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Permit D15-0126 - FOSTER LANE - LOT 9 - NEW SINGLE FAMILY RESIDENCE
FOSTER LANE LOT 9 14403 44 LN S D15-0126 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.Rov Parcel No: 0040000379 Address: 14403 44TH LN S Project Name: FOSTER LANE - LOT 9 COMBOSFR PERMIT Permit Number: D15-0126 Issue Date: 9/28/2015 Permit Expires On: 3/26/2016 Owner: Name: ORCAS HOMES Address: 1100 DEXTER AVE N, SUITE 375, SEATTLE, WA, 98109 Contact Person: Name: MEGAN PARSONS Phone: (253) 256-8748 Address: PO BOX 73790, PUYALLUP, WA, 98373 Contractor: Name: SOUNDBUILT NORTHWEST LLC Phone: (253) 848-0820 Address: PO BOX 73790, PUYALLUP, WA, 98373 License No: SOUNDNL911CL Expiration Date: 2/13/2017 Lender: Name: SOUNDBUILT HOMES Address: PO BOX 73790, PUYALLUP, WA, 98373 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2385 SQ FT SINGLE FAMILY RESIDENCE WITH A 591 SQ FT ATTACHED GARAGE AND A 109 SQ FT COVERED PATIO DECK PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. Public Works ACTIVITIES INCLUDE EROSION CONTROL, LAND ALTERING, ACCESS DRIVEWAY AND STORM DRAINAGE. Project Valuation: $329,437.83 Fees Collected: $10,214.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channel ization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 155 Fill: 9 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No �Ae IPermit Center Authorized Signature: Date: 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: Date: 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: 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). 4: 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) 5: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 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: Site visit showed street trees are in poor condition. This must be corrected prior to calling for the landscaping final inspection. 11: The existing fence for Lot 9, along S. 144th Street, shall be reconfigured to remove the section that blocks the view of the front door from S. 144th St. The fence shall be located west of the front porch. This will be inspected during the Planning final inspection. See redlines and note on sheet SP1. 12: ***PUBLIC WORKS PERMIT CONDITIONS*** 13: 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. 14: Permit is valid between the weekday hours of 7:00 a.m, and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 15: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 16: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 17: Any material spilled onto any street shall be cleaned up immediately. 18: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 19: 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. 20: The Land Altering Permit Fee is based upon an estimated 156 cubic yards of cut and 9 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. 21: 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. 22: 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. 23: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Applicant shall obtain Water Service/Meter Permit from Water District #125 and sanitary side sewer permit from Valley View Sewer District. 24: Construction shall be performed in accordance to Foster Short Plat Geotechnical report, dated July 28, 2015 and prepared by Ages Engineering, LLC, P.O. Box 935, Puyallup, WA 98371. 25: ***BUILDING PERMIT CONDITIONS*** 26: 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. 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: 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. 29: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 30: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 31: All wood to remain in placed concrete shall be treated wood. 32: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 33: 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. 34: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 35: 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. 36: 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). 37: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 38: 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. 39: 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. 40: ***MECHANICAL PERMIT CONDITIONS*** 41: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 42: 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. 43: Manufacturers installation instructions shall be available on the job site at the time of inspection. 44: 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. 45: 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. 46: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 47: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 48: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 49: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 50: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 51: 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. 52: 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. 53: 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. 54: 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. 55: 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. 56: 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. 57: 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. 58: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 59: 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 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 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 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department ' Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.TukwilaWA.go Combination Permit No. Q 1 J Project No.: Date Application Accepted: L� ( C Date Application Expires: [6) t - ?:,-,=1Sa- use 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 1 Site Address: 14403 144th Ln S, Tukwila PROPERTY OWNER Name: Orca Homes Address: 1100 Dexter Ave N Suite 275 City: Seattle State: WA Zip: 98109 CONTACT PERSON — person receiving all project communication Name: Megan Parsons Address: PO Box 73790 City: Puyallup State: WA Zip: 98373 Phone: (253) 256-8748 Fax: Email: meganp@soundbuilthomes.com GENERAL CONTRACTOR INFORMATION Company Name: Soundbuilt NW LLC Address: PO 73790 City: Puyallup State: WA Zip: 98373 Phone: (253) 848-0820 Fax: Contr Reg No.: SOUNDNL911CL Exp Date: 02/13/2015 Tukwila Business License No.: BUS-0995528 King Co Assessor's Tax N -Fn\e,v- 1 A ARCHITECT OF RECORD Company Name: Landmark Design Architect Name: Kevin Bentson Address: 1202 Main St # 104 City: Sumner State: WA Zip: 98391 Phone: (253) 826-7808 Fax: (253) 826-4946 Email: kevin@landmarkplans.com ENGINEER OF RECORD Company Name: Sega Engineers Engineer Name: Greg Mesenvitz Address: 22939 SE 292nd PI City: Black Diamond State: WA zip: 98010 Phone: (360) 886-1017 Fax: (360) 886-1016 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27,095) Name: Soundbuilt Homes Address: PO Box 73790 City: Puyallup State: WA Z1P 98373 HAApplicationsWorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8.9.1 Ldo" Rmsed: Aug= 2011 Pagel of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Construct new SFR using plan � DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement O floor 1,063 2 ad floor 1,322 Garage m carport ❑ 591 Deck — covered ❑ uncovered ❑ Covered Patio 109 Total square footage 3,085 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 1 furnace <I00k btu 1 thermostat emergency generator 2 appliance vent wood/gas stove fuel type: ❑ electric m gas 5 ventilation fan connected to single duct water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ IC COL) 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 4 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) lawn sprinkler system 3 gas piping outlets H:\Applications\forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldo" Revised: August 2011 Page 2 of 4 bh PUBLIC'WOMS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila m ... Water District 4125 ❑ .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ® ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑ ... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. 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 Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line12011 Applications\Combination Permit Application Revised 5-9-1 l.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES. —.-APPLICABLE TO ALL PERMITS IN THIS APPLICATION Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WAS GTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Print Name: Megan Parsons Date: 06/03/2015 Day Telephone: (253) 256-8748 Mailing Address: PO Box 73790 Puyallup WA 98373 City State Zip H:WpplicationsTorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.do" Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME -F;` 1r& I aY 8 14 9 PERMIT # l ,)-bOCP If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category: Mobilization %IVOb Erosion prevention 65,D®- Abne( Water/Sewer/Surface Water 'SO5c)0 Road/Parking/Access r t C\ A. Total Improvements 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 11J5 . %S cubic yards Enter total fill volume q .1 + cubic yards 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 Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 01. (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $� The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PWmay adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ (6) 7. Pavement Mitigation Fee $ (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 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. F, QUANTITY IN CUBIC RATE YARDS 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 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 0 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 tt°� 'Rsg Last Revised 12/17/14 t� t! I 41 (8) (9) J 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 $ 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 I. Other Fees DUE WHEN PERMIT IS ISSUED Total A through I (6+7+8+9+10+11) $ (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 1 $12525 1 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS PermitTRAK $16,054.83 D15-0125 Address: 14414 44TH LN S Apn: 0040000385 $8,321.94 DEVELOPMENT $3,998.10 PERMIT FEE R000.322.100.00.00 0.00 $3,993.60 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 R104.345.851.00.00 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 $1,305.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $229.46 TECHNOLOGY FEE R000.322.900.04.00 0.00 $229.46 D15-0126 Address: 14403 44TH LN S Apn: 0040000379 $7,732.89 DEVELOPMENT $3,437.10 PERMIT FEE R000.322.100.00.00 0.00 $3,432.60 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 R104.345.851.00.00 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 $1,305.