ ♦ ♦ tttl - 40'-0' 211-6' 1S'-6' 10'-9' 10'-9' S'-1' 10'-5' SLUE 1S AU$ TRACER WIRE REQUIRED AT NON - META WATER SERVICE PIPING PER UPC 604.9 ♦ ♦ 16/0x8/0 O.H. DOOR 6ARA6E USE 1/2' TYPE 'X' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/13' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' TYPE 'X' GWB 14'-11' Sx8 COLUMN COVERED DECK W.P. DECKING 2/0x6/0 FX S.G. 2/0x6/0 FX S.G. 9 9 cn 6'-9' 134' MIN. SOLID CORE. SELF CLOSING DOOR WOOD,STEEL OR 20 MK RATED 6) WALL MOUNTED N ETEMA60TWA'RSYS (ENERGY FACTOR =0.52) 111 DEN 9'-0' CEILING S.D. STEP 11'-5' EGRESS iO 0 ..INDER S PROTECT( PER R302 UP I VT.04I 1 50 C N jE.F CO I UTIL. _WJ 9' CLG SINK 1- PEN RAIL PER IRC 1'!] ♦ (TYP) 4I 0 DBL 16R I 3'-10' - 5/0x5/0 FLOOR LINE XO ABOVE PADR CLG EF. 9 ♦ ♦ ♦ 2/0x5/0 FX S.Z. 6/0x5/0 SLD'G GLS DR w/ 6' MULLIONS FAMILY ROOM 9'-0' CEILING METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR NOOK 9'-0' CEILING ISLAND KITCHEN 9'-0' CEILING E.F. RANG w/ OVN 0 0 0 0 FLR LN ASV o U ;t ENTRY ♦ 9' CLG DBL GOVESE1 10x10 COLUMN w/ ADHERED STONE VENEER (TYPICAL OF 3) GUARDRAIL PER IRC /2'-0'/, 3'-63'-0' ' 3'-0i' 3'_44' 3'_44' PORCH WOOD DN TO GRADE DINING ROOM 9'-0' CEILING COFFERED -01 SINK Q I B4TLR ' - S' I I 2 I PNTR \ 9' CLG cil J x PNTR 9' CLG t 2/0 5/0 CSMT 77, 7 E yr SEAT 5/0x6 /0 X0 61 go 0 dJ ' 2'-2' 9'-4' 6'-1' _ 6'-9' 3'-6' 3'-0' 3'-0' /1'-111' 1'-6i' 1'- 6'-0' 3'-6' 3'-3' 4'-10' 40'-0' LANDING AT 'EXIT' DOOR NOT TO SE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R3113.1) MAIN FLOOR PLAN MAN N FLOOR I/W=1'01'224 UPPER FLOOR 1451 TOTAL 26.81 GARAGE 610 GOV'O PORGf1 181 GOV !, DECK 106 50. FT. 50. FT. 50. FT. 50. FT. 50. FT. 5Q. FT. OPENING 1 o? in tfl tt ^4t cn N to X N II I' I II II II II II 4/0x3/6 SOAK'G TUB 1'1'-11' MASTER BATHROOM S'-0' CEILING MASTER BEDROOM S'-0' CEILING BEDROOM 4 S'-0' CEILING EGRESS 5/0x4/0 GONT. DBL. TOP PLATE XO 11'-'1' R-IO RIGID INSULATION @ EXTERIOR SIPE OP WALL (SHADED AREA) 4X HEAVER KING STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS 5'-9 10 0 S.D. 40'-0' 3'-9' 50CFM E.F. LINEN PEN RAIL PER IRC (TYPICAL) OPEN TO BELOW (3) 2/6x2/6 FX w/ 6' MULLIONS 5'-3 10'-1' 5'-3i' 40'-0' 2/0/0 FX /• ♦ 18'-4' 6/0x4/0 XO w/ 6' MULLIONS EGRESS 10'-5' 2/0x4/0 FX 1 m PLAYROOM 6'-0' CEILING in 110v 0 S.D. Zo 0 i t01 BF ill M 'a 1 ♦ 2'-10' 1'-111. 2'-10' lO S.D. BEDROOM S S'-0' CEILING EGRESS ♦ / i ,-,L 5/0x4/6 X0 UPi='R FLOOR PLAN STAIRWAY ILLUMINATION PER SEC 303.1 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 THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN ARTIFIC LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. re BEDROOM 2 S'-0' CEILING 61 zo RECEIVED CITY OF TUKWILA AUG 1 f 2015 PERMIT CENTER WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. USING EXHAUST FANS: PROVIDE WI -IF 4 FRESH AIR INTAKE PER SHEET N-2. TO SH 2) FO- z w • z a ®°` pra ❖z; 4a+ 8 EP a • y obNo cz 93 6- o o REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION 1. "oiitr"ac£oi lSr'Sffl1 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: LS2-2681 Date: 1-31-15 3 4x6 P.T. POST w/ PS BASE ON 24'x24'x12' THICKENED CONC. PAD EDGE i 4' CHICK - CONC. SLAB 2 GRAVES OVER52.1 49 ,`49 " 4 BARS co 4, IS o c. 3 ' .. TYPICAL 4' CONC. SLAB W/ 6 MIL. VAPOR BARRIER OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 2X10 1-E2 FLOOR JOISTS ("® 6x6 P.T. POST w/ PB BASE ON 24'x24'x12' CONC. PAD (TYP OF 3) 2'-0' 2XLEDGER/ 160 * 8' O.• 4'-1' OIST W/ (3) ROW . TO RIM 'FOUNn?TION PLAN 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. 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 t0 A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 6. 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 S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10. INDICATES POINT LOAD FROM ABOVE 11. ® INDICATES 'SIMPSON' HOLDDOWN 12. SEE SHEARUALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING. SI-IT S 1.0 RECEIVED CITY OF TUKWILA NT ` w, ; T I ON LSE3'x3'x1/4' ALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1224/150 = 8.16 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION 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: LS2-2681 Date: 13 VENTh F'EQ'1) MFG. MIL HNGR (TYP) 51'2X191/2 GLB (HOLD-UP) FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ 861 NAILS a 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 DF "2 UNLESS NOTED µOTTHgE JIBE. } R ,q , BE IN LA irD W/ R-10 R GID INgULA O ALL& TO 3. SOUP BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. 6. INDICATES POINT LOAD FROM ABOVE. MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHED. OPENING ERG WALL BRG 5X10.5 GLIB. (FLUSH) w/ WALL ABOVE BRG WALL LSTA30 - HDR 4 SILL TO 3x BLOCKING. UPPER FLOOR FRAMING PLAN CONT. DBL. TOP PLATE R-IO RIGID INSULATION ® EXTERIOR SIDE OP WALL (SHADED ART) 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER 1-1E14DR/INSUL,4TION DETAIL NTS 1/4"=1'-0" APPLIANCE IN ATTIC NOTES: PER 2012 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 OPENINGTHE TE NTEA LIE OF THE PASSAGEWAY FROM THE THE PASSAGEWAY SHALL NAVE 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 SHALL 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. (1 LAYER OF R-38 HIGH DENSITY (10 1/4') 4 1 LAYER R-11 (3 1/2') 4. NO AIR CONDITIONING TO Mil_ INSTALLED AT ATTIC. 5. PROVIDE CONDENBATDION LINE FROM FURNACE FURNACE TO SWITCH. EXTERIOR FOR DRAINAGE. D.S MANUF. 'a 24' TRUSSES OC. MANUF. TRUSSES a 24' OC. MMINGIMO 4x4 P.T. POST w/ EPC CAP 4 PB BASE 4x10 32 A xIC -80% MAX -43,5 D6C2 - GIRDE TO TOP PLAT MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES •. SEE RUSS SPECS FOR DET4 IL ACCEbS2 PtR IRC 1.! PROVIDE 22'X36' v eO 1" I'ICA}'ACG SS te:EMO.V\ TO TOP PL ATE ,L,4x6 P.T. POST w/ EPC CAP 4 PB BASE MANUF. TRUSSES 0 24' OC. 4x6 P.T. POST w/ PC CAP 4 PB BASE ROOF FRAMING NOTES: 1. ALL HEADERS TO 13E 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 TI4E BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC S01.1 • ACCESS HATCHES OR DOORS SHALL BE UEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION R806. ALL FRAMING TO COMPLY WITH IRC SECTION R02. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE TIDE ROOF OVERHANG IS 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302.0(1). 1, C REFER TO SHEAR WALL SCHED. 12 4x4 P.T. POST w/ EPC CAP 4 PB BASE OO RAMINCB PLAN 1/4"=1'-0" VENTILATION CALCUL4TION5 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL 13E IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW VENTILATING OPENINGS SHALL 13E PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 1/8' MIN. 4 t4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. 1' SPACE BETWEEN INSULATION AND ROOF SHEATHING * VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WINO -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: 1,592 SQ. FT. OF ATTIC AREA/300m 531 SQ. FT. OF VENTILATION REQUIRED 1165 SQ. INCHES) UPPER VENTS = 3825 Sq. In. (8 AF50 VENTS) EAVE VENTS = 3825 Sq. In. LOUDER ROOF: 593 &GL FT. OF ATTIC AREA/300m I.9S SQ FT. OF VENTILATION REQUIRED (285 50. INCHES) UPPER VENTS = 143 Sq. In. (3 AF50 VENTS) EAVE VENTS = 143 Sq. In. NOTE: UPPER ROOF VENTING PROVIDED BY 1'x10' AF50 ROOF VENTS. (50 4 IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (3)-1 1/2' DIAMETER 'BIRO HOLES' PER EAVE BLOCK (51/2' Sq. In. PER BLOCK). R E C E r/ E D CITY OF TUKWILA REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION 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: LS2-2681 Date: 1-31-15 5 W/ IN 36." AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGI-IT FITTING TRUSS BLOCKING 2 x8 FASCIA BOARD 7/16" LP FLAMEBLOCK FIRE - RATED OSB SHEATHING WATER BARRIER INTERIOR 16" or, / 5/8" TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/S" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. 51/2" THICK, NOMINAL 2.5 PCF DENSITY UNPAGED MINERAL FIBER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS 2x6 STUDS 'ID 16" O.C. • r \i 2x6 STUDS " O.C. UJ/ R-21 FIBERGLASS INS. EXTERIOR EXTERIOR FACING 5/8" TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 -1/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S" O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LPB/WA 60-01 MIN. 1/16" CATAGORY LP FLAMEBLOCK UJ/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIBER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO STEEL SIDING NO SCALE Y,. MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED O813 SHEATHING OR 54' TYPE 'X' GYP SHT'G SIDING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE UJ/ IN 36 ' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS SLOCiGINCx FASCIA !BOARD 2x SCUDS PER PLAN 1/16' SI-IEATI-IINCs SIDING PER PLAN NO SCALE EAVES 4 WALL WITI-I IN 5' -0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 EAVES WITI-IN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 STAIR NOTES: PER IRC R311.1 • STRINGERS TO BE FIRS BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRICTION. • MAXIMUM RISE TO BE 1-3/4'. • 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 I I/4' NOR MORE THAN 2' N CROSS SECTIONAL DIM. • WINDNG TREADS PER IRC R311.1.52.I • SPIRAL STAIRS PROVIDE MIN 1 1/2' RN • A PONT 12' FROM WHERE TREAD IS NARROUEST PER IRC R3IL1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1'PTRISERS/// 7 P.T. 2XI2 TREADS TO STRINGERS 3 A EXTERIOR \\\\ I\ •,', HL 35 AN3LE,„„ SU 4' SPHERE SHALL NOT PASS THROUGH 4 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF It ' MIN. 4 2' MAX. EDGES SHALL HAVE A MN. RADIUS OF kg'. .C. ALL REQUIRED GUARDRAILS TO BE 36' MN. N HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A 8p1$'RE 4 MCI•E8 Mimi) TO PASS THROUGH. s1te4 MAX NOSING -7 2X4 THRUST BLOCK INTERIOR DECK JOISTS PER PLAN DM JST HU212 MTL. HANGERS At EA. STRINGER 3-2X12 P.T. STRINGERS H I HOJR IR A1,5 \-fit\ • , fi } ' SPHERE UNABLE 0 PASS THROUGH OPENING BELOW STAIR INSTALL 4' GWB • CEILING, AND WALLS (3) 2X12 WRINGERS FIRE BLOCKING • MID -SPAN AND IN STUD WALLS ALON's AND IN LINE WITH STRINGERS IF AREA wDER STAIRS IS UNFINISHED NO SCALE ?,. TYPICAL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED 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 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. R302. i 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. ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 12 5 \\\\\\ )000 )0000 000( 0 • rdo(1l1/ClNN1( 4'ci1/11c11/1 X X \W-j X COVERED PORCH IL ENTRY BEAM PER UPPER • •FLOOR FRAMING PLAN DOOR TO DEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAM PLAN FOR SIZE AND 8 7 CING) i / 7 12 `\ \\\\ = l DOOR TO BDRM 4 ATTIC SPACE a - MANUF TRUSSES 24'0.. \ SEE ROOF FRAMING PLAN DOOR TO MSTR BDRM i J •% R-49 INSULATION WALK- I N CLOSET FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 1 \II !I I! 1 1(101/ (1! MASTER BATH TYP. INT. WALL (2) 2x4 TOP fa 2x4 STUD 16' O.C. 1/2' GWB 2x4 50T. fE COMPOSITION ROOF W/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GsALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(3) 11/2' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE 12 TYPICAL EXTERIOR WALL (2) 2x6 TOP fE 2x6 STUDS a 16' O.C. 1/2' S1HT'G (APA RATED 24/ AIR BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION UJ/ CONT. VAPOR BARRIER (WARM SIDE) GRADE 1'C2 7iC. i' 1QYCLQ 0C204)Q'000C )1 r CLOSET UTILITY 1 1 WASHER 1 it li DRYER F CRAWLSPACE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. R-30 INSULATION BUILDING SECTION BEAM PER UPPER FLOOR FRAMING PLAN GARAGE USE 1/2' TYPE 'X' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYERS 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' TYPE 'X' GWB 5/8"=1'-O" CAS 4' CONC. SLAB W/ 6 MIL. VAPOR BARRIER OVER 4' COMPACT SAND AND GRAVEL BASE. GRADE -1aD CO Ao _1 0) TIGHTL INE FOUNDATION DRAIN: 4' DIA. PERT. PIPE PEA GRAVEL FILL RIC RECEIVED CITY OF TUKWILA AUG 1 0 2015 PERMIT CENTER • z • z a REVIElED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUIL.DIM1r'- n1`./ISIO`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. 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: LS2-2681 Date: 1-31-15 6 BEN=ens ST L1CTLlAL NOTES ALL CONSTRUCTION SHALL $E IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kn : 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: 0 SEISMIC DESIGN CATAGORY: Se : 1.5 - IBC FIGURE 1613.5(1) Spe = 1.0, Ie : 1.0, R:6.5 Ca : 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 $Y A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2012 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c : 3,000 P81 WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 L$ SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ±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. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR 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" (05 AND SMALLER) 2" (06 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF°2 OR BETTER POSTS I- 2 OR BETTER 2x FRAMING I-FP2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "UJUJPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL UJOOD IN CONTACT WITH CONCRETE SHALL SE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN W000 AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL SE 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 UN.O. MACHINE BOLTS TO SE 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 SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN 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 $Y TRUSS JOIST UJEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE ANC) WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE 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 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR-1381. BEARING LENGTH SHALL NOT BE LESS THAN 1344". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING 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 I6d e 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAILS WITH 16d * 8" O.G. 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 8d 6 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL 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. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d e 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' MSTA24 CONNECTOR UN.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 UN.O. APPLY 34" 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 ANO 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 1'2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED SOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2001. 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 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. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2012 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. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO UJOI K SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, S) A> 5> © R 1/2" CDX OR OSB 1/2" CDX OR OSB 1/2" CDX OR OSB SEE DETAIL ad a 6" O.C. ad e 4" O.C. ad 9 2" O.C. 12 / 62.0 FOR CONSTRUCTION Sib" a 60" O.C. 3i8" a 32" O.C. 5/8" a 16" O.C. Qall : 230 PLF Qa II : 350 PLF Qa II = 600 PLF USE 3x STUDS AT ALL PANEL EDGES 4 STAGGER NAILS NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI-11 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 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE 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 IN ACCORDANCE WITH ASTN AI53. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d a 12" O.C. STAGGERED. 1 %% I }Le LSTA30 - NPR 4 SILL TO 3x 1SLOOK1 (TYP. 2 PLACES) 4x10 4/ arw UPPER FLOOR A : 1,210 SQ FT 1/7/1,40i L___ 4x12 x! f=1 811 x 105 GLB x 4 x 10 (ROOF) - 4 x 10 (ROOF) 4 x 12 (DECK) 4 x 12 (PECK) LSTA30 - 40R 4 SILL TO 3x BLOCKING: (TYP. 2 PLACES) x 31,2x105GLB fy- $ ti MAIN FLOOR A = 1,224 SQ FT SV2 x 135 GLB x105GLB 34 x 105 GLIB L(2) 2 x 12 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 1 8 2015 PERMIT CENTER 0 1I 0 :4g a psi os as 22939 SE 292nd Place (Lj 51 886-1017 • FAX 886-1016 0 (f) Liu N z ucTuAL (DI LLB tu JOE314-032 SHEATHING 4 NAILING PER PLAN OR SCHEDULE *4 BAR CONT. FINISH GRADE OR SLAB ON GRADE STHD HOLDOWN PER PLAN1-611 MIN. 1,- 1 1'-4" 1 FOUNDATION AT 5LA5 ON GRADE 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS /— 4 I-IOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER n. A • A • • 4 2x PT SILL w/ ANCHOR BOLT 43"x3"x14WASHERPER PLAN OR SCHEDULE. USE 54a"� a 60" O.C. MIN. MBAR e 24" O.C. - VERTICAL 62.1 SCALE: 1" = 1'-0" /—Q11_-/ *4 BAR CONT. 2x STUD PER PLAN. USE MINIMUM -/� (2) 2x STUD a ENDS OF SHEAR1 WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6 MIN. (NOT 6 S.O:GJ FINISH GRADE 12" 4X- (5.0.G. e SIM) 1'-6MIN 41-0" MAX. 811 J ° • la° 16d a 16" O.C. SOLE PLATE NAILING. 34" SHEATHING ANCHOR BOLT w/ 3"x3"x'4" WASHER SEE SCHEDULE FOR SIZE 4 SPACINGJJSE 5i8" 4' AT 60" O.C. UN.O. 2x PT SILL AR - HORIZ. STHD HOLDOWN PER PLAN. "4 L BAR e 24" O.C. - YERT. .-8"—/ j 1'-4" 04 BAR CONTINUOUS 21 FOUNDATION AT CRAWL SPACE 62.1 / SCALE: 1" I'-0'1 2x 5TUD PER PLAN. USE MINIMUM (3) STUDS e HOLDOWNS. FACE -NAIL w/ 16d 6 12" O.0 EACH SIDE. SHEATHING 4 NAILING PER SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING NOTE: SEE TYPICAL FOOTING DETAIL FOR ITEMS IN COMMON. HDUS HOLDOWN PER PLAN. SEE SUPPLIER PRODUCT GUIDE FOR INSTALLATION DETAILS. I SUBFLOOR JOIST PER PLAN. 1/84 A36 ROD w/ DBL NUT 4 a" x 3" x 3" WASHER ASSEMBLY I'-2" ■1 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 14" GALVANIZED PLATE WASHER 3 NDU WOLDOUJN 6 FOUNDATION SCALE: 1" = 1'-0" STEM WALL 2'-011 • CONTINUOUS FTG. REINFORCEMENT ° ° • 1'-0" MINIMUM -� STEPPED FOOTING DETAIL SCALE: 111 a 11-0" MSTC40 HOEDOWN. ALIGN w/ EMBEDDED STHD TYPE HOLDOWN BELOW. 2x DECK FRAMING (NOT eSIM) 2x PT LEDGER w/ (3) ROWS 16d68"O.C.4 544 LAG e 32" O.C. SHEATHING 4 NAILING PER PLAN. 5PLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 1/2" SHEATHING w/ 8d m 6" O.C. EDGE NAILING 6' -0" MAX. IS" M FINISH GRADE N. 16d 9 16" O.C. SOLE PLATE NAILING. —34" 5UBFLOOR (3) ad JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN.11/2" END DISTANCE. 2 x 6 STUD 6 16" O.C. USE DBL STUD 9 ENDS OF SHEAR WALLS 4 HOEDOWNS. 8'-011 MAX. 2x NAILER AND PT SILL w/ 5i0". ANCHOR BOLT 4 3" x 3" x 14" WASHER AT 5'-0" O.C. UN.O. MD TYPE HOLDOWN PER PLAN. 04 BAR e 10" O.C. - HORIZ. 2'-0" .4 LBAR e 16" O.C. - VERT. MAXIMUM FINISH GRADE D .IA 18" *4 BAR CONTINUOUS MINI'1UM (TIP.) �811� 11-A" CRIPPLE WALL UITI I f3ACKFILL FOUNDATION SCALE: 1" = 1'-0" LREVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 1 8 2015 PERMIT CENTER ISSUE FOR PERMIT 0 0 tO Co id A cd as s SE 292nd Place 52,1 886-1017 • FAX 886-1016 0 m V 74: Liu JOB 14-032 SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical Electrical Plumbing 0 Gas Piping City of Tukwila BUILT J! ! + DIVISION R,AL. NOTES BUILDING CODE: 2012 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTERNATIONAL RESIDENTIAL CODE (ITC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD ■ 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II 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- LAytiENT iiG�I11D FLOOD HAZARDS AIR MEAN TEMP WEATHERINGLINE TERMITE DECAY INDEX 110 ( Di/D2 MOD 18 BLIGHT- MOD SLIG4T 1 i LELOCAL25 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 (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) GENERAL UNLESS A SOUS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF J500 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. ,-yr r', MAIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 MINIMUM COMPRESSIVE STRENGTH (fie) AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MODERATE UEATTERING POTENTIAL 2500 pal BASEMENT 0 WALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED 2,800 pet !BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGEFLOOR SLAB. BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER 2,500 pal (4 1/2% air entrained +/- 1 i/2%) VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATI-ER 4 GARAGE FLOOR SLAB. 3,000 pai (4 I/2% air entrained +/- 11/2%) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM Al65 GRADE 40. UN.O. (SEE STRUCTURAL) FCIMATIONI BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' 0C. UN.O. WITH MIN. 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 AWPA M4. (END CUT SOLUTION BY WOLMANIZED 11,100D) PER IRC R311.1.1, 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. IS' MiN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R406.1 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8' PORTLAND CEMENT PARKING APPLIED TO THE EXTERIOR OF THE WALL. PARKING SHALL BE DAMPPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. 4b' COAT OF SURFACE BONDING CEMENT C0MPLYIi'13 WITH ASTN C 881 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING 1N 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 70 THE MASONRY. WATERPROOFING R4062,IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOU.N t0 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. 1. 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. V8' 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 70 TYPE C OP ASTM D 449.1-I0T ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS iN MEMt3RANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. pRAPTSTCPPIlsn 4 .. Nl' DRAFTSTOPPING R302.12 WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAPTSTOPS 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, DRAFTSTOPPING 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 MATERIALS LISTED IN IRC SECTION R302.I2 FIREBLOCKING R302.11 FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND 70 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 A7 THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY At INTERVALS NOT EXCEEDING 10ft 2. At ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR A7 SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS A7 THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION R302.1 02' GLUES) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL t0 RESIST THE FEE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. b. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FOR1 AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R60231) GYPSUM WALL BOARD At INTERIOR WALLS t0 BE FASTENED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OP GYPSUM BOARD TABLE R10238 THICKNESS OF GYPSUM BOARD (INCHES) APPLICATION ORIENTATION OF GYPSUM BOARD TO FRAMING MAXIMUM SPACING OF FRAMING MEMBERS (INCI-E8 O.C.) MAXMUM SPACMG OF FASTENERS (NCHie$) SIZE OF NAIL FOR APPLICATION To WOOD FRAMING NAILS w/o adhae1v. SCREW, 13 GirsE 1-3/8' LONG 19/64' HEAD 098' DIA. 1-1/4' LONG ANIALAR-RINGED $d COOLER NAIL (M86' DIA 1-8/8' LONG 5/64' HEAD OR GYPSUM BOARD �� 8' DIA I-!3/8' LONG I/2' CEILING EITHER DIRECTION 16 '1 12 CEILING PERPENDICULAR 24 1 12 WALL EITHER DIRECTION 24 8 t2 WALL EI'11�R DIRECTION 16 8 16 13/8' CEILING EITHER DIRECTION 16 1 12 13 -AAA 1-9/8' LONG 19/64' 1-EAD.0/DW DIA 1-W LONG ANNULAR -RINGED 6c1 COOLER L NAIL m.092' PIA DI1-1/8'LONG 1/4 HEAD OR GYPSUM BOARD NAILO09113' DIA 1-1/8' LONG 5/64' HEAD CEILING PERPENDICULAR 24 1 12 WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 FASTENERS ALL NAILS SPECIFIED ON THIS 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 (NOS) Sd COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10d BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), I6d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., 1-1/8' 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 THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF 02 - Fb•915 pet, Fv•150 pet, Fc.1300 pat, E■I300000pe1 HF w2 - Fb•915 pal, Fv•150 pet, Fc•1300 pat, E•1300000pe1 WM 4X bX OR LARGER DF-L n - Fb■900 psi, Fv■180 pail, Fc•1350 pat, E•160a000pe1 OP-L r2 - Pb■815 pet, Fv■110 pet, Fc■600 pat, E■130a000pet STUDS HP a2 - Fb•915 pei, Fv•150 pet, Fc•1300 pet, E•1300000p61 1-IF e2 - Fb.915 pet, Fv•150 pet, Fc.1300 pei, E•1300000pe1 2X4 2X6 OR LARGER POSTS I-IF'2 - Fb•915 pal, Fv•150 pet, Fc•1300 pat, E■1300000pe1 HF r2 - Fb•915 pei, Fv•150 pet, Fc•1300 pet, E■1300000pei DF-L N - IFb■1200 pal, Pv■110 pet, Fc•1000 pet, E•1609000pei 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED 13FAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24P-V3 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv = 165 PSI, Pc • 650 PSI (PERPENDICULAR), E • 1,800000 PSI. ENGINEERED WOOD SEAMS 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: Pb • 2,900 PSI, Fv • 290 PSI, Pc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 PSI, Fv • 285 PSI, Pc • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Pc • 680 PSI (PERPENDICULAR), E • 1,300000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LSETED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. 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 TI-IE TRUSS iBOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS 6IMPSON ETC) 70 ENSURE THAT THE TRUSS BOTTOM CHORD WiLL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON a 6' O.C. ® PANEL EDGES AND 12' 0.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL SE 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 Sd COMMON AT 6' 0.C. o PANEL EDGES AND 12' O.G. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS A7 ROOF AND FLOOR SHEATHING. 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 70 THE BUILDING STRUCTURAL FRAMING COMPONENTS. TWE FLASHING SMALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL SE INSTALLED t0 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, 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 ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH t0 A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. At WALL AND ROC- INTERSECTIONS. 1. At BUILT-IN GUTtERs. extistion WINDOW AND scr 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 R310-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 SE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. MINIMUM OPENING A A: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. Fr. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 50 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET 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 DUELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDODU 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 IS LOCATED. SAFETY GLAZING SHALL SE INSTALLED iN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R308.4 1. SIDE HiNGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 131-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, NOT 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 WALKIt`G SURFACE GLAZING GREATER THAN 9 SP. AND LESS THAN 18' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR 8. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. TICN AND MOISTLISE,• CTION 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 SATTS USE 4 MIL POLY VAPOR RETARDER A7 EXTERIOR WALLS R-I0 INSULATION UNDER ELECTRIC WATER HEATERS. JNSULATiON 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 SHALL 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-OEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT TIME FACING iS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WNiCW IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRO R316. 3. SHALL ONLY BE REQUIRED t0 MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE 714414 450. JNFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED 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. GROUND COVER OP 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE 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. INBIDECTIGNO AND POSTING OF CERTIFICATE WSEC R401.3 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, CRAWLSP,,CE 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 R402.4.12, AND AIR LEAKAGE RESULTS IF A SLOWER DOOR TEST WAS CONDUCTED. Duct LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC SEC. R40322 14VAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT SE USED AS DUCTS PER R40323 WSEC BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. R402.4.I.2 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 BY AN APPROVED THIRD PARTY. THE BLOWER DOOR TEST RESULTS SHALL SE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. R4013. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL SE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED 70 THE CODE OFFICIAL. THE BUILDING OR DWELLING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR OR AS REQUIRED PER ENERGY CREDIT SELECTED WITH A BLOWER DOOR ,'RESSUR3 SHALL BE 02 INCHES W.G. 2012 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL SE DESIGNED AND INSTALLED SO TWAT NO OPENING EXCEEDS vs OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR TWE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION 70 CRAWL SPACES AT OR BELOW 1 HE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 1,2 OF AN INCH IN THE LEAST DIMENSION. WSEC SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE STAIRWAY ILLUMINATION PER SEC R303.1 IRO ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL SE PROVIDED WITH MEANS TO ILLUMINATE TWE STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. FOR INTERIOR STAIRS TI-IE ARTIFICIAL LIGHT SOURCES SHALL BE CAPABLE OF ILLUMINATION TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT -CANDLE (11 LUX) MEASURED A7 THE CENTER OF TREADS AND LANDINGS. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE BOTTOM LANDING OF THE STAIRWAY. EXCEPTION: AN ARTIFICIAL LIGHT SOURCE IS NOT REQUIRED AT THE TOP AND BOTTOM LANDING, PROVIDED AN ARTIFICIAL LIGHT SOURCE iS LOCATED DIRECTLY OVER EACH STAIRWAY SECTION. aAND CWING mum PER SEC R602.6 DRILLING ,AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD 1N AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY SE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY SE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE iS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN 4'8 INCH TO THE EDGE OP THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR SEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCH -ZING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY N AN EXTERIOR WALL OR INTERIOR LOAD SEARING 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 (I31mm) (16 ga) AND 111 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGI-IT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE p.602.6.1, EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan -review -tees. J REV'IEVY`l/iriT OUR CODE C, CMPLiANCJ._ APPROVED DEC 29 2014 PG City o Tf l 'iviid l BUILDING :- VISION PLANNING APPROVED . No changes can be madeto these plans without approval from the Planning Division of DCD Approved By:,r� Date: FILE COPY tAt-\Permit No. 2-91-P Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: .. Date: is 6b I U City of Tukwila BUILDING DIVISION RECEIVED 'JUL 25 2014 TUKWIL PUBLIC WORKS RECEIVED CITY OF TUKWILA JUL 2 4 2014 PERMIT CENTER ALL GLAZING TO SE IN COMPLIANCE WITI-t THE 2012 WASHINGTON STATE ENERGY CODE. GLAZING U-FACT0J CEILING VAULTED WE FLOOR •' VERTICAL OVERMAD CEILING ,:; r 030 0.50 R-49 R-38 1:4;21 R-21 R-30 _ Rz 10 2-26:1 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. 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: 2013 N-1 INT G AT • 24 I-{- WIO.. I-4OUSE VENTILATIONS 'STEM SEC. MI501 IUNOLE 1-4OUSE VENTILATION USING EXWAUST FANS PECI4ANICAL 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 -BOLTING APPLIANCES SHALL NOT SE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT SE 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 A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL SE 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 TEMPERATURE WSEC SEC. 403.1.1 VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTION M1501 OF THE 2012 AMENDMENTS. IRC AND WASHINGTON STATE 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 cfln EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPES GAS VENT OR TYPE BW 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. JUTILITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH 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 EXIHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHEN A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OP NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL SE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. C_ a 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614.5) MO 24 MR• ... ,'9 . ; .VENTILATION arY6TEM.C. AS AMENDED BY WA • INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH 2012 WSEC TABLE 4062. 1'1150132 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. MI50133 MECHANICAL VENTILATION RATE THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) MI50135.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS. INTEGRATED FORCED AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTION A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED AIR SYSTEM, AT A POINT WITHIN 4 FEET UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH ,4 FLOW HOOD OR A FLOW MEASURING STATION. MI501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. M15013.53 OUTDOOR AIR INLETS INLETS SHALL 8E SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED 80 AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: I. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET 18 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OF UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 PEET FROM A VENT OPENING OF A PLUMING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FEET ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. M150133 MECHANICAL VENTILATION RATE, THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) EXCEPTION: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHEN THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE MI50133(1) MULTIPLIED SY THE FACTOR •, i �►,: p E i IRE IN A • , CE .• 13 DWELLING UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 90 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 TABLE M ''133(2) ,.. TTENT VENTILATION RATE Fes'ORS MECIUNICAL RUN-TIME % IN EACH 4-1-1OUR SEGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 1.5 1.3 1.0 2012 WSEC: 15 ENERGY CREDITS REQUIRED PER TABLE ,062 *ENERGY CREDIT:, EFFF1 14NT WATER HEATINGs 15 CREDITS r4 ►' e.. p -NAT. GAS WATER HEATING SYSTEM W/ A MINIMUM EF OF 0.52 IN PLACE OF WWH. -NAT. GAS FURNACE CAN BE 80% EFF. MCWANICAL N 4TING 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 A80VE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEALING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL 8E 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 TEMPERATURE WSEC SEC. 403.1.1 VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTION M1501 OF THE 2012 AMENDMENTS. IRC AND WASHINGTON STATE 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 cfln D. KITCHENS: 100am EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPES 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. (UTILITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT 1ANENT 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 SE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET 1S 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 IRC G2439.4 (614.5) •. VENTILATION USING T PANS 1-0 11150132 CONTROL AND OPERATION. 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE HOUSE VENTILATION SYSTEMS SHALL 8E PROVIDED TO THE OCCUPANT BY ?I-IE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED SY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE 1-LOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY. EXHAUST FANS, FORCED AIR SYSTEM FANS, OR SUPPLY FANS SHALL SE CAPABLE OF OPERATION THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY CONSUMING APPLIANCES. A LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATION INSTRUCTIONS).' 5. INTERMITTENT WHOLE HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED AIR SYSTEM FANS, OR SUPPLY FANS 'iJITHOUT ENERGIZING OTHER ENERGY CONSUMING APPLIANCES. 53 THE VENTILATON RATE SHALL 8E ADJUSTED ACCORDING TO THE EXCEPTION IN SECTION 40385.1. 5.4 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ONt EH TYPE OF CONTROL TIMER INSTALLED. 5.5 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR. 5.6 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24 I-IOUR CLOCK TIMER. 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN ACCORDING TO THE SCHEDULE USED t0 CALCULATE THE WHOLE HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READ 'WHOLE HOUSE VENTILATION(SEE OPERATING INSTRUCTIONS).' M150132.1 OPERATING INSTRUCTIONS. INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE HOUSE VENTILATICN SYSTEM OPERATION DESCRIPTION. M150133 MECHANICAL VENTILATION RATE. THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED 114 ACCORDANCE WITH TABLE MI50133(1) EXCEPTION: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(1) MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE MI5.133(2) 11150134.1 WHOLE HOUSE VENTILATION FANS. EXHAUST FANS PROVIDING WHOLE HOUSE VENTILATION SHALL HAVE A FLOW RATING AT 025 INCHES WATER GAUGE AS SPECIFED IN TABLE Mi50133(I). MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED ACCORDING TO HYI916 OR AMCA 210. 1115013.4.2 FAN NOSE, WHOLE HOUSE FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL HAVE A SONE RATING OF 1.0 OR LESS MEASURED AT 0.1 INCHES WATER GAUGE. MANUFACTURER'S NOISE RATINGS SHALL BE DETERMINED AS PER HVI 915 ( MARCH 2009). REMOTELY MOUNTED PANS SHALL BE ACOUSTICALLY ISOLATED FROM THE STRUCTURAL ELEMENTS OF THE BUILDING AND FROM ATTACHED DUCT WORK USING NSULATED FLEXIBLE DUCT OR OTHER APPROVED MATERIAL. 1115013.43 FAN CONTROLS. THE WHOLE HOUSE VENTILATION FAN SHALL MEET THE REQUIREMENTS OF SECTION M1150132 AND MI150132.1. 