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 Date Paid: Wednesday, September 16, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 1841 Printed: Wednesday, September 16, 2015 3:50 1 of 2 SYSTEMS PM DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $16,054.83 D15-0126 Address: 14403 44TH LN S Apn: 0040000379 $7,732.89 PUBLIC WORKS $1,305.38 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $201.41 TECHNOLOGY FEE TOTAL' . R000.322.900.04.00 0.00 $201.41 Date Paid: Wednesday, September 16, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 1841 Printed: Wednesday, September 16, 2015 3:50 2 of 2 II E�SYS7EM5 PM DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $10,377.81 D15-0123 Address: 4409 S 144TH ST Apn: 0040000375 $2,569.59 DEVELOPMENT $2,319.59 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,319.59 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0124 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0125 Address: 4409 S 144TH ST Apn: 0040000375 $2,845.84 DEVELOPMENT $2,595.84 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,595.84 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0126 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TOTAL1 ,377.81 Date Paid: Wednesday, June 03, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 10377.81 Printed: Wednesday, June 03, 2015 4:04 PM 1 of 1 Or SY57EM5 r BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 7rr_)5 kJ � CLY I; �. � PERMIT # � ' , If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category: Mobilization iC',MX Erosion prevention 'Doc) C. � Water/Sewer/Surface Water �&�50C 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 ��LJ� cubic yards Enter total fill volume 1- cubic yards 1D1 cep $ !cc (4) 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 Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (RECEIVED CITY OF TUKWILA Approved 09.25.02 ... JUN 0 3 2015 Last Revised 12l17/14 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 $ (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 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 RATE YARDS 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for Is' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for Is' 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 lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) N (8) (9) Approved 09.25.02 Last Revised 12/17/14 .4"» + �' ""• I 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 I. Other Fees Total A through I $_ DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 12/17/14 K, M INSPECTION RECORD rl--�7� Retain a copy with permit SP ION 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 Pro'ect: Type tips ectio Date Called. Special Instructions: Date Wantec(:�� a.m. // p.m. Requester: Phone No: Inspector: ' Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Iv INSPECTION RECORD0 t) ©�� Retain a copy with permit SPECTION 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: 0 tutd b"-f Type o Inspectio : t c r-c Adlgs: 3 �i Date Called: Special Instructions: Date W/anted: a.m. b O p.m. Requester: Phone No: Inspector: !E—f I Date: 1�'_ `® 4 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. AN INSPECTION RECORD C. Retain a copy with permit I Pf S -®� ECTION 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 Pr ject Type AInspectiom IdM.3 GDate � ailed Special Instructions: Date ant d: a.m. _ C p.m. Requester: sGD Phone No* 11 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 155 r Inspector: `/�IDate: 1/ 6 1, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 041 INSPECTION RECORD Retain a copy with permit ��s� 1177PECTION 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 Pr 'ect: ;6uj1dbv-(-1 fi Type f Inspection: pt Q mb LL�t Address.- � � CZ��/I GI Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Inspector: Date: / — 7 — 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Z' Retain a copy with permit �l S O I Zip 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: Type of Inspection: 010 AINCIlled: Address: Special Instructions: Date Wah / a.m. (D g i7� p.m. Requester: Phone No: Approved per applicable codes. l_J Corrections required prior to approval. nspector: Date: REINgPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ 1 Retain a copy with permit �' - 0 1 uP 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: Type of Inspection: Address: Date Called: IL/VD, S -2,0 1 SpecialInstructions: Date Wanted:n 6/1 ei /7�b I 4f p.m. Requester: S CU Phone No: 3-7 -7 Approved per applicable codes. Corrections required prior to approval. ❑ REINSPECTI©N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD n13 Q !Retain a copy with permit �T' �� '%�PECTIOWNO. PERMIT NO. . . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ,(206) 431-3b70 Permit Inspection Request Line (206) 438-9350 (t c P I P r—t k—¢/ Pro'.ct: >c) vd bw' Typ rf Inspec ion: r � V. �--,v Addres : 63 �-sv Date Called: Specialinstructions: Date W nted:, a.m. I, p.in. r. Requeste Phone No: (inspector: �L/� IDate: L/— * , /L I M REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD (r� Retain a copy with permit f 5 ION 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 Pr 'ect: IIaa V JtR� � Type of Inspection: P ( e5p: y ` (;. `T 163 Date Called: Special Instructions: A A A Date W�nte _.( a.m. 1•� 1. p.m. Requester: Phone No: 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 permit ermit INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 If Project r/' � Type of Instp%ory:/ .--- - - Address: c ate Called: Special Instructions: Date Wanted: .m. Requester: Phone No: rp oved per applicable codes. Corrections required prior to approval. COMMENTS: VV inspector: +� � � 1' Date: REINSPECTIfON FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 i�)� I tcrlaly NO. PERM, a copy with permit DlJ�Rn�11 NO CITY OF TU[KWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: G� Address: 1 D Type of inspe Date Called: ion: Special Instructions: Date Wanted: a.m. Requester: t Phone No: �T 3 917F� 110 Approved per applicable codes. El Corrections required prior to approval. Inspector', -(Dat' nb T 5 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of In ection: 6g Add r�s � � Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. (inspector: '1-T /I.-- �,_e/ � Iuate: � El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. / J�— 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:_A Type of Insp ctiu: Address: fie' Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter 131vd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit (��d 'tNVECTION 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 Type of Inspectio : Address: /�,J� � Date Called: pecial Instructions: Date Wanted: p.m. Requester: r Phone No: Approved per applicable codes. J LCorrections required prior to approval. ❑ 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 co with ermit 4 INSPECTION NO. py p 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 Inspe tion: Address: t- Date Called: / Special Instructions: Date Wanted: a.m. [ p..m. Requester: Phone No: L.-J Approved per applicable codes. LJ Corrections required prior to approval. Inspector: Date: af'` REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. 2 W INSPECTION RECORD Retain a copy with permit INSPrCTION NO. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje� Type of I ectiAP: Addr4e/ss: f 7 � ' Date Called: Special Instructions: Date Wanted: a.m. Requester: P--Tfc:�� ( � Phone No: Approved per applicable codes. F-1 Corrections required prior to approval. I' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. c INSPECTION RECORD �l 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;.- 1-66 Typ of Inspecti jgn I L11- se � � Date Called: Special Instructions: Date Wanted: a. P.M. Requester: lPhonre.WoT? � 6 // 7 ® Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 'j Inspector:_ Date: /( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C.J'� INSPECTION RECORD Retain a copy with permit f' 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'" % Type off_I/nspec%Yon: Address: Date Called: Special Instructions: All Date Wanted: ` a.m. Reque r: r _ Phone No: C Approved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD n3 Retain a copy with permit INSrMTION 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 Pro'ect. f�� /may 11gfTe- LO Type of Inspection: c A dress: Date Called: Spe6af Instructions: Date Wanted: a.m. 19 -'2-4C) p.m. Requester: Phone No: IInspector: `tom IDatejb-2-Q�—.r_�— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Rij INSPECTION RECORD Retain a copy with permit AfS�-6�Z- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 981`$8 (20 ) �131-367. 0 �� Permit Inspection Request Line (206) 438-9350 t-p `JCVttQ ' wA Pro'ect: o , f Type of Insp tior�: A <5 Add ess: 1 03 Vy r-k kvu--fo. Date Called: Special Instructions: p A Date Wanted: a.m. / p.m. Re uester. o u-k bu' Phone No: 2o53 -- lei — f 7 IInspector: IDate: P_��: El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD PIS -y 6 �} Retain a copy with permit 1s - c - 1-7k INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �4 Type of I spection: '�;P -F4-t , V4j vttl Address: l 0 u K Contact Person: Suite #: Special Instructions: Phone No.: -Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: l.,,,Il/� 114 1 Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER i74 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �5 ��))AType of Inspection; S P ro IJ t/- kf%-7 rYo Address: Contact Person: ' Suite #: Special Instructions: Phone No.: Approved per applicable codes. COMMENTS: i� o —0� 1-1 Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 0m Date: Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 0 0 Z FOSTER SHORT PLAT LOT- 0 9 S 144R ST. 25.29' 39.49' 38.77 ' 9 (ti ;ti p0 •" m h SILT UTILITY EASEMENT d' SCE - r — PRIVAIF DRAINAGE I I I O PORCHEASE,E- C) — 2853B9-2 o :$.. ELEV.-e r 3-CAR I GARAGE ._. 1 57' . RI PRIVAWA TE I SEON WER EASEMENT — — ..... DNSC ENm !I. ': - pry ... °:. I I I — — _ — — — J S803 9 24.61 ' RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER NOTES: 1. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. 2. SILT FENCE TO BE INSTALLED AS APPROVED BY INSPECTOR. 3. TIGHTLINE ROOF DRAINS TO PLAT STORM DRAINAGE LOT STUB -OUT. DRIVEWAY DRAINAGE- ROUTE TO STREET CONTACT INFO TANER: (253) 848-0820 It -------- D FOR SEP 2 5 2015 Cite of Tukwila BUILDING DIVISP ROOF= 2104 S.F. DRIVEWAY & SIDEWALK= 495 S.F. TOTAL= 2599 S.F. LOT S.F.= 7037 ,y� L 73. 72' 10' SIDEWALK & UTILITY EASEMENT 1'., a-- 0140).(0 SCALE: 1 "=20' 0 10 20 40 i Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information 1-213-2853-3L This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGCb,e Ceiling Wood Frame Wall9.k.' Mass Wall R-Value' Floor Below Grade Wall°.k Slab R-Value & Depth 5 & Marine 4 R-Valuea U-Factora R-Valuea 6 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 21/21h 0.056 21+5h 0.044 309 0.029 309 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 " I able R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of area. Additions to existing building that are less than 750 square feet of heated floor ar 02. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Creditfs) la lEfficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 1 c Efficient Building Envelope 1 c 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 CH 201 Cif! of TUkdIs MILDING DIVISION *1200 kwh RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER http://www.energy.wsu.edu/Documents/2012%2ORes%20Energy i)dft)t S v 1.5 0.0 1.50 N Window, Skylight and Door Schedule Project Information 1-26-2853-31- Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Ref. U-factor Powder Room 0.30 Great Room 0.30 Great Room 0.30 Dining Room 0.30 Dining Room 0.30 Kitchen 0.30 Den 0.30 Entry 0.30 Entry 0.30 Bedroom 2 0.30 Master Bedroom 0.30 Master Bath 0.30 Stair 0.30 Bedroom 4 0.30 Bedroom 4 0.30 Bedroom 3 0.30 Attic Room 0.30 Attic Room 0.30 Entry Door 0.20 Garage/DwellingGarage/Dwelling Door 0.20 Contact Information Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch =ME ©®E©E MMEME MMEME MIN MMEME MMEME MMEME ©©s©■ MMEMN MMEME MMEME MIEN MMEME MINNI®M MMEME MME�� MMEME MMEMN MMEME MINE�� MMEME MMEME MMEME MMEME MMEME MMEME MMEME MMEME EIM■M■ MMEME MM■.■ MMEME MMEME Area UA MBM� MBM� Area UA .$ W M. �MB M0 .�M� B MH Mi MU ,,, „ ,., ., ,. „ ,,. „ . ,. „ ,,, Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor Width Height 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) 401.31 116.61 0.29 Area UA � loe 401.3 116.61 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 Drocedures 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. c unracnnrormation L2B-2853-3L Heating System Type: O All other Symms O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Design Temperature Difference (AT) Tukwila I N "T = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 2,853 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 8.5 24,251 Glazing and Doors U-Factor X Area = UA Instructions 0.30 402 120.60 Skylights U-Factor X Area = UA Instructions 0.50 Insulation Attic _ U-Factor X Area = UA Instructions R49 0.026 1,465 38.09 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions s Select R-Value J I No selection — 1171i Above Grade Walls (see Figure 1) U-Factor Area UA Instructions R-21 Intermediate 0.056 2,565 143.64t Floors _ _ _ _ U-Factor Area UA Instructions _ R-30 � 0.029 1,460 42.34 Below Grade Walls (see Figure 1) U-Factor Area UA Instructions Select R-value � I, No selection — 0 Slab Below Grade (see Figure 1) F-Factor Le� UA instructions Select conditioning - i �� No selection — Slab on Grade (seeF;yurel) _ F-Factor LeL UA Instructions Select R-Value IV No selection J — Location of Ducts � Instructions -- - -- - � Duct Leakage Coefficient Unconditioned Space � � �;1 1.10 Sum of UA 344.67 Fi ure 1. Above Grade 46 Envelope Heat Load 15,855 Btu/Hour Sum of UA X AT Air Leakage Heat Load 12,048 Btu / Hour volumeX 0.6XATX.018 Building Design Heat Load 27,902 Btu / Hour Air Leakage +Envelope Heat Loss Building and Duct Heat Load 30,693 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1,10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 42,970 Btu / Hour Building and Dud Heat Loss X 1.40 for Forced Air Furnace Building and Dud Heat Loss X 1.25 for Heat Pump (07101113) 4k Ages Engineering, LLC PPuyallup, P.O. 5 WA. 98371 Main (253) 845-7000 A Geotechnical & Environmental Services LLC www.agesengineering.coin Ed Flanigan Keller Williams International The Flanigan Group Orca Homes 1100 Dexter Ave. N., Suite 275 Seattle, WA. 98109 Subject: Geotechnical Report Foster Short Plat 4419 S. 144a' Street Tukwila, Washington 98168 Parcel Number: 0040000375 Dear Mr. Flanigan, July 28, 2015 Project No. A-1212 ORRECTION � TR# RECEIVED CITY OF TUKWILA AUG 1 12015 PERMIT CENTER As requested, we have completed a geotechnical evaluation for the new construction planned at the subject site located at 4419 S. 144s' Street in Tukwila, Washington. The location of the site is shown on the Site Vicinity Map provided in Figure 1. We were provided with the City of Tukwila Correction Notice #l, and 15 sheets of Civil Engineering plans showing the planned site development. According to the Correction Notice provide to us, the City of Tukwila has requested load bearing capacity for the foundations planned on the site, and recommendations for the foundation and roof drains on the lots. According to the plans provided to us, the existing structure on the site will remain and the remaining portions of the site will be subdivided to achieve 8 additional residential lots. The existing residence will be located on Lot 1. Lots 2 through 9 will be located on the remaining portions of the site. The new residences will be one- to two-story wood - framed structures with raised floors constructed over a crawl space. Attached garages will have slab -on - grade floors. Foundation loads should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and 25 to 50 kips for isolated column footings. The sites storm water system will be a combined infiltration and detention system. Development storm water from the sites' interior roadway will discharge to a detention vault constructed under the sites' interior roadway. Development storm water from the roof and foundation drains of each of the new structures will disci facilities constructed on each lot. An overflow for each of the infiltration systems will ( basins connected to a final catch basin that will link the sites' storm water system to the Tukwila system located in the adjacent South 140 Street roadway. SEP 2 5 2015 of Tukwila NG DIVISION Mr. Ed Flanigan July 28, 2015 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 �e.purpokekcafpur.service was to perform a geotechnical evaluation of the site soil and groundwater conditions to develop design and construction recommendations for foundation bearing of the new structures planned on the site, and to discuss the planned storm water plan. Specifically, the scope of services for this Geotechnical Report will include the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting aee000gic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. • Advancing four to five test holes in the planned new development area to a maximum depth of approximately 12.0 feet below surface grades. • Providing geotechnical recommendations for site grading including subgrade preparation fill placement criteria, and suitability of on -site soils for use as structural fill in the foundation areas. • Providing geotechnical recommendations for design and construction of new foundations including allowable bearing capacity and estimates of settlement. • Provide a discussion of the planned development storm water plan. SITE CONDITIONS Surface The subject site is a residential development located at 4419 S. 144a' Street in Tukwila, Washington. The subject site is currently occupied with a single-family residence located in the northeastern portion of the site. The remaining portions of the site have been developed to include 8 residential single-family lots. The site is bordered with single-family residential parcels to the east, west, and south, and South 144"' Street to the north. Site access is provided from South 1446 Street located along the north side of the site. To provide access to all of the lots, a new roadway was constructed onto the site. The new roadway extends from South 144`'' Street at the center of the sites' northern property line. The site roadway terminates at two hammer heads located near the center of the site. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general, the site slopes down to the west at surface inclinations ranging from 0 to 8 percent. Site vegetation has been cleared along the majority of the site and consists of various landscape bushes and trees around the existing residence located in the northeast comer. • • Page - 2 - . ....... ..... . - Mr. Ed Flanigan July 28, 2015 Mapped Soils According to the draft version of The Geologic Map of Des Moines, Washington, the soil in the vicinity of the site are mapped as glacial till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The till was deposited beneath the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till will typically be found in a very dense condition 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. Site Explorations On July 27, 2015 a representative from our office was on site to explore subsurface conditions at the site by advancing 4 hand -augured test holes to a maximum depth of 5.5 feet below existing surface grades. The approximate Test Hole locations are shown on the Exploration Location. Plan provided in Figure 2. Our representative continuously monitored the excavations, maintained logs of the subsurface conditions encountered in each test hole, obtained representative soil samples, and observed pertinent site features. The specific number, location, and depth of the explorations were selected by Ages Engineering, LLC personnel in the field. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) provided in Figure 4. The explorations performed as part of this evaluation indicate subsurface conditions at specific locations only and actual subsurface conditions can,vary across the site. Furthermore, the nature and extent of any such variation may not become evident until additional explorations are performed or construction activities begin. The test hole logs are provided in Figures 5 and 6. Representative soil samples obtained from the test holes were placed in sealed containers and taken to a laboratory for further examination and testing. The moisture content of the soils obtained during our exploration were determined and are presented on the test hole logs. Site Soils In general, the soils we observed underlying the site during our site explorations confirm the mapped stratigraphy of the site area_ The soils encountered in the Test Holes consist of 2 to 18 inches of old fill overlying native silty sand with gravel consistent with glacial till. The soils observed in Test Holes TH-1 through TH-3, located on Lots 2, 3, and 4 respectively, consist of 2 inches of wood chips overlying silty sand with gravel consistent with glacial till. The soils observed in Test Hole TH4, located on Lot 6, consist of 2 inches of wood chips overlying old fill consisting of silty sand with gravel to a depth of 1.5 feet below surface grades. In general, the old fill was brown and in a medium dense and moist condition. Underlying the wood chips in Test Holes TH-1, TH-2, and TH-3, and underlying the fill in Test Page-3- Mr. Ed Flanigan July 28, 2015 Hole THA we encountered silty sand with gravel consistent with native glacial till. The till was medium dense and weathered in the upper 3.0 to 4.0 feet. The unweathered glacial till was encountered at depths ranging from 3.0 to 4.0 feet below surface grades. The test hole logs are provided in Figures 5 and 6. Groundwater We did not encounter groundwater seepage in any of the test holes advanced at the site. However, we encountered mottled soils in the upper portions of the native glacial till soils indicating 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). DISSCUSSION AND RECOMMENDATIONS General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structure can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. 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 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 will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfdl. 