1'115013.4.4 OUTDOOR AIR INLETS. OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE SPACE BY INDIVIDUAL OUTDOOR AIR INLETS. WHERE OUTDOOR AIR SUPPLIES ARE SEPARATED FROM EXHAUST POINTS BY DOORS, PROVISIONS SHALL BE MADE TO ENSURE AIR FLOW BY INSTALLATION OF DISTRIBUTION DUCTS, UNDERCUTTING DOORS, INSTALLATION OF GRILLES, TRANSOMS, OR SIMILAR MEANS. DOORS SHALL SE UNDERCUT TO A MINIMUM OF INCH ABOVE THE SURFACE OF THE FINISH FLOOR COVERING. INDIVIDUAL ROOM OUTDOOR AIR INLETS SHALL: 1. HAVE CONTROLLABLE AND SECURE OPENINGS: 2. BE SLEEVED OR OTHERWISE DESIGNED SO AS NOT TO COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR WINDOW N WHICH THEY ARE PLACED: 3. PROVIDE NOT LESS THAN 4 SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE SPACE. ANY INLET OR COMBINATION OF INLETS WHICH PROVIDE 10 CPI AT 10 PASCALS ARE DEEMED EQUIVALENT TO 4 SQUARE INCHES OF NET FREE AREA. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY 8Y LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED 80 AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE It WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3, A HAZARDOUS OF UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FEET ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. DWELLING UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 90 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 TABUE M 33(2) INTERMITTENT MOLE HOUSE MECUANICAL VENTILATION RATE FACTORS RUN-TIME % IN EACH 4-1-1OUR SEGMENT 25% 33% 50% 66% 15% I0090 FACTOR 4 3 2 15 13 1.0 2012 _ Y CODE COMPLIANCE AND OPTIONS 2012 WSEC: 1.5 ENERGY CREDITS REQUIRED PER TABLE 4062 *ENERGY CREDIT: 510-EFFICIANT WATER HEATING 1.5 CREDITS AS REQUIRED -NAT. GAS WATER HEATING SYSTEM W/ A MINIMUM EF OF 0.82 IN PLACE OF HWH. -NAT. GAS FURNACE CAN BE 80% EFF. CODE COMPLIANCE .I APPR ?_E ±D DEC 2 9 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 2 4 2014 PERMIT CENTER • z cin s -44 z a ®°` E + z; + y00 CA teM z 77:3 0-14 o 2-2.: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. 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: 2013 N-2 MASONRY VENEER- GENER4L NOTES 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SNEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN 5/4x8 BARGE BOARD BATT 4 BOARD SIDING 5/4x6 TRIM BOARD 5/4" x 6" CORNER TRIM 5/4x8 FASCIA w/ CONT. GUTTER HORIZ. SI17IN6 w/ 6" REVEL 6RAPE TO SLOPE ,AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' ---'::',.--s--z-k ROOF TO UJ4L.J PI -ASH ING DETAIL. N.T.S. WEATHER RESISTANT BARRIER OVER SHEATHING OR SUBSTRATE FINISH SIPIN6 GSM TRIM FLASHING WITH 5" MIN. VERTICAL LE& HORIZONTAL WOOD TRIM l Off' I Z. TRIM A1' DI EATH I1 IGAIJOOO s-ruce N.T.S. -‘‘\ 9.5 c 12 NORTH =ELEVATION 12 ROOF DRIP EDGES PER SEC. R9032.8.3 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP 104 Pau- `•ct Zo 12 15 - MAXIMUM THICKNESS 4 INCHES 4 20 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 D1 4 D2 MUST SUPPORT NO MORE THAN 2 5Q 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 1 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 R103.1 -REV'IEIr'�ED FOR CODE COMPLIANCE APPROVED DEC 2 9 2014 City+ of Tukwila BUILDING DIVISION! WEST ELEVATION RECEIVED CITY OF TUKVVIL A DEC 1 6 2014 PERMIT CENTER RECEIVEf DEC 17 2014 TUKWI►-H PUBLIC WORKS CORRECTION HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R319.1 00 00 o, .49 gN W 00 :• zM y g0 pug c ro o 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: LS2-2681 Date: 12-9-14 1 -- -,,--___ \ u n 1''''-'--,.i:Wi:.=':-:"--`.y 12 = I'-O" 12 i REVIE`,t` F-ti r-77-1 OR A CODE COMP@. IANCE APPROVED V DEC 2 9 2014 City of Tulwila BUILDING DIVISION COMP. ROOFING 5/4xS FASCIA w/ CONT. GUTTER 12 BAIT 4 BOARD SIDING HORIZ. SI DI N6 w/ 6" REVEL 5/4" x 6" CORNER TRIM ADHERED STONE VENEER ELEVATION . RECEIVED CITY OF TUKWILA DEC 1 6 2014 PERMIT CENTER_ • dtt z tin er, ®00 °` 00 ❖ zo rug z" 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. 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: LS2-2681 Date: 12-9-14 2 GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2012 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 25 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 R314, TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. •SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. a. AN APPROVED CARBON MONOXIDE ALARM SHALL 5E INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC 4 WA. STATE AMENDMENTS SEC R315.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 312.6 MINIMUM R-3 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER UJSEC R4032.1 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R303.52. 14. GAS PIPING IS TO BE PROTECTED PER G2415. I. IN CONCEALED LOCATIONS, WHERE PIPING OTHER THAN BLACK OR GALVANIZED STEEL IS INSTALLED THROUGH HOLES OR NOTCHES IN WOOD STUDS, JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN 11/2 INCHES (38mm) FROM THE NEAREST EDGE OF THE MEMBER, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES. PROTECTIVE STEEL SHIELD PLATES HAVING A MINIMUM THICKNESS OF 0.0515-INCH (I.463mm) (No. 16 GAGE) SHALL COVER THE AREA OF THE PIPE WHERE THE MEMBER IS NOTCHED OR BORED AND SHALL EXTEND A MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE PLATES, BELOW TOP PLATES AND TO EACH SIDE OF A STUD, JOIST OR RAFTER M. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRICTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL 8E LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFIM 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 SE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL 8E PROVIDED BY OTHER APPR MEANS. c ■ 100 SQ INCH TRANSFER GRILL ♦ ♦ ♦ r 40'-01 211-6' 18' -6' 101-9' 101-9' 8'-I' 101-5' / BLUE 188 AWG�TRACER WIMEAL WATER REQUIRED AT PIPING PER UPC 604.9 ♦ ♦ 16/0x8/0 O.H. POOR 8x8 COLUMN COVERED DEcK conc. 2/0x6/0 FX SA. 2/0x6/0 FX SA. ♦ ♦ ♦ 0 1 ♦. i/i/iiir�/iiir. &ARAGE USE 1/2' TYPE 'X' GWI5 ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' TYPE 'X' GWB 141-11' 134' MIN. SOLID CORE' SELF CLOSING DOOR WOOD,STEEL OR 20 MIN. RATED ♦ an WALL MOUNTED NWIESMASOT WATER (ENERGY FACTOR II 0.82) - DEN 9'-0' CEILING 11'-5' EGRESS 5/0x5/0O FLOOR LINE- gkQV,1 'o SD. 0 i 1 1 ♦ DER S PROTECT( PER R302 i UP 16R' 3'-10' STEP LY t.O.DSJ. Airk50 C I E.F. c0 I UTIL. 9' CLG 1 SINK i u 2/0x5/0 FX S.G. 10x10 COLUMN w/ ADHERED STONE VENEER (TYPICAL OF 3) 18 OPEN RAIL PER IRC ♦ (TYP) COVERED PORCH conc. io an 31=1 7 6/0x8/0 SLD'G GLS DR w/ 6' MULLIONS FAMILY ROOM CEILING METAL FIREPLACE INSTALL PER 1'1FR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR ■ 4 i; NOOK 9'-0' CEILING ISLAND %� %% SINK KITGHEN1 91r0' "" \ILI itr'‘ E.\\3nG4,,\\\E‘l '\ \\\\ t‘ 7isi-,,,i,_ -i-4- 41 1 "jsv I BTLR II PNTR 9' CLGco ♦ ♦ a X DINING ROOM 9'-0' CEILING COFFERED 0 ♦ ♦ PNTR 9' CLG I: SEAT 2/0x5/0 CSMT 5/0x6 /0 XO • 0 GUARDRAIL PER IRC 3'-6i1 9'-4' 1'-0• i 3141 / 31_0i1 / !CELL//// 61-1' 3'-41 3'-41 6'-9' 40'-0' 3'-6' 2'-2' 3'-0' / 31-0' 6'-0' 1'-11 1'-6'i/11-1' 3'-6' 3'-3' 4'-10' LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R311.3.1) MAIN L.00R T'L AN /4" =11_0" MAIN FLOOR UPPER FLOOR TOTAL. GARAGE GOV'D PORCH GOV'D DECK 1224 SO. FT. 1451 SO. FT. 268I SO. FT. 61O SO. I=T. I81SO. FT. 106 SO. FT. OPENING 401-0' / 3'-3 3'-9' 18'-4' / 14'-1i' 9 cA ♦ ♦ ♦ d) r 4/0x3/6 L XO S.G. SOAK'G TUB r rrr L� /1/, sii O O LIN. MASTER BATHROOM 8'-0' CEILING Zn N MASTER BEDROOM 8'-0'-CEILING\ \k4z, R4S BF 7\1:\ \\ S ,V BEDROOM 4 8'-0' CEILING EGRESS ■ 5/0x4/0 E ^ ^• mPRaRivgc,t: DE 29 2014 City of Tukwila ld BUILDING DIVISION / 5'-9i' XO 110V S.D. 4'-4 r 50 CFIM E.F. / vj 10'-5' 2/0x4/0 FX w/6/60' MULx4/0LIOXONS 2/0x4/0 FX N 5'-8' '4 3'-10' ♦ R4S LINEN 15F 6'-8' 31-4' C DN 16R PEN RAIL PER IRC (TYPICAL) OPEN TO BELOW 61-11' '4• (3) 2/6x2/6 FX w/ 6' MULLIONS 5'-3 5'-3i' ♦ m 1 in 4'-9' 61 EGRESS PLAYROOM \8'-0' CEILING 2'-10' 1'-1 v 40 111 // Sri, ,,i/, / [® an BEDROOM 2 8'-0' CEILING tO co 2'-10' ATH 8' CLG 116V PKT • 81-0' CEILING EGRESS 5/0x4/6 XO LE • in 61-61 11'-1' 101-1' / 401-0' CONT. DBL. TOP PLATE R IO R16I0 INSULATION ® EXTERIOR SIDE OP WALL (SHADED AREA) 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION 1,ET,41L NTS UF'PER J.-001;k PLAN STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL 5E PROVIDED WIT1-4 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 THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN TI-E IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. • RECEIVED CITY OF TUKWILA JUL 21120% PERMIT CENTER INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. USING EXHAUST FANS: PROVIDE UJI-F 4 FRESH AIR INTAKE PER SHEET N-2. r.T.4 • ; 1:4 AtC 0 • 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 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2681 Date: 3 40'-0' 21'-6' 18'-6' I0'-S' 10'-9' / co co co ` •` 1 • 1 16'-3' R.O. 4x6 F.T. pow _EDGE w/ PS BASE ON 24"x24'x121 THICKENED CONC. -♦D - .:c6. I 4' THICK -, CONC. SLAB 2 +(0 `4°sp L1 �p� C L _ �'\,p` �* 16+8• 4i 4� - -9f/AEILL 521\ 18' O.C. y� l J 1 1- 1 ! I J l CD 0 •• 7— ID I I I 7— in1 1 4' CONC. SLAB 6 MIL. VAPOR OVER 4' COMPACT AND GRAVEL SLOPE 3' TO W/ BARRIER SAND BASE DOORS 6'-3 ' 2 -0 4 -11' 41- 1i' 4'-11' 2'-0' 4'(10' !DP 1 X9 r ! 2.-'DIA.X8' CONC. FIG 4 P t. 1 0 (TYP) j 14 F 3T arc") -. ill, - r- I 1 i 1 i CIRAUJI.BP S2.-D 1C 52.1 1 1 I1'-2 ' 3'- ' ,/2 -0' 5'-3' 6 MIL THROUGHOUT LAP VISQ-TEEN SPLICES 5'-3 " VAPOR CRAWLS 12'. (BLACK) BARRIER PAC 5'-3i' E 1 3' 2'- I I / 0 4'x 0' D1=+'2 / / / Co _OOR JOISTS I oc. � r © ` 188 4' T , WY �0 SIM s•1.6 DBL.�i �j co. 1 O O'-1' 12'-4i' a. F 60 14 0 N 01 I in � .- y *b\R-{ ei N 7 2 -0' S2.0 5'-3 ' S'-3 ' S'-3i' ('4 51-3i' 3'- ' ��, (� P 3'-6i' 3'-6i' „L'- 3' 2'-0' it)cy I � - . -,, "% I 4� +8, 6 x12 D ,4.,,,'r J N I : -i 'QcyL� . 45., r0/ . -^/ I a1 I I I I I II `7490, ^) �� c I ► I I i I— m I y6 \ * 4 BARS I- - 1 0 fi.