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 site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new foundation area. Organic soil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. Once clearing, stripping and cutting operations are complete, fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, the native organic -free subgrade must be in a relatively stable condition. Prior to placing structural fill, and to prepare the Page - 4 - Mr. Ed Flanigan July 28, 2015 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 Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native and fill 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 soil 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 3/4.inch fraction Prior to use, Ages Engineering, 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. Excavations All excavations at the site associated with confined spaces, such as lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the weathered glacial Page - 5 - Mr. Ed Flanigan July 28, 2015 till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense unweathered glacial till soils are classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. - 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 3,000 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 on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 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 backfilled 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. Page - 6 - T Mr. Ed Flanigan July 28, 2015 Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 3,000 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf *Details regarding the use of these parameters are provided in the section above. Storm Water Development storm water from the roof and foundation drains of each of the new structures will discharge to infiltration facilities constructed on each lot. An overflow for each of the infiltration systems will discharge to the catch basin storm drain system on the site before connecting to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South 144'h Street roadway. The development storm water from the sites' interior roadway will discharge to catch basins leading to a detention tank placed under the roadway. The detention tank will discharge to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located .in the adjacent South 144'b Street roadway. In our opinion, the development storm water plan as shown on the plans provided to us and described above should be sufficient to control and discharge the collected storm water. Slab -On -Grade Floors Slab -on -grade floors should be supported on subgrades prepared as recommended in,the "Site Preparation and Grading" section of this report. 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 firm 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 sand or gravel Iayer 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. Page - 7 - Mr. Ed Flanigan July 28, 2015 ADDITIONAL SERVICES 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, Ages Engineering, LLC 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 the 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 Ages Engineering, LLC and is intended for the exclusive use of Mr. Ed Flanigan and his 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 construction. If variations appear evident, Ages Engineering, 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. Page - 8 - W. Ed Flanigan July 28, 2015 We trust this information is sufficient for your current needs. if you have any questions, or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC 15' EJ PIRES //-08 -ZOl(e Bernard P. Knoll, II, P.E. Principal BPK:bpk Project No.: A-1212 ATTACHMENTS: Figure 1— Site Vicinity Map Figure 2 — Exploration Location Plan Figure 3 — Geologic Map Figure 4 — Unified Soil Classification System Figures 5 and 6 - Test Hole Logs Page - 9 - hanh Smxr Petri i! R veIltn n fazer GWf w Foster' lAs , JC Nl :11; 5. vt =: P--,X S, ..mot c _I "r 15-6 o to y s c S14 mcr .t t: R •I 5 ' ir.i' :1 C f �S � J r •t .. `::rt a 4 5iti{r•1S+ I E > a t Ste S 14q 5j 5 IC4,1 St r, y _ Zt1{vsvIt� t Cryctl,.1 `''a� SPn� Rul< O 2000feet 500 m s ter st a a IRS'• (� `tl..-Ce+t♦.>. t{ { I Jf a a a d St 7 a S t;bth S' . ? „`r y S 17h(h St t rst SSRitrb I v —in $t S Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 vvww,agesengineaing.com Site Vicinity Map Foster Short Plat 4419 S 14,e Street Tukwila, Washington Project No.:. July 2015 Figure 1 -441H �U W"4 LW -if It SP hoc". m-; i1 (� ./ , Lorr I LJOT 2 TH-1 *T W. P V 4 .4 TH-2 I H-4 TH-4 0 *TH-3 Lar 3 f LW 6 iN L&4 z KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 %vWW.agCcC4ginmin&C0m Exploration Location Plan Foster Short Plat 4419 S. 144" Street Tukwila, Washington Project No.: A-1212 July N15 Figure 2 Approximate Site Location 0 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98171 Main (253) 845-7000 —ag—&eerin — j Qvr Geologic Map Foster Short Plat 4419 S. 1440' Street Tukwila, Washington UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay COARSE More than 50% Of Coarse Fraction Retained on WITH BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED SOILS No. 4 Sieve GRAVEL WITH > 15 % GM Silty GRAVEL GC Clayey GRAVEL FINES SAND Sir Well -Graded SAND More than 50% Retained on SAND WITH < 5 % FINES SP Poorly -Graded SAND SAND SW-SM Well -Graded SAND with silt No. 200 Sieve SW -SC Well -Graded SAND with clay ° More than 50% Of Coarse Fraction Passes No. 4 Sieve WITH BETWEEN 5 AND 15 % FINES SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay SAND WITH > 15 % SM Silty SAND SC Clayey SAND FINES FINE ML Inorganic SILT with low plasticity GRAINED SOILS SILT AND Liquid Limit Less than 50 CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity MorPassese than CLAY Liquid Limit 50 or more MH Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS ii PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in. ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. Ages Engineering, LLC P. O. Box 935 Pu)allup, WA. 98371 Unified Soil Classification System (USCS) Foster Short Plat. 4419 S. 144d' Street Main (253)845-7000 Tukwila, Washington wvvw.agesen&eering_com Project No.: A-1212 July 2015 Figure 4 __ _..._ ....... ...-- - 1--- P.O. Box 935Ages Engineering,LLC Puyallup, WA . 98371 Office (253) 845.7000 Test Hole TH-1 DATE July27,2015 LOGGED BY: BPK nev: Depth Soil Description Notes (feet) M% I Other 0 Brown mottled reddish -orange silty SAND with gavel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 Nest Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH-2 DATE: July 27, 2015 LOGGED BY., BPK a.Ev: Depth Soil Description Notes (feet) M% I Other 0 Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Figure 5 Pwjedno.: A-1212 es EAgngineering,IL L C P.O. lava 9;5 Puyallup, WA, 98371 Office (253) 845-7000 Test Hole TH-3 DATE: July 27, 2015 LOGGED BY: BPK II.EV: Depth Soil Description Notes feet M% I Other 0 Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH4 DATE: July 27, 2015 LOGGED at: BPK ELEV. Depth Soil Description Notes (feet) M% Other 0 FILL: 2 III CHES Wood Chips overtyine brown silty sand with gravel, medium dense. moist. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. 5 (SM) (Glacial Till) Test Hole terminated at a depth of 5.5 feet below surface grades. No groundwater seepage encountered. 10 Figure 6 Pmjw1,°.: A-1212 r FILE STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT EVIEWED FOR 1E CQMp1.lANCE APPROVED SEP 2 5 2015 Cult of Tukwila BUILDING DIVISION Job No.: 12-021 Location: Lot 9, Foster Tukwila, Washington Plan 1-213-2853-3 April 3, 2015 CORRECTION LTR#_t,__ RECEIVED CITY OF TU.KWI! A. SEP 1* 8 gn PERMIT CENTEP b Is*-- C) I *Z(a SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292°d PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2015, SEGA Engineers rJ STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Job No.: 12-034 Location: Lot 2, Foster Tukwila, Washington Plan 2603 August 6, 2015 RECEIVED CITY OF TUKWILA AUG 1 12015 PERMIT CENTER C6RREC'BIMFi lTAl1 - -1e SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2015, SEGA Engineers blo%o 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 1-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 Design Criteria International Building Code (IBC), 2012 Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph KZt 1.00 Exposure B Seismic Design Category D SpS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf (Vuit) Project Plan 2603 Job No. 12-034 By: GAT Checked Date:06/26/13 Sht i SEGA Engineers, Project Plan 2603 Structural & Civil Consulting Engineers Job No. 12-034 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 03/21/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf '/2" OSB 2 x @ 24" Insulation 5/8" GWB Misc. LL Snow, Pf Reduction, Cs 5112 pitch = 23 deg Total Roof Load LL DECKS DL LL WALLS DL Flooring 3/4" Plywood 2x12@16"oc 5/g" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding '/2" Plywood 2x6@16"oc Insui '/2" GWB 14.2 psf 25 psf 0.00 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf (I IS% Load Duration) (Ct = 1.1, other surfaces) 39.2 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 40 psf 48.6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf Copyright 2012, SEGA Engineers SEGA Engineers f PROJECr Structural & Civil Consulting Engineers JOB NO. FIGURED BY vT►Fi T� 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATEOy (360) 886-1017 /jam SHEET 7 OF S Kv, ,c — 13y" Cmt4.2.,4- F— — iZ-40 Copyright 2012, SEGA Engineers SAGA En�ineers� PROJEc,, ! Structural & Civil Consulting Engineers JOB NO. 1 Z �p3 FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DATE 11z SHEET OF S Y-7 - et �6 L& A, N _S_ - I -1k) 03 k a2 gr4_ U.,0'-Mr= 4111- 5 tIz4-:_ a sC dot o, 3.k/0' ! A� t -!)— C' _ 'o,�a"'i tIK VS �ti Co, sz'-/� 3 ► I IL o� .._........ z Qk- 1 Z� Copyright 2012, SEGA Engineers SEGA Engineers, Structural & Civil Consulting Engineers Project Plan 2603 Job No. 12-034 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 06/26/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDs W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SDs =1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, SS > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof= (40ft) (36ft) (16psf)+ (2) (40ft+ Wirt= (40ft) (42ft) (14psf)+ (2) (40ft+ Design Base Shear, V = (.169) (66 kip) = 11.1 kip E = 11.1 kip = 7.9 kip 1.4 WIND Design Wind Pressure, pg = N Kn ps3o where, a = 1.00 0 -15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft 36ft) (4.0ft) (9.5psf) = 29kips 42 ft) ( 8.5 ft ) ( 9.5 psf) = 37 kips W total = 66 ki s Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Kn = 1.00 Section 26.8 p3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po - 15 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 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) Pao = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vft= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (1ft) (17.7 psf) = 14.9 x 0.6 =8.9kips VI/,= (44ft) (10ft) (17.7psf) + (43ft) (5ft) (17.7psf) + (39ft) (5ft) (17.7psf) + (29ft) (2ft) (17.7 psf) =1 6.1 x 0.6 =9.6kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers PROJECT %/Structural & Civil Consulting Engineers JOB NO. 1 Z 3 FIGURED BY 22439 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DAL E y SHEET OF (360) 886-1017 Y/ 7,, ....... 40-'VF, "toe') L-y 4f -0-) t - Copyright 2012, SEGA Engirt m M OP")F . t 'i' )b SAGA En ineCrs PROJECT j'L vOvi� Structural & Civil Consulting Engineers 22939 SE 292nd Place JOB NO. 12 Q 3 FIGURED BY C1 Black Diamond, Washington 98010 CHECKED BY DATE '?4/j LEETSHOF (360) 886-1017 �D Co.v-r) 11z? V = i, 2i +X7.) 7,tl- (,- 4, , nx' /,,. --�MrA-L _W14L � cI-a.mvPGr k�- • v,! Lo z, Xto >lo'�'` 'I1 Sa 1 4,(6 1 i" 1G I.KITN�mn r , 0 144 \1%. zS Copyright 2012, SEGA Engineers 0 SEGA Engineers PROJECT��� /tructural & Civil Consulting Engineers 22939 SE 292nd Place JOB NO. 7 —d FIGURED BY 6,4r. -- Black Diamond, Washington 98010 V,5 1 (360) 886-1017 CHECKED BY DATE ,}// L. SHEET' OF SuOlt w4u- i�� 7z s/t7fj --i/�-{. D Copyright 2012, SEGA Engineers S E GA Engineers PROJECT PLAN 2603 Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. 12-034 (360) 886-1017 • FAX 886-1016 CHECKED BY DATE 11/19/14 SPEAR WALL KEY PLAN DSC! -GIRDER to TOP RA , (T7P.2 PLACES) . 9e 4 �r� UPPER FLOOR — - A • 1338 SQ FT i I I LSTAW-4M IbU TO''. 5LOO�Y lr2 RAM) \J MAIN FLOOR A -1;62 SQ FT ❑ ❑ A=414SaFT ❑ 8 itP. OF 2) FIGURED BY GAT SHEET S OF S W -j D 0 W 2 U U) � � ry � W � � c- CL 2 q 2 E \ / ƒ d d § § o m t $ 22 $ U CN r O c g _ 6 \ ° U') % b d d o E 0 6 / CD // 6 (a)p g o / mZ _ = 2 k _ b & f k tmQ E / % 0 x U Q / c % % =m / O �f \� n ` / A A A �k ƒ 2 / Cc d G 2 / g /� 0 / f 2 2 / k 3 2 _ d k r - \k 2 / CL k = o @ a @ (D-02 k LU $ 0 § ƒ � 0 § @ e m E § m -00 3 E R : u 2 = q gf a 7f \ $ / v \ mk & £oo = " E E k k x S E ^ 2 E L �k o 2� =m.§ k/: /-0 » m 7 e E o 2 CL m'n 2 w @= m ' ) CL / mo .a f £��4 q @� E %E @ � E L 2=04 2 k 2 c ��k a% cm,§� ƒ� _ 0 ¥ o _ \\ / o « - x 7 - k \ 2 ° G M § k w f = $ / c 2 = c= E = E 0 7 cE oo9k 0n » 0 2 = o E 'e k / o f 2 / k � 0 � W, k k k m U m 1 of 18 SJ403282 IA1 GABLE 1 1 1 -1-6-0 14-0-0 27-10.8 -- 1-8-0 14-0-0 13-10.8 1 13 10 — 14 Scale = 1:55.0 5.00 F12 g 15 8 1641 7 17 6 1 , 5 19 ILE 4 20 :ST ET4 5ST�1 2 22 �1 Io 3x4 = 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 5x5 = TCLLLOADING(psf)2 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 2 .0) Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 Nr 120 MT20 185/148 (Roof Snow-- Lumberincrease 1.15 BC 0.07 Vert(TL) -0.00 1 Nr 90 TCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 Na n/a BCLL 0.0 " Code IRC2012ITP12007 (Ma BCDL 7.0 ltz) Weight: 135Ib FT=16°k LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-10.8. (lb) - Max Horz2=84(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 40, 39, 38, 37, 36, 35, 34. 33, 30, 29, 28, 27, 26, 25, 24, 23 Max Grav All reactions 250lb or less atjoint(s) 22, 2, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28. 27, 26, 25, 24, 23 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (14) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. i 8) Gable studs spaced at 1-4-0 oc. /^� RECEIVED , 1 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ITY F 10) " 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-M wide will fit between the bolt0� O T U h W I 1 J1 chord and any other members. L. M 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 226, 25, 24, AUG 1 1 2015 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPl 1. 4 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) All i rches-sixteen-ths(F._F.I_ISS,) format. LOAD yt( It LIVED F6R l PERMIT CENTER SEP 2 5 2015 CORREMON ,CKY OfTukwila LTR#� 40IING 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'Onofho Drive, Madison, WI 53719 19969 c�sjCISTR��` ANAL � 3/19114 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSco. INC. Job Truss Truss Type City Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A2 COMMON 3 1 � Job Reference o tional --------.... -- -- —1 4-- V111ae111uusmas,iF- iuurviar io iv:or:zFzuia ra ei ID:urGetCvylvMMbAo7gLAIDTyLJpo-zpgpl3yFJHRdnAmTnonwp38uBjo2uUgSgKYjgE eZd -1-6-0 7-3-14 14-M 20-8-2 27-10.8 1-6-0 7-3.14 6-8-2 6-8-2 7-2-6 4x5 = 4 Scale = 1:48.8 I� 0 3x6 � 3x4 = 3x4 = 3x4 = 4x4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow--25.0) Plates Increase 1.15 TC 0.86 Vert(LL) -0.24 7-9 >999 360 MT20 185/148 TCLL Lumber Increase 1.15 BC 0.73 Vert(TL) -0.56 6-7 >592 240 .0 BCDL 0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.10 6 n/a n/a .0 BCDL 70 Code IRC2012/TPI2007 (Matrix) Weight: 95lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (lb/size) 6=1096/Mechanical, 2=121710-5-8 (min. 0-2-0) Burin truss erection in accordance with Stabilizer Installation guide. Max Horz2=84(LC 10) Max Uplift6=-84(LC 11), 2=-110(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2201/176, 3-10=-1882/131, 4-10=-1785/154, 4-11=-1793/158, 5-11=-1890/136, 5-6=-2190/181 BOT CHORD 2-9=-178/1944, 9-12=-38/1298, 12-13=-38/1298, 8-13=-38/1298, 7-8=-38/1298, 6-7=-113/1952 WEBS 4-7=-66/683, 5-7=-539/164, 4-9=-61/658, 3-9=-522/162 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B, Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at=lb) 2=110. 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 A 6 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 .., 'IN f - . Digitally signed by: Terry L. Powell, P.E. AA #heTRUSSCO. INC. Paae 3 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A2A COMMON 2 1 Job Reference (optional) ne I fuss UO I11U ny IUJJ, vvA, UR, . om r.01U s Jan ZU ZU14 mi I eK Ineusrnes, Inc. I ue Mar 18 14:3/:Z6 ZU14 ra e 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-zpgpl3yFJHRdnAmTnonwp38ugjn6uMRSgKYjgE eZd t s o 7-3-14 14-M 20-8-2 27-10-8 1.0 + 7-3-14 1 6-8-2 1— 6-8-2 7-2-6 � 01 3x4 = 3x6 i:'� 3x4 = 2x4 11 4x6 = 3x4 = 3x6 2x4 11 Scale = 1:53.2 Iq 0 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0)8.0 Plates Increase 1A5 TC 0.90 Vert(LL) -0.45 8-9 >732 360 MT20 185/148 BCDL Lumber Increase 1.15 SC 0.79 Vert(TL) -0.64 8-9 >521 240 BCDL 0.0' Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a Na BCDL Code IRC2012/TPI2007 (Matrix) Weight: 112 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 OF No.1&Btr WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 REACTIONS (Ib/size) 8=1199/Mechanical, 2=1320/0-5-8 (min. 0-1 -8) Max Horz2=84(LC 10) Max Uplift8=-97(LC 11), 2=-122(LC 10) BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2463/196, 3-18=-2172/151, 4-18=-2103/164, 4-5=-290/59, 5-6=-282/58, 6-19=-2112/169, 7-19=-2186/157,7-8=-2485/203 BOT CHORD 2-11=-195/2176, 11-20=-79/1767, 20-21=-79/1767, 10-21=-79/1767, 9-10=-79/1767, 8-9=-133/2201 WEBS 6-9=-55/633, 7-9=-512/163, 4-11=-49/601, 3-11=-476/158, 4-6=-1528/125 NOTES (12) 1) Wind: ASCE 7-10; Vult=11Omph (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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except at=lb) 2=122. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 1001b down and 12 Ib up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-8=-66, 2-8=-14 Concentrated Loads (Ib) Vert:20=-100 21=-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. AA theTRUSSco. INC. D.— A of IQ Job Truss Truss Type Oty Ply SJ403282 A3 COMMON 1 1 �SOUNDBUILTNW12603A/2473C/2VLT/RD Job Reference (optional) ^v ••--- ,.a ivsdon4Ucv14-ICRIrWu5me5 InO. IUeMar l014zu14 v2 ei ID:urGetCvylvMMbAo7gLAIDTyLJpo-R?EByPzt4aZUPJLfLW19MGh3V76Mdpicv •1-6-0 7-3-14 14-0-0 20-8-2 28-0-0 1-6-0 7.3-14 6-8-2 6-8-2 7.3-14 3x4 = 3x6 �, 3x4 = 2x4 11 4x6 = 3x4 = 3x6 2x4 II Scale = 1:53.3 LOADING(psf)SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow-- 25.0) .0) Plates Increase 1.15 TIC0.89 Vert(LL) -0.45 8-9 >736 360 MT20 185/148 TCDL Lumber Increase 1.15 BC 0.79 Vert(TL) -0.63 8-9 >525 240 Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a Rnnl 70 n Code IRC2012/TPI2007 (Matrix) Weight: 112 lb FT = 16 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 OF No. 1&Btr WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 REACTIONS (lb/size) 8=1198/0-5-8 (min. 0-1-8), 2=1319/0-5-8 (min. 0-1-8) Max Horz 2=84(LC 10) Max Uplift8=-96(LC 11), 2=-122(LC 10) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. M Tek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2461/196, 3-18=-2170/151, 4-18=-2100/163, 4-5=-290/59, 5-6=-282/58, 6-19=-2108/169, 7-19=-2182/156,7-8=-2479/202 BOT CHORD 2-1 1=-195/2174,11-20=-79/1764, 20-21=-79/1764, 10-21=-79/1764, 9-10=-79/1764, 8-9=-132/2194 WEBS 6-9=-55/630, 7-9=-508/162, 4-11=-49/601, 3-11=-477/158, 4-6=-1526/125 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Ot=lb) 2=122. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIrPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-8=-66, 2-8=-14 Concentrated Loads (lb) Vert: 20=-100 21=-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'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRU55CO. INC. Paae 5 of 1 R Job Truss Truss Type Oty Ply SOUNDBUILT IVW/2603A/2473C12 VLT/RD SJ403282 A4 COMMON 3 1 Job Reference (optional) iue iivasw., in-vuu,iry i,uss,v—,vn, ior= r.oIusJanzvLU14mileKInaUSmes,mc. Iuemarlt114:3/:Z/Z014 Na e1 I D:urGetCvylvM M bAo7gLAl DTyLJpo-R?EByPrt4aZUPJLfLW19MGh4Y76Ldpmcv_IGM hz�ezc -1-6-0 73-14 14-0-0 20-84 28-0-0 2"-0 1-6.0 7.3-14 6-8-2 6-8-2 7-3-14 1-6-0 3x4 = axo 3x4 = 2x4 11 4x6 = 3x4 = 3x6 2x4 11 Scale = 1:53.4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow 25.0) plates Increase 1.15 TC 0.82 Vert(LL) -0.44 2-12 >758 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.59 10-12 >561 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.08 8 n/a n/a arnl 7 n Code IRC2012/TP12007 (Matrix) Weight: 114lb FT= 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 OF No. 1&Btr WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 REACTIONS (lb/size) 2=131610-5-8 (min. 0-1-8), 8=1316/0-5-8 (min. 0-1-8) Max Horz2=77(LC 14) Max Uplift2=-122(LC 10), 8=-122(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation Quide. FORCES (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2452/195, 3-19=-2160/151, 4-19=-2089/163, 4-5=-285/58, 5-6=-285/58, 6-20=-2089/163, 7-20=-2160/151,7-8=-2452/196 BOT CHORD 2-12=-188/2166, 12-21=-71/1753, 21-22=-71/1753, 11-22=-71/1753, 10-11=-71/1753, 8-10=-111/2166 WEBS 6-10=-49/609, 7-10=-491/158, 4-12=-49/609, 3-12=-491/158, 4-6=-1518/123 NOTES (11) 1) Wind: ASCE 7-10; Vult=11Omph (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 OOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=122, 8=122. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-9=-66, 2-8=-14 Concentrated Loads (lb) Vert: 21=-100 22=-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. Panp R of 1 R Job Truss Truss Type pry Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 AS COMMON 4 1 Job Reference (optional) m55 uo.t i n-�,ounty 1 russ, vvr,, UK, i ac /.b1U a Jan ZU ZU14 MI I eK Incustnes, Inc. lue Mar 16 14:37:28 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-vBoZAlzVruhLt TwsuDpOvUEEhXTdMPD17el qu7zzeZb -1-6-0 7-3-14 14-0-0 20-8-2 27-9-0 Ito 7-3-14 6-8-2 6-8-2 7-G-14 Scale = 1:48.7 4x5 = 3x6 � 3x4 = 3x4 = 3x4 = 4x4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0)8.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.24 7-9 >999 360 MT20 185/148 TCDL Lumber Increase 1.15 BC 0.72 Vert(TL) -0.55 2-9 >594 240 0.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 6 n/a Na WIN 7 n Code IRC20121TPI2007 (Matrix) Weight: 95lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Fdurin truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=1094/Mechanical, 2=1215/0-5-8 (min. 0-2-0) Max Horz2=84(LC 10) Max Uplift6=-84(LC 11), 2=-110(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2197/176, 3-10=-1878/131, 4-10=-1781/153, 4-11=-1785/158, 5-11=-1882/135, 5-6=-2179/180 BOT CHORD 2-9=-178/1940, 9-12=-37/1294, 12-13=-37/1294, 8-13=-37/1294, 7-8=-37/1294, 6-7=-112/1940 WEBS 4-7=-06/677, 5-7=-533/163, 4-9=-61/658, 3-9=-521/162 NOTES (11) 1) Wind: ASCE 7-10; Vult=11Omph (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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=1b) 2=110. 