�r-- yJ, t� e. �4 . +a, y% 1 I (8 18' o.C. N �% TYPICAL ( 1 1_ - I- - I --� - S2.1 N - I .. - 1 --� f ----� 1 m - 0 - i 1 1 1 I_ __ I I_. __ I_..._, , --- I 4' THICK I I �- 9 inI 1 CONC. SLAB GRAVEL FILL I I 2 61 1 • 4x4 P.T. POST w/ PB BASE ON 24'x24'x10' CONC. PAD (TYP OF 3) 4'-1' THICKENED EDGE )'-4' 11'-8' / /2'-0'/ / ' '-4' / 6'-1' / 6'-S' / 13'-0' 4'-10' / / 40'-0' NEC 250.52 Grounding Electrodes. .. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of /" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) POUND?TION FLAN IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the e erior foundation. FOR__ CODE COMPLIANCE APPROVED DEC 29 2014 City of Tukwila BUILDING DIVISION 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 OFL" 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 THE SURROUNDING SURFACES 5. 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 S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10. ® INDICATES POINT LOAD FROM ABOVE 11. ® INDICATES 'SIMPSON' HOLDDOWN 12. SEE SI4EARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING. SW 5 1.0 CORRECTION LTfi# �I7 USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE -LATE WASHE • ANCHO RECEWED CITY OF TUMLA 11011.8 Mk FERMI VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1224/150 = 8.16 SQ. Ft. PROVIDE SCREENED VENTS FOR VENTILATION 13 con z 0-4 0 00 ON r�1• & w00 +ZM w !:80 0. z•• ;tea g d 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: LS2-2681 Date: 4-18-14 4 MFG. MIL HNGR (TYP) FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BON GLUED AND NAILED W/ Sd NAILS s 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 OF i112 UNLESS NOTED OTHgEpRWISE. AT WALLS WALLS TO N LAR l/ R-RIGIINSULATION! 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. INDICATES POINT LOAD FROM ABOVE. 6. 0 MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCI4ED. OPENIN6 61/2XI 'z GLEES (HOLD-UP) r -1 r 1 r 1 r l I r -1 r l r -1 r '-1 r 5112X12 GLS • BRG 0 U1ALL N 0 rt u_ X N MIMES ONO 11110111 MIN MINIMS lY • S2.0 ///,, 1t1 to Malr 51/2 X131/2 awe GLIB (HOLD-UP) J LIL J L J L J L J LI -- - --- -- - -- _ONO -,MOD .I - - - - - - BRCS WALL i --1 r r r r `i I r --1 r -i WALL_ 51/2X10.5 GLIB (FLUSH) w/ WALL ABOVE ,„„ \\\\\ --m V\\ //i 22/ LI LI r r r /Z2 r 31/z4t105 GL L J -1 (FL L J L J L J L J L MOMS INIMMO ONO 111111114 1- -1 1- 1- r 1 r USH L J I LJ L J LI LI L J r1 r-1 r-1 rA-I r"1 El S1e.G WALL • ; 77/722' B - • ' to X o L L J rl 6x] .5'. L8 L J L?-1 L 1 r;l r El LSTA30 - HDR 4 SILL TO 3x BLOCKING. US FR.AMING PLAN CONT. DEL. TOP PLATE R-IO RI6I1, INSULATION ® EXTERIOR SIDE OF WALL (SHADED ARE?) 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER HAR/I NSUJ.ATI ON DETAIL NTS APPLIANCE IN ATTIC NOTES: PER 2012 IRC MI305.13 s> 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 AALON THEG ENTTI-IEA LIAOF HE PASSAGEWAY FROM THE 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. r -1� 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET SHALL 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 R4S INSULATION UNDER PLATFORM. (1 LAYER OF R-38 HIGH DENSITY (10 1/4') 4 1 LAYER R.11 (3 1/2') 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PROVIDE GALVANIZED 11TL. DRAIN PAN WITH WET SWITCH. FOR IPE CONDENSATION 0N EN ATION LINE FROM FURNACE TO EXTERIOR 4x4 P.T. POST w/ EPC CAP 4 PB SA°E ONO MINNININD ONO ONO OMMMNINI - - MANUF. TRUSSES 6 24' OC. --- NNW -- 31/2X105 GLIB ----- D.S. � 4x6 P.T. POST w/ EPC CAP 4 FIB SASE MANUF. TRUSSES * 24 OC. BUMS. MINIINNIII NMI INM 52.0 4x10 MEP IININ MECH BUILT SEE T A ICQ AC MINCE, A MAX - ¢3,5• DSC2 - GIRDER / TO TOF PLATE INS 4x10 ONO - 4X10 NICAL PLATFORM INTO MFG. TRUSSES SUSS SPECS FOR DETAIL i2 PE3�,IRC 01.1 OVIDE 22'X36' TIC ACCESS ACE Olr ///4 A - GIRDER CP PL ATE .15 MANUF. TRUSSES 24'OC. 1 - - - _ I 1 I EINININD 4x6 P.T. POST w/ PC CAP 4 P8 BASE S00i�AM I NG ROOF FRAMING NOTES: 1. ALL 1ADERS TO BE 4x8 OF *2 UNLESS NOTED OTHERWISE. I-IEADERS 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 501.1 • ACCESS HATCHES OR DOORS SHALL SE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION R806. ALL FRAMING TO COMPLY WITH IRC SECTION R802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE TI-IE ROOF OVER 4ANG IS 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302.0(1). REFER TO SHEAR WALL SCHED. • 12 4x4 P.T. POST w/ EPC CAP 4 PS BASE J) w B t D.S. M1305.1.3 Appliances in atti s. appliances requiring access shall av and a clear and unobstructed pas age to allow removal of the largest a pli. than 30 inches high and 22 inch s than 20 feet long when measure al of the passageway from the ope in The passageway shall have conti uo accordance with Chapter 5 not le s t mm) wide. A level service s a e deeand 30 inches wide shall I he sides of the a : liance where accless he clear access opening ditlen imum of 20 inches by 3 in dimensions are large enough to all argest appliance. z w • 04 z a 0 col o� .t 441 C �N al ••• Z M p'r u 00 z ris i- o r. ics containing ith an opening y large enough ce, but not less e and not more g the centerline the appliance. solid flooring in 24 inches (610 least 30 inches esent alon all re'uired. ns shall be a es, where such removal of the CODE COMPLIANCE DEC 29 2014 City of Tukwila BUILDING DIVISION PLAN VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW TI-IE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 1/8' MR 4 14' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD SE INSTALLED FROM THE TOP OF THE OUTSIDE OF TI-IE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: 1,592 SQ FT. OF ATTIC AREA/300z 531 SQ. FT. OF VENTILATION REQUIRED (165 SQ. INCHES) UPPER VENTS a 3825 Sq. In. (8 AF50 VENTS) EAVE VENTS = 3825 Sq. In. LOUDER ROOF: 593 SQ. T. OF ATTIC AREA/300a I.98 SQ FT. OF VENTILATION REQUIRED (285 ea INCHES) UPPER VENTS = 143 Sq. In. (3 AF50 VENTS) EAVE VENTS = 143 Si. In. NOTE. UPPER ROOF VENTING PROVIDED BY 1'x10' Li AF50 ROOF VENTS. (50 * IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (3)-I I/2' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (51'2' Sq. In. PER BLOCK). PIECE_)VI 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: LS2-2681 Date: 12 -9-14 10. -- • PERMIT CENTER 5 UJ/ IN 36" AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD -1/16" LP FLAMESLOCK FIRE - RATED OSS SHEATHING WATER BARRIER INTERIOR 16" or, 5/8" TYPE "X" GWS APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 -i/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST SE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. 51/2 " THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER SATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS 2x6 STUDS a 16" O.C. 2x6 STUDS 6 16 O.C. W/ R-21 FIBERGLASS INS. EXTERIOR EXTERIOR FACING 5/8" TYPE "X" GWS APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST SE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LPS/WA 60-01 EAVES 4 WALL WITS-IIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TASLE R302.1 I HOsR IR MIN. "1/16" CATAGORY LP FLAMESLOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING 515 I V NO SCALE :.'! t • '.l I. . ...I \;, MIN. 6,X6 PT POST 1/16' LP FLAME1BLOCK FIRE - RATED OSS SHEATHING OR 5i8' TYPE 'X' GYP SHT'G SIDING OR TRIM PER PLAN NO SCALE POST DE7A� FOR STRUCTURES FROM PROPERTY LINE A1,5 W/ IN 36" AF50 ROOF VENTS C50 SQ. IN. NET FREE AREA) SOLID TICx{-IT FITTING TRUSS BLOCKING FASCIA BOARD 2x SCUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE STAIR NOTES: PER IRC R31L1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TOW 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RUN TO 13E 10'. • MINIMUM HAD 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 MINIMUM 36' HIGH UL/ CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 11/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WNDNG TREADS PER IRC R31L1.82.I • SPIRAL STAIRS PROVIDE MIN 11/2'RUN •APOINT 12' FROM WHERE TREAD IS NARROWEST PER IRC R311.1.101 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1' PT RISERS zy P.T. 2XI2 TREADS TO STRINGERS 36'X36' MIN. CIMLAD 4' SPHERE SHALL NOT PASS THROUGH E HL 35 ANGLE SUPPORT 4 DECK HANDRAIL TO BE PRESENT ON ON At LEAST ONE SIDE OF STAIR. HANDGRIP PORTION OP HANDRAILS BHHAVE CIRCULAR CR088 8ECTICN OF 1A�L 4' MN 4 2' MAX. EDGES BHAL.1. HAVE A MIN. RADIUS OP Vs'. .C. ALL REQUIRED GUARDRAILS TO BE 36' MN. N HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES OP STAIR TREADS SHALL NOT ALLOW A ePHIE 4 INCHES (IO2am) TO PASS THRCUGHL N�OBINCs I- MAX 2X4 THRUST BLOCK INTERIOR JOISTS PER PLAN T. DBL JST HU212 MTL. HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS TERIOR TYPICAL STAIR DETAIL AND NOTES } 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL I'i' GM • CEILING, AND WALLA (3) 2X12 STRINGERS FIRE BLOdGNG • MID -SPAN AND IN 81UD WALLS ALONG AND IN LINE WI'M 81RIERS F AREA UNDER STAIRS 18 UNFINISHED NO SCALE FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED 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 10'-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. R302.1 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. 12 COVERED PORCH GRADE 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB e 1S' O.C. illy ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. !ss y (i �� ,r �,n�.. �nnr,�,nnn n�nn( .)