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 Te k19969 �`pj2NAL W14'IF-1p 3/19/14 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 7 of 18 Job Truss Truss Type City Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A6 GABLE 1 1 Job Reference (optional) me I fuss L:o./ Tn-(:ounry I fuss, WA, Utz, I bL 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:29 2014 Page 1 I D: urGetCvylvMM bAo7gLAIDTYLJpo-NOMyN5-7cCpCfdV2SxKdRhmafxz25u I uM InNQZzZeZa oo 14-0-0 27-9-0 1-6-0 14-0-0 13-9-0 3x4 = 11 12 13 Scale = 1:51.2 Ia 3x4 = 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 5x5 = 27-9.0 27-9-0 Plate Offsets (X,Y): [12:0-2-0,Edge] [30:0-2-8 0-3-0] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0) Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 n/r 120 MT20 185/148 BCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 n/r 90 0. BCDL 0.0 ` Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a BCDL 70 Code IRC2012/TPI2007 (Matrix) Weight: 135 It,FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud "Tel recommends that Stabilizers and required cross bracing be installed Burin truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-7-8. (Ib) - Max Horz2=84(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23 Max Grav All reactions 250 lb or less at joint(s) 22, 2, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (14) 1) Wind: ASCE 7-10; Vult=11Omph (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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23. 11) Non Standard bearing condition. Review required. 12) 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. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard I 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. A I - theTRUS I .INC. pnn R of 1 R Job Truss Truss Type Qty UILT NW/2603A/2473C/2 VLT/RD Ply�J.b SJ403282 A7 SCISSORS 6 nce (optional) C r „wa, vvn, vr., o� r.J1U s Jan LU 1U14 mi I eK Inaustnes, Inc. I Ue Mar i6 14:3/:29 2014 Pagge 1 ID: urGetCvylvMMbAo7gLAl DTyLJpo-NOMyN5_7cCpCfdV2SxKdRh mNrxlf5hCuM InNQZzZeZa -1-6-0 7-8-13 14-0-0 20-3-3 27-9-0 1-6.0 7-8-13 6-3-3 6-3-3 7-5.13 �1 7-8-13 4x5 11 2x4 II Scale = 1:49.6 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--25.0)8.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.42 8-9 >781 360 MT20 185/148 TCDL Lumber Increase 1.15 BC 0.99 Vert(TL) -0.83 8-9 >396 240 0.0 BOLL 0.0 ` Rep Stress Incr YES WB 0.91 Horz(TL) 0.51 6 n/a n/a RCI]I 7 0 Code IRC20121TPI2007 (Matrix) Weight: 120 lb FT = 16% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 `Except` B2: 2x4 DF No.1 &Btr WEBS 2x4 HF Stud `Except* W2: 2x4 HF No.2 REACTIONS (lb/size) 6=1093/Mechanical, 2=1214/0-5-8 (min. 0-1-15) Max Horz2=84(LC 10) Max Uplift6=-83(LC 11), 2=-110(LC 10) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide, FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3973/296, 3-15=-2795/121, 4-15=-2707/142, 4-16=-2707/155, 5-16=-2795/134, 5-6=-3978/238 BOT CHORD 2-9=-297/3637, 8-9=-296/3635, 7-8=-170/3638, 6-7=-172/3643 WEBS 4-8=-42/1712, 3-9=0/254, 5-7=0/255, 3-8=-1188/225, 5-8=-1221/237 NOTES (12) 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, encased; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 2=110. 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 pitchbreeks 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'OnoSio Drive, Madison, WI 53719 Okv'�71,9s s969IsvONAL ;W-W l" 3/19/14 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Pane A of 1 R Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 61 COMMON 1 1 Job Reference (optional) /.oiu s Jan LU ZU14 MI I eK Ineustnes, Inc. 1 ue Mar 15 14:31:30 2014 Page 1 I D:urGetCvylvMMbAo7gLAIDTyLJpo-rawKaR?INVy3Gn4EOess_vJgAKAgg782byWwz?zZeZZ &8.8 12-0-0 1-6-0 I 3-3.8 2-8-8 I 2-6.8 3-3.8 8x8 // MUS26 MUS26 Scale=1:39.7 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--25.0)8.0 Plates Increase 1A5 TC 0.48 Vert(LL) -0.09 7-8 >999 360 MT20 185/148 BCDL Lumber Increase 1.15 BC 0.68 Vert(TL) -0.17 7-8 >830 240 BCDL 0.0' Rep Stress Incr NO WS 1.00 Horz(TL) 0.03 6 Na n/a BCDL Code IRC2012/TP12007 (Matrix) Weight: 62 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed WEDGE durin truss erection in accordance with Stabilizer Installation guide. Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS (lb/size) 6=3331/0-5-8 (min. 0.3-5), 2=3321/0-5-8 (min. 0-3-5) Max Horz2=93(LC 7) Max Uplift6=-279(LC 11), 2=-291(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4189/352, 3-9=-4051/370, 4-9=-4010/377, 4-10=-4110/399, 5-10=-4155/386, 5-6=-4269/360 BOT CHORD 2-11=-278/3206, 8-11=-278/3206, 8-12=-163/2303, 7-12=-163/2303, 7-13=-257/3298, 6-13=-257/3298 WEBS 4-7=-271/2644, 4-8=-235/2424 NOTES (13) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=279, 2=291. 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 Simpson Strong -Tie MUS26 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) A2 (1 ply 2x4 HF), A2A (1 ply 2x4 DF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 2-6=-14 Concentrated Loads (lb) Vert: 7=-1185(F) 8=-1082(F) 11=-1082(F) 12=-1082(F) 13=-1185(F) ! 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'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Job Truss Truss Type Oty Ply SJ403282 B2 GABLE 1 �SOUNDBUILTNW/2603A/2473C/2VLT/RD 1 Job Reference (optional) ••" "'-"""• "'�"•"'V ••"��,••^,•+�, �+� /AIUSJEIILULV141YIIICRInuu5 vb,Inu. Iuemario i4.avoizul4 ra ei ID:urGetCvylvMMbAo7gLA1DTyLJpo-JmTionON8p4wuxfRaMN5W6sw2kgGZpNBpcGUVS eZY 1 s o 640 12.0.0 13 s-o 1 1-6-0 6.0-0 i 640 I 1-6-0 � 3x4 = 2x4 II 7 2x4 II Z 8 2x4 II 9.00 9 2x4 11 10 2x411 T 2x411 3 T 11 0 2 12 0 �0 81 lq 0 130 1 3x4 = 21 20 19 18 17 16 15 14 3x4 = 2x4 1 2x4 1 2.4 11 2x4 11 2x4 I 1 2x4 11 2x4 11 2x4 I Scale = 1:39.2 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.15 Vert(LL) 0.01 13 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 SC 0.02 Vert(TL) 0.00 12 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 58 ItoFT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing be installed n truss erection in accordance with Stabilizer Installation ationuide. REACTIONS All bearings 12-0-0. (lb) - Max Horz2=-100(LC 8) Max Uplift All uplift 100 Ito or less at joint(s) 2, 21, 20, 19, 18, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 21, 20, 19, 18, 17, 16, 15, 14 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (13) 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 ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s) 2, 21, 20, 19, 18, 16, 15, 14. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) 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. AA theTRUSSCO. INC. Paoe 11 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C1 COMMON 1 2 Job Reference (optional) the Truss Go./ Tn-GOunty I cuss, WA, OR, USE 7.510 s Jan 20 2014 MiTek Industnes, Inc. Tue Mar 18 14:37:31 2014 Page 1 ID:urGetCvylvMMbAo7gLA1DTyLJpo-JmTionON8p4wuxfRaMN5W6sp?kY1 ZglBpcGUVSzzeZY 5-3-8 10-0-0 14-8-8 20-0-0 21-6-0 5-3-8 4-8-8 4-8-8 5-3-8 1-6-0 4x6 II MUJ25 MUS253x8 II MUS2b 4xb = 3x8 II MUS2t5 MUS26 8x8 = MUS26 MUS26 MUS26 MUS26 Scale: 3/16"=l' LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0)8.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 TCLL Lumber Increase 1.15 BC 0.55 Vert(TL) -0.23 9-10 >999 240 0.0 BCDL ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.05 5 n/a n/a 7.0 BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight: 209lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF N0.2 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc punins. BOT CHORD 2x6 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 REACTIONS (lb/size) 1=777/0-5-8 (min. 0-2-14), 5=901/0-5-8 (min. 0-2-13) Max Horzl=-146(LC 6) Max Upliftl=-544(LC 10), 5=-554(LC 11) Max Gravl=5726(LC 2), 5=5699(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=4797R48, 2-11=-5174/526, 3-11=-5095/551, 3-12=-5095/553, 4-12=-5174/528, 4-5=-7593f718 BOT CHORD 1-13=-602/6115, 13-14=-602/6115, 10-14=-602/6115, 10-15=-602/6115, 15-16=-602/6115, 9-16=-602/6115,5-9=-511/5952,8-17=-511/5952,17-18=-511/5952,7-18=-511/5952,7-19=-511/5952, 19-20=-511/5952,5-20=-511/5952 WEBS 3-9=-586/5874, 4-9=-2466/327, 4-7=-233/2855, 2-9=-2686/358, 2-10=-270/3112 NOTES (16) 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 0-7-0 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) 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Concentrated loads from layout are not present in Load Case(s): #1 Dead + Snow (balanced); #8 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #9 Dead + 0.6 MWFRS Wind (Neg. Internal) Right, 914 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #15 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #17 Dead + Snow (Unbal. Left); #1 B Dead + Snow (Unbal. Right); #19 Dead; #23 Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #24 Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #25 Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #26 Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at --lb) 1=544, 5=554. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie MUS26 (6-1OdGirder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-M oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) A5 (1 ply 2x4 HF) to front face of bottom chord. 14) Use Simpson Strong -Tie MUS26 (6-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-" oc max. starting at 8-0-12 from the left end to 18-0-12 to connect truss(es) A7 (1 ply 2x4 DF) to front face of bottom chord. (3C)6f s8 oailpwjeSwhere hanger is in contact with lumber. ! 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 I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. pano 17 of 1R Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C1 COMMON 1 2 Job Reference (optional) 16) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-6=-66, 1-5=-14 /.J IV s Jan LV ZV14 ml1 eK Inousines, Inc. ue mar lt3 14:J/:JZ ZU14 Pagge z ID:urGetCvylvMMbAo7gLAIDTyLJpo-nyl4?610v7CmW5Ed73uK3KOzl8uGl7XL2G?l l uzZeZX ! 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 3/19/14 Digitally signed by: Terry L. Powell, P.E. A. the TRUS 'CO. INC. Paoe 13 of 18 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C2 SCISSOR 6 1 Job Reference o tional IIC IU55l.u.i III-lruun,y I IU55, VVN, VR, I JC - 1.J Iu 5 Jan [u LU 14 MI I UK Inuusines, Inc. I ue Mar to 14:J1:JL ZU14 F'a a 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-ny14?610v7CmW5Ed73uK3K01X8wwlALL2G?11u e7X 5-1-14 10-0-0 14-10-2 2000 21 -0 5-1-14 410-2 4-10.2 5-1-14 1-6.0 4x4 = Scale = 1:56.5 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP (Roof Snow=2 Plates Increase 1.15 TC 0.36 Vert(LL) -0.11 8 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.23 7-8 >999 240 0.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.23 5 Na n/a acnl 7 n Code IRC2012/TPI2007 (Matrix) Weight: 76lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc pudins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed dunn truss erection in accordance with Stabilizer Installationguide. REACTIONS (lb/size) 1=777/0-5-8 (min. 0-1-8), 5=901/0-5-8 (min. 0-1-8) Max Horz 1=-147(LC 8) Max Upliftl=-47(LC 10), 5=-73(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1895/147, 2-10=-1317/39, 3-10=-1213/64, 3-11=-1213/85, 4-11=-1316/60, 4-5=-1859/61 SOT CHORD 1-9=-149/1512, 8-9=-147/1506, 7-8=-1/1471, 5-7=-0/1469 WEBS 3-8=-24/1162, 4-8=-440/176, 2-8=-486/178 NOTES It 1) 1) 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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 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/FPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 U O se rs ;,� t9969 �{`cS,s GIST,61 joNAL sTTw 3/19/14 Digitally signed by: Terry L. Powell, P.E. AA thBTRUSSCO. INC. Panes 1A of 1R Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C3 GABLE 1 1 Job Reference (optional) I le MUSS i 0.1 1 n- —lLy I rubs, vvr, UM, i ac 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:33 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-G9bSDS 1 egQKd7EpphmPZcXxElYG91 iTUHwlbaKzZeZW 1 5-2-3 10-0-0 14-9-13 20-0-0 21-6-0 5-2-3 49-13 1 4-9-13 5-2-3 1-6-0 4x4 = 3x4 X- 3x4 3x4 - 3 4 5 18 17 16 15 14 13 12 11 10 9 3x5 11 3x4 11 Scale = 1:65.6 LOADING(psf)SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.20 Vert(LL) -0.09 13-14 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.18 13-14 >632 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight: 159 lb FT= 16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W1: 2x4 HF Stud Burin truss erection in accordance with Stabilizer Installation guide. OTHERS 2x4 HF Stud REACTIONS All bearings 6-5-8. (lb) - Max Horz1=-146(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 1, 7, 18, 15, 12, 9 except 16=-109(LC 1), 11=-113(LC 1) Max Grav All reactions 250 lb or less atjoint(s) 18, 17, 16, 15, 12, 11, 10, 9 except 1=538(LC 21), 7=681(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-897/67, 2-41=-791/104, 341=-701/118, 3-4=-635/119, 4-5=-644/129, 5412=-711/128, 6-42=-801/115, 6-7=-888/60 BOT CHORD 1-18=-541729, 17-18=-547729, 16-17=-54/729, 15-16=-54/729, 14-15=-547729, 14-39=0/473, 39AO=0/473, 13-40=0/473, 12-13=0/656, 11-12=0/656, 10-11=0/656, 9-10=0/656, 7-9=0/656 WEBS 2-14=-321/156, 4-14=-78/374, 4-13=-84/378, 6-13=-308/155 NOTES (13) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 18, 15, 12, 9 except (jt=lb) 16=109, 11=113. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) 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'Onof io Drive, Madison, WI 53719 P( O . � y� 19969 11 is- �NAL � 3/19114 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 15 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D1 MONO TRUSS 6 1 Job Reference (optional) ne I ruse uu.r I n-Vuunry I russ, vvA, um, I ae r.�1U s Jan LU LU14 MI I eK Industnes, Inc. I ue Mar 18 14:3/:33 2014 Pagel ID: urGetCvylvMMbAo7gLAIDTyLJ po-G9bSDS 1 egQKd7EpphmPZcXxFXYLj ljQUHW baKzZeZW -1-6-0 1-11-8 1-6-0 1-11-8 Scale = 1:9.1 3x4 =" LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 2 >999 360 MT20 185/148 BCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 7lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=217/0-5-8 (min. 0-1-8), 3=26/0-1-8 (min. 0-1-8) Max Horz2=26(LC 9) Max Uplift2=-70(LC 6), 3=-18(LC 16) Max Grav2=218(LC 17), 3=33(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M a recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. NOTES (13) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) 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 ,Pci O Alt= f9949 sI0NAL 'ITT" 3/19/14 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. D. 1R of 1n Job Truss Truss Type Cry Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D2 MONO TRUSS 4 1 ' Job Reference (optional) "- 1111,y 1 —, V—, �M, 1 Q= L.81U a Jan ZU ZU14 MI I eK industries, Inc rue Mar 18 14:37:34 2014 Page 1 I D:urGetCvylvMMbAo7gLAl DTyLJpo-kL9rQo2GRkSUl000FUwo81 UQHyg pmAgeWaU86n>ZeZV 1 -1.6-0 0-11-8 1-6-0 1 0-11-e Scale = 1:7.1 3x4 = G(psf) TCLL TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.15 Vert(LL) 0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 SC 0.10 Vert(TL) 0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a We BCDL 7.0 Code IRC20121TPI2007 (Matrix) Weight: 4 lb FT = 16 % LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=228/0-5-8 (min. 0-1-8), 4=-53/Mechanical Max Horz2=30(LC 6) Max Uplift2=-90(LC 6), 4=-53(LC 1) Max Grav2=228(LC 1), 4=30(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (11) 1) 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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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 (FRISS) 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'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Pane 17 of I Job Truss Truss Type City NW/2603A/2473C/2 VLT/RD SJ403282 D3 MONO TRUSSb I_PI1Yy7SOUNDBUILT Reference (optional) i „e i,uas w., ,,r�ou,ay .,uaa, —, vrt, i ac t.aiu s Jan zu zu14 mi I eK Inaustnes, Inc. i ue Mar lt3 14:J1:34 LU14 Pagge 1 ID: urGetCvylvMM bAo7gLAl DTyLJ po-kL9rQo2GRkSUIOOOFUwo8lUSuyhymAgeWaU86nzZeZV 1-11-8 1-11.8 4.00 12 3x4 = 1�1 Scale = 1:9.1 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1-3 >999 240 BCDL ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a .0 BCDL .0 7 Code IRC2012/rP12007 (Matrix) Weight: 5 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=71/0-5-8 (min. 0-1-8), 2=71/0-1-8 (min. 0-1-8) Max Horz1=19(LC 9) Max Upliftl=-7(LC 6), 2=-10(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (12) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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 ANSUTPI 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. t&A11. Sco.INC. Panp 1 R of 1 R Job Truss Truss Type pry Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 G GABLE 1 1 ' Job Reference (optional) "r .-, , , t.o iu s Jan zu zul4 mi l eK lncusmes, lnc. i ue Mar it$ 14:3/:34 204 Nay e t ID:12ml?dul KfiPbS6Xz?WbZeygBV2-kL9rQo2GRkSUlOOOFUwo8lLIQxyhzmAJeWaLI86nzZeZV 1-s-o 3 s o I 7-ao a 6-0 1-6.0 3-6-0 3-6-0 1-6.0 4x4 = Scale = 1:28.2 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (Joe) I/deft Ud PLATES GRIP (Roof Snow--25.0) plates Increase 1.15 TC 0.17 Vert(LL) 0.01 7 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 7 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a RCM 7n COdeIRC2012/TPI2007 (Matrix) Weight: 28lb FT=16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 7-0-0. (Ib) - Max Horz2=-66(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less atjoint(s) 2, 6, 9, 10, 8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FiTek recommends that Stabilizers and required cross bracing be installed rin truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 6, 10, 8. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) 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. AA the CO. INC. 40-0-0 c) < �1-5(4 A4 3) < < < A2 —3 < 5/12 /12 H 5/12 9/12 9/12 "XX O � 1� I j ; j + it � O CD CID c6 c? 11,111CD11vIll co 4/1 ii i � � i fj s 10 10 ID in to D D (n cn cn No Z) D D J BI C? N B2 O O C? Zi RAFTER FRAMED BY OTHERS 6tO-O C:.E C? 6,� D�' 3) cr) I? (D 15-0-0 CUSTOMER G SOUNDBUILT NW 7-0-0 PLAN: SALESREP, 2603A/2473C/2 VLI mp REMION: 20-0-0 theTSUS&o. $C� a Bultzom SUPPLY INC. E DATE: N.T.S. 13-18-14 1"M PJ403282 City of Tukwila Department of Community Development September 14, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0126 FOSTER LANE - LOT 9 - 14403 44 LN S Dear MEGAN PARSONS, 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 - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Engineers stamp and signature on the calculations are copies. Provide engineers calculations with wet stamp and wet signature on the front sheet of each set of calculations (2). (See general note above) 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. 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) 433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D15-0126 Hann c,,,4--tern ,,ram, , a c,,;*, Inn oAIQQ . Ma,. InA A? 1 2,<7n . I --'nA /121 2KKIZ City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 30, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0126 FOSTER LANE - LOT 9 - 14403 44 LN S Dear MEGAN PARSONS, 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 l 1x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Provide benchmark elevation markers for the site and show finish floor elevation (FFE) in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 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 labeled elevations to be identified as North, East, South and West. 4. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 5. Please provide a Geotechnical soils analysis report of the site by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 6.300 Snuth.center Roulevard ,Sui.te #Inn • Tukwila Wavhinvtnn 9R1R8 • Phnn.a 206-431-3670 • Fnr 206-437-3665 PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. 1. The front door of the house on Lot 9 is required to be oriented to S. 144th Street. In an email exchange on June 15, 2015 with Minnie Dhaliwal there was discussion about orienting the door at a 45 degree angle - with the porch extending to wrap around the house onto the S. 144th side. These details are not reflected on the site plan or the floor plan. See attached email stream and revised site plan drawing.2. Site plan does not appear to match floor plan.3. The fence along S. 144th is to be pulled back to the west side of the porch as shown on the attached drawing. This is not shown on the site plan. See attached marked up site plan. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. Transportation Impact fee in the amount of $1,013.88 apples to this project and is due at issuance of this building permit. 2. Per Planning Dept. front door of the house needs to face S 144th Street, existing wooden fence will need to be adjusted and the house footprint might change. 3. Driveway shall be adequate length to avoid vehicles parked in front of the garage overhanging into the existing sidewalk. 4. Lot 9 of the Foster Short Plat requires erosion control and site utility plan be prepared by a Washington State licensed professional engineer. The site plans shall be the same size as the house plans. The submitted 8.5"xl V site plan prepared by Soundbuilt Homes, Inc. doesn't address the required storm drainage system. Applicant shall contact plat engineer of record, Mr. Han Phan, P.E. at 206-229-6422 and have him prepare erosion control and utility site plan. 5. Site plan shall include temporary erosion/sediment control measures, existing and proposed contours, ground spot elevations, nearest fire hydrant, water meter location, water & sewer service to the house, on site storm drainage system including roof drains and foundation drains connection, driveway with drainage flow arrows across and gravel strip, driveway dimensions and spot elevations, house FF elevation. 6. Permit fee estimate sheet lists 155.85 cu yds total excavation volume and 9.17 cu yds of fill. Please verify the yardage and list it on the site plan. In order to maintain site's existing drainage patterns list how many cu yards of dirt will need to be exported off the site to avoid negative impact to the adjacent properties. If the 155.85 cu yards of excavated dirt is left on the site it will raise the land outside the building by over (1) one foot. Please verify the yardage and list it on the site plan. 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. 