(,)0( )(In( ..V.)0(IV)1.00( )UU( I 1(111(1 1(1110(1(\0 r11(1(1(V'liA "‘ yy ENTRY DOOR TO DEN BEAM PER UPPER • • •FLOOR FRAMING PLAN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB -PLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 12 DOOR TO MSTR BDRM CLOSET CRA1A LSPACE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. ATTI G SPACE MANUF TRUSSES 24'O.. SEE ROOF FRAMING PLAN 9 711 R-49 INSULATION WALK- I N CLOSET FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN rOR SIZE AND SPACING) REV 1 COD; CMFA!C Clay of NaS 11E1 RIJIILDINO.0iVISIN MASTER BATH TYP. INT. WALL (2) 2x4 TOP fE 2x4 STUD e 16' O.C. 1/2' GWB 2x4 SOT. fE 12 COMPOSITION ROOF W/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(3) 11/2' HOLES EACH - PROVIOE APPROVED INSULATION BAFFLE TYPICAL EXTERIOR WALL (2) 2x6 TOP fE 2x6 STUDS 0 16' O.C. 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) UTILITY WASHER R-30 INSULATION DRYER BEAM PER UPPER �1 FLOOR FRAMING PLAN GARAGE USE 1/2' TYPE 'X' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYERS 5/S' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' TYPE 'X' GW5 rl I rJ BUILDING STION CD 4' CONC. SLAB W/ 6 MIL. VAPOR BARRIER OVER 4' COMPACT SAND AND GRAVEL BASE. GRADE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC RECEIVED CITY OF TUKWILA DEC 1 6 2014 PERMIT CENTER z cAn t:4 1Q P� -1 -44 1.4 d 4.) 8 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 e qualified designer, archi— tect, or structural engineer Plan No: LS2-2681 Date: 12-9-14 6 CLG. OUTLET \ rap \ 1 L H • W.P. / T -Q-I L \\\ EF. 0 0 00C \\ —61 MAIN FLOOR ELECTRICAL PLAN Gf\ \;\ 110V S.D. 110V 0 D. re — �7 1 n / lO S.D. UPPiz FLOOR LTRICAL PLAN RECEIVED CITY OF TUKWILA JUL242014 PERMIT CENTER CODE COMPLIANCE! DEC 2 9 2014 • City of Tukwila BUILDING DIVISION STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL SE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. • EXTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN A ,; ICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF TOP LANDING OF THE STAIRWAY. 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 LIGHTS GAS OUTLET HOSE 515 C 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: LS2-2681 Date: 4-18-14 7 ALE CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODES (IBC), 2012 EDITION; W DESIGN LOADS: ROOF _.IVE: LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD TH WASHINGTON STATE AMENDMENTS. 2 , ,SF (SNOW) 15 PSF 40 P-SF (RESIDENTIAL) 10 IFSF WIND BASIC WIND SPEED 10 MPH (3 SECOND GUST, JLT RISK, CA1 AGO Y I EXPOSURE K = 1.0 SEISFIIC EQUIVALENT LATERAL FORCE PROCEDURE BEAR NG WALL SYSTE"'' (L GHT=FRAMED WALLS) SITE CLASS: D SEISMIC. DESIGN CATAGOR`T: D SS - IBA. FIGURE 1613.5(I) SDS : 1.0, IE m 1.0, R: 6.S Cs 0.152 NS-'E30 01\ ATE NO SPECIAL: INSPECTIONS ARE REQI,111��ED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQU RED BY LOCA_ ORD NANCE. ALL PREPARED SOIL BEAR NG SURFACES SHALL BE - INSPECTED DY A SOILS ENG NEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNIDAT CANS: PLACE FOOT NOS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPAC TY (ASSU 3OTTOM OF EX -ER OR FOOTINGS SHALL BE " N "LM 'w6" BELOW OUTS DE FIN SHED GRADE, BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. ED). 0ONC R GCE.: THE SELECT ON OF MATERIALS FOR AND THE M XING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNAT ONAL BUILDING CODE, 2012 EDITION. h ,4TERIALS SHALL BEE PROPORTIONED TO PRODUCE A DENSE, i1JORKA5LE M X HAVING 4 MAX 1-U`1 .=Lf 1P OF 4 NCHES WHICH CAN DE PLACED WITHOLT SEGREGATION! OR EXCESS FREE SURFACE WATER. USE MINIMUM FIG - 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUB C YARD OF CONCRETE AND A MAXIMUM OF 5-.2 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN A R ENTRAIN NG AGENT. THE AVOUNT OF ENTRA NED AIR SHALL BE 4'. % ±±1.5% DY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 1/2", ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JO NTS UNLESS SHOWN OTHERWISE. CONCRETE PUR`/EYORS/SUPPL ERS DELIVERY OR BATCH TICKET TO BE ON JOB S TEE FOR DU LDING INSPECTOR VERIFICATION. REIN-O CI\G STEEL: ALL ALL REINFORCING STEEL SHALL DE MIN 'FLY GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIE CAT ON 4=615. LAP ALL SPLICES 32 BAR D AMETERS OR I'=6" IM NIMU" UNLESS OTHERW SE SHOWN, PROVIDE ELBOW BARS (32 DIA.) TO LAP iLORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL 3E ACCURATELY PLACED AND ADEQLATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DLRING GROUT OR CONCRETE PLACEMENT: MINIMUM CONCRETE COVER FOR R NFORC NG STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED ..0 WEATH ER OR EARTH 1y2" 11/2" (45 AND SVALLER) 2" (#6 AND LARGER) FOOTING BARS 3" T-115ER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERW BEAMS POSTS 2x FRAM DF2 OR BETTER HF'f2 OR BETTER NG 1-1F12 OR BETTER SE: AEI. 2x TIMBER SHALL BE K _N DR ED. 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 AWPA v4. MANTA N MINIR'UY 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH, MAINTA N 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NA LS SHALL DE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT W T1=1 PRESERVATIVE=TREATED WOOD SHALL BE OF HOT -DIPPED ZINC=COATED GALVANIZED STEEL OR STA N=ESS STEEL IN ACCORDANCE WITH SECTION -IBC 2304.9.5, ALL MINIMUM NA LING SHALL BE PER BC TABLE 2304.9.1 U.N.O. MACHINE BOLTS TO DE 4=301. BOLT HEADS AND NUTS DEAR NG AGAINST WOOD SHALL DE PROVIDED W STANDARD CUT WASHERS. M SCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO DE FASTENED TO WOOD WITH PROPER NAILS AND ALL (HOLES SHALL DE NAILED. G_L1ED LA'' NA- ED WOOD GLUED LAIR NA LED WOOD BEAMS (GLB) TO BE N ACCORDANCE W TH AN51/A TO STANDARD A190.1, AVERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED T IMBER. USE STRESS GRADE COMBINATION 24F-V4 (Flo : 2,400 PSI) FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL DE CAMBERED ON A 3500' RADIUS U.N.O. GLUE SHALL BE CASE N W TH MOLD INHIBITOR. UNLESS OTHERWISE SPECIFIED, SEALER SHALL DE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. AITC STAMP AND CERT F CATION REAL RED. PREA51R ATED JO 5T5: JOISTS SHALL DE AS NOTED ON THE PLANS AND AS MANUFACTURED DY TRUSS JOIST WEYERHAEUSER OR APPROVED EOU VALENT, JO STS TO DE ERECTED N ACCORDANCE W TH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND NSTALLAT ON INSTRUCTIONS. CONSTRUCT ON LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECT ON BRACING UNT L 51-EATHING ("MATERIAL FAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB ST FFENERS PER MANUFACTURER'S DIRECT ONS. JOIST HANGERS TO BE SIZED AND PROv DED BY THE MANUFACTLRER OR SUPPLIER. _AMI\ATEB VE\ ER LUMBER (=\L): LAM NATED VENEER L UI-BER (LVL) TO BE BY TRUSS JO ST WEYERHAEUSER (MICROLAM) OR APPROVED EQUIVALENT (Fb = 2,,00 PSI, E 1,900,000 PSI). MATERIAL SHALL BE DESIGNED 4 °'ANL=ACTLRED TO THE STANDARDS SET FORTH N ESR= 3E1. DEAR NG LENGTH SHALL NOT DE LES, THAN 13/41'DO NOT CUT OR NOTCH REAMS W THOLT PRIOR APPROVAL OR ENG NEER. HEEL CUTS SHALL NOT OVERHANG INS DE FACE OF SUPPORT NG MEMBER. BEAR \G I AL_ FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL DE Lx8 DF2 W TI- ONE CR PPLE AND ONE STUD EACH END FOR OPENINGS 5'=0" OR LESS AND TWO CRIPPLES AND ONE STLD FOR OPENINGS MORE THAN 5'=0" WIDE. AL_ COLUMNS NOT CALLED OUT ON THE PLANS SHALL DE TWO (2) STLDS. SPIKE LAMINATED COLUMNS TOGETHER W TH I,O 6 2" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAILS WITH 16d a 8" O.C. FALLS: ALL SHEAR WALL SHEATHING NAIL NG AND ANCHORS SHALL BE AS DETAILED ON THE DRAW NOS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATH NG (24/16) WITH A MINIMU1' PANEL EDGE NAILING OF 8d o.0. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHAL ,, DE COMMON WIRE OR GALVAN ZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT=DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORT-D PANEL EDGES. DES GNATED 3x FRAMING -AY BE (2) 2x MEMBERS FACE=NA LED WITH 16d e 21' O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END UHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' MSTA2.4 CONNECTOR U.N.O. E_OOR AND ROOF ERA' \G: DIMENS OVAL FRAMING "EYDERS SHALL DE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOODLE JOISTS LNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS N FLOORS AND ROOFS U.N.O. APPLY 3441' RATED SHEATHING (40/20) GLLED AND NA LED TO FLOOR FRAMING ME"DERS W TH 80 COMMON OR GALVAN ZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 121' O.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 83 COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 3 COMMON OR GALVANIZED DOX NAILS AT 2" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPEND CLEAR TO FRAMING AND STAGGER PANEL EDGES. _00R AND RO0 T(L55E5: TRUSSES TO BE DESIGNED AND SLPPLIED N ACCORDANCE WITH ANSI/TPI =2001. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED LNDER THE DIRECT SUPERVISION OF A PROFESS ° NAL ENG NEER L CENSED IN THE STATE OF WASH NGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONS BIL TY FOR THE WORK OF AL SLDORDINATES NVOL\/ED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DES GN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL DEAR THE QUA- -Pr" CONTROL STA-P, MANUFACTURER'S NAME DESIGN LOAD AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL DE ICC APPROVED AND LOADS SHALL DE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTAL',- Ti0N AND VERIFY ALE TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTAT ON AND PROVIDE LATERAL_ STABILITY N ACCORDANCE WITH THE CONSTRUCTION DRAWINGS' AND INDIVIDUAL TRUSS DRAWINGS. GENEA_ CO\STRLCT CO\ NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IDC), 2012 EDITION. THE CONTRACTOR SHALL DE RESPONSIBLE FOR ALL SAFETY PRECAUT ONS AND METHODS, TECHN QUES, AND SEQUENCES OR PROCEDURES EREQU RED TO PERFORM THE SPEC FIED WORK. THE CONTRACTOR SHALL VERIFY ALL D MENS ONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE CO`"MENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQU RED UNTIL ALL PERMANENT CONNECT ONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL EL LD NG DEPARTMENT REQU RED INSPECTIONS. DO NOT SCALE DRAW NOS. USE ONLY WRITTEN DIMENS ONS. =HE DETAILS SHOWN ARE TYPICAL AND SHALL DE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WR TTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SH AR W4 H MARK 1`11\11MLM 5PEAT=IN0 (1) S EATH NG NA LING (1) A\CHCOR E 0_TS (3) REMARKS (4, 5) 11/2" CDX 8d 0 6" O.C. 543" 0 60" O.C. Qall : 230 PLF A OR 055 1/2" CDX 80 4" O.C. 5/ " 0 32" O.C. Oa I _ 350 PLF OR OSD Ii2'1 CDX So 0 2" O.C. 5i8" 0 16" O.C. Qa II - 600 PLF 01°' OR OSB USE 3x STUDS AT ALL PANEL EDGES 4 STAGGER NAILS FR SEE DETAIL 12 / 52.0 FOR CONSTRUCTION 1 \0 E5 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL DE SHEATHED WITH RATED SHEATHING (24/0) AND NA LED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL, NAILING AT INTERMEDIATE FRAM NG TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL SE PER IBC TABLE 2304.9.1. NA LING IN PRESERVATIVE TREATED LUMBER SHALL SE STAINLESS STEEL OR OF HOT -DIPPED ZINC=COATED GALVANIZED STEEL PER ASTM 4153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY S MPSON STRONG TIE OR ICC APPROVED EQUAL TO SE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE. STUDS MINIMUM. 3) USE MNIMUM NIMUM OF TWO (2) DOLTS PER SILL PIECE WITH ONE DOLT LOCATED NOT MORE THAN 12' NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED DOLTS MIN MUM OF 1" INTO CONCRETE. WASHERS TO DE 3" x 3" x 1/4" PER IBC SECT ON 2300.12.8 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL N ACCORDANCE W TH ASTM A 53. 4) ALLOWABLE LOADS ARE PERMITTED TO DE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE W TH IBC SECT ON 2306.3. 5) DESIGNATED 3x STUDS `SAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" O.C. STAGGERED. 0 Jp; 0 0 4x12 n 4 x 10 _:; �> �,��.. ;A 1! �� A fl LJ //// // / , B 04 A J A 4x10 4x10 34x10.5GLB _0O A e 1,224 SO FT B LSTA30 - HDR 4 SILL \—TO 3x BLOCKING. (TIP. 2 PLACES) CODE CO kAPLIANCE , APPROVED D DEC 2 9 2014 City of Tukwila BUILDING D¢VISIO RECEIVED CITY OF TUKWILA JUL 242014 PERMIT CENTER JOE3 11 1/2" RATED SHEA NG 1/2" RATED SH EATH NG - 8de6"O.C. \ 2x VENTED FLOCKING, END NAIL TO TRUSS ' EACH END w/ (2) Ed. SHEATHING AND NAILING PER PLAN 0R SCHEDULE, SPLIOE_J TO OCCUR ON CO` II-110N MEMBER 0R BLOCK NO 52.0 I` FICA- ROO SCALE: I" = 1'-0" H1 FRAMING ANCHOR EACH TRUSS. USE 1A10=2 AT DEL TRUSS. TRUSS PER PLAN DEL 2x TOP PLATE. LAP SPLICE 4'=0" IN. 4 NAIL w/ I6d e 6" 0.C. STAGGERED \2x FRAMING PER FLAN. (BEAM AT SIM) "RA' 1\16 CON IC Sog5"0.0. (4" 0.C. e 51r .) GABLE END TRUSS. DEL 2x TOP PLATE. LAP SPLICE 4'=0" MIN. 4 NAIL w/ 6d e 6" 0.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SWEAR WALL SCHEDULE. • 5 . 435 e 45" 0.0. (USE 24" 0.0. AT SIM.) 2x ERACE PER TRUSS SUPPLIER OR e 48" 0.C. SECURE w/ 434 EACH END. 1 2x FRAMING PER PLAN (HEADER e 5 M.) ROO A'1 I\G '2 GABLE_ SCALE: 1° = I'-®" EXTERIOR SHEATHING PER PLAN OR SCHEDULE ---N\\ 2x PLOCK 8d e 4" 0.C.-- NG w/ bo e 8" O.C. \� 1/21' RATED SHEATHING--\ RAF)EP OR TRUSS PER PLAN ,\` w/ (2) 8o TO 2x PLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 4' i 1 2x PL00KING w/ (2) 8d TO STUD EACH END —2x STUD PER PLAN \J cOLUER ROO FRA'1 NO . SI-1EAR WAL_ 52.0SCALE: 1" = ILO" 1/2" RATED SHEATH NG w/ 8d e 0.C. TO FRAM NG TRUSS PER PLAN -\ NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. \ CONNECTOR STRAP PER PLAN. DPL 2x TOP PLATE. (PERM AT 5 hi.) DRAG 5TR, SCALE: 1" = 1'-0" CO1 2x STUD (NOT o SIM) C 10 SHEATHING 4 NA LING PER PLAN OR SCHEDULE. 8d 4 " ROOF SHEATH NO PER PLAN \ TRUSS OR RAFTER" = / PER PLAN 2x NAILER OR TRUSS \ w/ 150 e8"0.0. ROO- =1 A~ ING g 5 5._2.d/ SCALE: 1" = 1'=0" NOTE: SEE ARCH FOR FLASH REQUIREMENTS. 1 NI EAR (I A_ ING 2x FLOCKING 2x 5 UD SOLE PLATE NAIL NG. USE I6d 16" 0.C. M "SEC HOLDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPL 0E TO OCCUR ON COMM ON -IEMPER OR DLOCKING. 2x FRAM NG PER PLAN. (REAM AT SOLID RIM JOIST N (3) So JOIST-TO=TOP PLATE U.N.O. MA NTAIN "1IN. 1/2" END DISTANCE. " SUPFLOOR JOIST PER PLAN 2x DEL TOP PLATE. LAP SPL OE 41=0" M N. 4 NAIL w/ 5d ' 6"0.C. STAGGERED. CA ..L0O =FA' IN0 CONNECT ON 52.0 SCALE: 1" = 1'=0" \8de4"0.C. 37, II / 2x JOIST PER PLAN- - SHEATHING 4 NA LING PEIR�/ "LAN OR SCHEDULE. i 2x FRAMING PER PLAN. // (REAM AT SIM.) FRA-1 1\16 4-T 52.0,) SCALE: 1" _ 1 _O" SUEFLOOR 2x PLONKING w/ .435 /7 FRAMING ANCHOR AT 16" O.C. TO TOP PLATE. MSTC HIOLDOWN STRAP 'ER PLAN SHEATHING 4 NA LNG PE1R PLAN LLS HANG3P 1' TRUSS SUPPLIER. TRUSS PER PLAN I5d ' 8" O.C. SOLE • PLATE NAIL NG. RIM J0 ST w/ (3) 6c e EACH JO ST 4" 0.0. 3/4" SUPFLOOR JOIST PER PLAN (USE DEL / w/ HU5O210-2 HOLDOWN) 2x BLOCK NG w/ 435 FRAMING ANCHOR TO — TOP PLATE. 2x STUD PER PLAN./ (REAM AT S M) A11 g CA SCALE: I" = 1'-0" i \T. JOIST SHEATHING 4 NAILING PER PLAN OR--\ SCHEDULE 1\ SHEAR WA_ 52.0 SCALE: 1" = 1'-0" :RA 16d g 8" O.C. SOLE PLATE NA LING. 8o e 6" 0.0. LNO �3/4" SUPFLOOR JO ST PER PLAN LU5210 HANGER REAM PER PLAN ING A 5E-AM SHEA T41NG 4 NAILING PER PLAN OR SCHEDULE MST0 HOLDOWN PER FLAN —\ 16d ' 4" O.C. SOQE PLATE NAILING. 8d0.0.UNO \3/4" SUPFL00R TAW/ /RV TRUSS PER PLAN - LLS24 HANGER E`( TRUSS SUPPLIER rir`\ NEA LyAL_ 52.0 SCALE: 1" _ I'-O" —JOIST PER PLAN \ LUS 210 HANGER BEAM PER PLAN 1\,0 AT FLUSH BEAV DDL 2x TOP PLATE \ HDP PEP PLAN. TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. —\ Ti- 2x 51EL PLATE. S 5 EAR WA 52_0) SCALE: 1" = 1'=®" c0R0c RANG /2" RATED SHEATHING 4 NAIL NG SCHEDULE. 'ER 1D 3x BLOCKING (T=Y'P) RE VLWED FOR CODE COMPLIANCE APPROVED DEC 292014 City of Tolcvvila GILDING DIVISION SHEATHING 4 NAIL NG PER PLAN MSTC HOLDOWN PER PLAN 166 e 4" 0.C. SOLE PLATE NA =ING. 3/4" SHEATHING JOIST PER PLAN 2x BLOCK FLOOR PEA NG PER FLAN AC POST CAP (ALT. IXL GUSSET EA SDE w/(6)Sol ) SUPFLOOR 2x PLOOKING JO ST PER PLAN Lx4 PT POST (4x5 AT SPLICE) M45 ANCHOR (ALT. 434 ANCHOR - .- TWO 5 DES) 8" FTG PER PLAN FINISH GRADE + M N. 18" MIN. LSTA24 STRAP (FAR SIDE)\ 2x TOP PLATE HDR PER PLAN. \ 22" (MIN.) 101-0'1 MAXIMUM TOP OF STEM WALL ELEV. VARIES STHD14 4OLDOWN U.NO. RECEIVED CITY OF TUKWILA JUL 2 2014 PERMIT CENTER NAIL 'SHEATHING TO I-1DP w/ 8d 3" O.C. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS l5d AT 3" O.C. ' V (2) 2x STUDS (TIP.) 4x DLOCKING MIDDLE \ 24" F REQU RED. PO TA SCALE: NONE c1RA ` 1/2" RATED SHEATH NG (2 /0 EXP 1). NAIL w/ (2) ROWS 8d o 3" O.C. AT PANEL EDGES. (2) 2x PLATE. (NA L SLT'G TO EA PLATE) \ ` 2x PT SILL (2) 58" ANCHOR EOLTw/ MIN. U EMBEDMENT 4 � x x x, GALVANIZED FE WASHER. N FOUNDATION PER PLAN. N—MIN. 8" THICK STEM WALL w/ '4 EAR HOPIZ. TOP 4 BOTTOM. E PANE_ U Ts n:p 0 CV! (I3 -00R FRA1` -5:ey SCALE: I" = 1'=0" NG A- cR OR s EAR ALL 14 52.0 _OCR "RA' NG AT CRAW_ SPACE SCALE: 1" = I'=0" 014, 4, SHEATH NG 4 NA LING PER PLAN OR SCHEDULE N FINISH GRADE OR SLA5 ON GRADE STHD HOLDOWN PER P-AN =11 FOU1\ D,AT SCALE: 11' _ 11-011 2x STLD PER PLAN. LSE D5L STLD AT END OF SHEAR WALLS 4 HOLDOWNS, SEE SHEAR WALL SCHEDULE FOR 3x STUDS. M S LA5 ON GRADE OVER N. 6 MIL VAPOR FARRIER 2x PT SILL w/ ANCHOR DOLT 4 3" x 3" x 1/4 WASHER °ER PLAN OR SCHEDULE. USE 5/8"c 60" O.C. M N. L5AR g 2" O.C. - VERTICAL i QII -__ II-41I Ok 4_ 5L45 01 2x STUD PER PLAN. USE r'1 NIMLM (2) 2x STUD g ENDS OF S1-EAR WALLS 4 1-0LDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x SUDS. SHEATHING 4 NAILING PER PLAN. SP L OF TO OCCLR ON COMMON I-EMPER OR FLOCKING. - MIN 1211 MAX. I'=2" MN 2'-2" MAX. \ 2 7 Cad g 6" O.C. SOLE PLATE NAILING. 3/4" SHEATHING ANCHOR BOLT w/ 3"x3"x1/4" WASHER. SEE SCHEDULE FOR SIZE 4 SPACING.USE 5/8") AT 6011 O.C. U.N.O. 2x PT SILL - HORIZ, STHD HOLDOWN PER PLAN. '4 lb BAR g 2L11 O.C. = VERT. 4 $4 5AR CONTINUOUS O.)ND4-1O\ S2y SCALE: 111 = 11-01' 8" / I,-L" AT C 4LU_ SPACE 2x STUD PER PLAN. LSE -INIMUM (3) STUDS HOLDOWNS. FACE -NAIL w/ lid 1211 O.0 V' Y i EACH SIDE. SHEATI- NG 4 NAIL NG PER SCHEDULE rPn NOTE: SEE TYPICAL FOOTING DETAIL FOR ITEMS IN COMMON. 3 S2.1 II-2 HDUS HOLDOWN PER PLAN. SEE SUPPLIER PRODUCT GUIDE FOR INS T ALLAT ON DETAILS. 3/} 11 SUDFLOOR —JOIST PER PLAN. g D 0 • 2x FT SILL w/ ANCHOR BOLT \-4 31' x 3" x 1/4" GALVANIZED PLATE WASHER. HD, =O DOUJ SCALE: 11' = 11-0'1 -1/8 "4 A36 ROD t:u/ DDL NUT 4 Io x 311 x 311 WASHER ASSEMIL1- FO UN1DAT 0 STEM WALL 21-0" 81' a a a CONTINUOUS FTG. REINFORCEMENT 11=011 MINIMUM (� 5=_PP I) SCALE: 111 = 1,=011 cOO I1\ a 0 a 7 1 a MAX. OET4 L MSTC4O kOLDOWN. ALIGN WITH Er°BEDDED STHD-7 TYPE HO DOWN } EELOW. SHEATH NO 4 NAILING PER PLAN. SPLICE TO OCCLR ON CO-MMON— MEMBER OR D.00<ING SHEATHING 4 NAIL NO // PER PLAN. MATCH WALL-7 ABOVE U.N.O. S2.I 18" M FINISH GRADE N 0RIPP - W4 SCALE: 111 11-01' I6d e I611 O.C. SOLE PLATE NA LING. 3/4" SLDFLOOR (3) 8d JOIST=TO=TOP PLATE L.N.O. "A NTA N MIN. I /2 11 END DISTANCE. 2 x 6 STLD g 16" O.C. LSE DDL STLD 6 ENDS OF SHEAR WALLS 4 HOLDOWNS. 2x NA LER AND PT 5 LL w/ 5/8110 ANCHOR EOLT 4 3" x 31' x 1/41' WASHER AT 5'=011 O.C. U.N.O. (ALT, MASA 48" O.CJ STI=D TYPE LOLDOWN PER FLAN. /— 44 5AR g 10" O.C. = HORI Z. 10'=0" r'AX. 21=0" •� LBAR 1&11 O.G. - VERT. MAX SUM FINISH GRADE 81' 1-4" QUIT 18" "4 BAR CONTINUOUS MINI TYP.) EI4CK L cOLI\D4T 0 U w 3 FOR CODE C MIFFl DEC 29 2014 City of Tukwila EU9LDING DiVlSiON P RECEIVED CITY OF TUKWILA JUL 2 4 2014 PERMIT CENTER 4 bE, E ► I _Ali P"r Are 1 • •rJ a C hL 0 H 0 v ti • • J0I 3 1.)