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 206-433-7165. Sincerely, wtb"Rachelle Ripley Permit Technician File No. D15-0126 6300 SnmthCFntP.r RnWP.vnrd Sui.tn #700 • Tukwila Wa.vhinotnn 9R1RR • Phnnv 2.n6-431-3670 • Fnr 206-437-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0126 PROJECT NAME: FOSTER LANE - LOT 9 SITE ADDRESS: 14414 44 LANE S DATE: 09/18/15 Original Plan Submittal Revision # X Response to Correction Letter # 2 Revision # DEPARTMENTS: utlding tvision Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Fire Prevention ❑ Structural ❑ before Permit Issued after Permit Issued Planning Division ❑ Permit Coordinator 81 DATE: 09/22/15 Structural Review Required ❑ DATE: DUE DATE: 10/20/15 Approved with Conditions Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPN PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0126 DATE: 08/17/15 PROJECT NAME: FOSTER LANE LOT 9 SITE ADDRESS: 14418 44TH LANE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: WK M vo<<e, � kwo �V- 0I Building Division A]FirePrevention I;, Planning Division IN ou a� a� Public Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 08/18/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/15/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) _ Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only A �� CORRECTION LETTER MAILED: _1 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0126 DATE: 06/03/15 PROJECT NAME: FOSTER LANE - LOT 9 SITE ADDRESS: 14403 44 LANE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: ATI (�Wz . QL CO-4 6.j)qs- Building Division Fire Prevention Planning Division in �d� Ckw �11 13 Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 06/09/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/07/15 Approved ❑ Approved with Conditions ❑ Corrections Required` (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg � Fire ❑ Ping 6 PW k Staff Initials: 12/18/2013 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: 09/17/2015 Plan Check/Permit Number. D15-0126 Response to Incomplete Letter # Response to Correction Letter # 2 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 9 Project Address: 14403 44th Lane S Contact Person: Megan Parsons - Soundbuilt Homes Phone Number: (253) 256-8748 Summary of Revision: Addressed correction letter comments as follows: Building Department: Provide engineering wet stamp copies as requested. 4 - S-Sheets (structural) Wet Stamped 4 - Engineering Calculation Covered Pages - Wet Stamped RECEIVED CITY OF TUKWILA SEP 1' 8 2015 PERMIT .CENTER Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on H:\Applications\rorms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 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: 08/11/2015 Plan Check/Permit Number: D15-0126 Response to Incomplete Letter # V/ Response to Correction Letter # 1 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 9 Project Address: 14403 44th Lane S Contact Person: Megan Parsons - Soundbuilt Homes Phone Number: (253) 256-8748 Summary of Revision: Addressed correction letter comments as follows: Building #1 - updated page 2 to show FFE; #2 updated site plan to show footing and roof drains with details; #3 revised elevation direction text on page 1; #4 updated combustion air opening on page 2; #5 provided 4 copies of Geotech report. Planning #1 - Orientation of the front entry door has been moved and added a few windows to street side elevation of home per Minnie's instructions. Public Works #1 no correction needed, fee statement; #2 moved house per planning's comments; #3 driveway length taken into concideration; #4 provided 4 copies of site plans drafted by engineer of record Han Phan; #5 provided 4 copies of site plans drafted by engineer of record Han Phan to address utility stub locations & called out all requested items on list on new site plans; #6 addressed excavation fill on new site plan. Copies Provided: 4- Building Plan Sets RECEIm 2 - Engineering Calculation Packages 0MY01:T1J;n1M1A 4 - Site/TESC plans 'AUG { 12015 Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision Received at the City of Tukwila Permit Cei ❑ Entered in Permits Plus on H:Wpplications\Form -Applications On Line12010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 BUILDING CODE: 2012 INTERNATIONAL BLOCS, CODE OW), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) A13 AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD ■ 25 POP (SNOW) ROOF DEAD LOAD ■ 15 P'AF 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 DaESKN CRITERIA: TABLE R301202 GROUND SNOW WAND SMW SEISMIC DESKN &MZCT TO DAMAGE FROM WINTER DES" ICE SHIEW FLOOD HAZARDS AIR FIsEEXING MEAN ANNUAL FROST LNTERMITE LOAD CA WEA DECAY TEMP RE(lUM H)EX TEMP 25 lie &W DY02 I MOD 0 SLIGHT- MOD SLIGHT n PER 50 50 JWRIL SDICTION 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) AM GENERA UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ,ASSUMED AVERAGE SOiL BEARING; OF 1500 Fk3F. 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. ....�.. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 MINiMIJM COMPRESSIVE STRENGTH Mc) AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE CONST aFUCTION MODERATE UlEATHERIWG POTEN7'IAl- ALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED 2W pal TBASEVM O WEATHER SAMIMT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE 2W pal FLOOR SLAB. BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER BOW par (4112% air witratfl®d +/- 114%) VERTICAL CONCRETE WORK E>(POSED TO THE WEATHER. PORCHES, CARPORT SLABS 4 STEPS EXPOSED 30M par (4 VA air er&ak-ead N- 114%) TO 114E WEATHER 4 GARAGE FLOOR SLAB. CONCRETE WATGH TICIGET' SHALL BE AVAILABLE ON SITE PVPC MVIEW BT Oull-L IMA OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. U.N.O. (SEE STRUCTURAL) _ == BOLT HEADS AND N MA 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' O.C. UN.O. WITH MIN. 7' 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 WOOD) PER IRC R3TTJJ, 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. 123 MiN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. IS' MiN. CLEARANCE BETWEEN FLOOR JOSST AND GRADE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R406J TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFEr> FROM T14E TOP OF THE FOOTING TO T14E FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8, PORTLAND CEMENT PARGNG APPLIED TO THE EXTERIOR OF THE WALL. PAARGING SHALL BE DAMPPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2.3 POUNDS PER Sa YD. OF ACRYLIC MODIFIED CEMENT 3. Ira' COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C W 1 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING; IN SEC. R4062 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. WATEfawROOPINa R4062,IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS T14AT 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 POLLOWNG. 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. ya' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60-MIL SOLVANT-FREE, LiMID-APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLI/ANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONE 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 PAR3WsS TO SEAL ICF WALLS iS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WiTH THE MEMBRANE. DRAFtSTOPPING R302.12 WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 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, ORAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: i. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPNG SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302J2 FIFE al O KIi G R3=11 FIREBLOCKNG SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKINC; 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: I.I. VERTICALLY AT 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 AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R3021 02' GM) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN ,APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OP C141 INEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 18 REQUIRED AT THE LNE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302JLI LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. GENERAL ALL NAILING TO COMPLY WiTH REQUIREMENTS OF IRC TABLE R6023(I) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R-10235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOAK) TABLE R 0238 CGYP "BO� APKICATION OP GYYI■8tM m OF ASF ( ) APKICATION (NG-ES) BOARD TO FRMMNG NEhbERS (W.4 E OJW NAILS w/o tld M ve 60po la B GAGE I-9/8' LOi4G DIA 1-V4' LONG lamWLL COLNG EITHER DIRI=WWN 16 1 12 bd COOLER NAIL OB"' DIA I-S/8' LONG 0/64, HEAD OR GYPWI BOARD 12,� ' DI,4,1-5/8' Lao CEILNG PERPENDICULAR 24 1 12 A EITi ER DIREeTION 24 8 12 WALL Errs ER DIRECTION 16 8 16 CEILNG EITHER DIItECTION 16 1 12 B 1-15/8, LONG DIA 1-9/8 LONG DIA I' w LONG CEILW3 PE'RPEAIDICULAR 24 12 WALL En'FER DIRECTION 24 8 1 • 12 g/8. ANNULAR-RNSED 6d COOLER NAIL MO DIA 1-1/8 LONG 1/4' HEAD OR GYPS!," BOARD W41.L EI1NM pIRECTION 16 8 1 16 / DIA 1-17/8, LONG 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 CNDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0J48' DIA., 3' LONG)10d BOX (0.128' DIA., 3' LENGTH), i6d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0-086' DIA., 1-5/8' LONG ), 6d COOLER (0092' DIA., 1-1/8' LONG) LUMBER CiRADES 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: 2X4 WOOD TYFE: I-F 02 - Fb■9'15 par, Fv■150 par, FC■1300 pal, E■1300000p61 2X6 OR LARGER HF 02 - Fb■9'iS pal, Fv■150 pal, Fc■1300 pal, E■1300000pal MW 4X DF-L 02 - Fb■W0 pal, Fv■180 pal, Fc■MW par, E■1600000pai 6X OR LARGER DF-L 42 - Fb■815 pal, Fv■t10 pal, Fc■600 pal, E■1300000pai STUDs 2X4 HF 42 - Fb■915 pal, Fv■00 par, Fc-1300 pat, E■1300000pai 2X6 OR LARGER HF 02 - Fb■9i5 pat, Fv■150 pal, Fc■1300 pal, E■ at POSTS 4X4 HF •2 - Fb■97i5 pal, Fv■150 pal, Fc■1300 pal, E■1300000par 4X6 OR LARGER HIS 02 - Pb■'B 15 pal, Fv■150 pal, Fc■1300 pal, E■1300000pa1 0(6 OR LARGER DF-L'1 - Fb■1200 psi, Fv■Ti0 pal, Fo■1000 par, E■1600000psf GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb - 2,A00 PSI, Fv - 165 PSI, Fo - 650 PSI (PERPENDICULAR), E = IA000M PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 2AW PSI, Pv ■ 290 PSI, Fc ■ 150 PSi (PERPENDICULAR), E ■ 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 2a600 PSI, Fv ■ 285 PSI, Fa ■ 150 PSI (PERPENDICULAR), E - 1,900000 PSi. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 1,100 PSI, Fv ■ 400 PSI, Fo ■ 690 PSI (PERPENDICULAR), E ■ 1,300000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMT'ED 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 14ELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER T14E TRUSS DESIGN DRAWINGS. TYPICAL WALL 4 ROOF SHEATHING SHALL BE 7/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING; SHALL BE 8d COMMON ® 6' O.C. A PANEL EDGES AND 12' O.C. IN FIELD U.N.O. ON SHEARWAALL SCHEDULE. SPAN INDEX SHALL SE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 5/4' TAG RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6' O.C. ® PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL SE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT 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 TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASWINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWNG 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 TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-iN GUTTERS. 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. SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THiS SECTION SHALL BE 05TANED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH- THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL WEIGHT: MAX. 44' IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12' ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WiNDOW SHALL BE A MINIMUM OF 24' ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION PUMA I. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 SF. AND LESS THAN 18' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS i. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR a. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 16 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. GENERA 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 UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ,AC 0MPANYNG SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTION& L WHEN SUCH MATERIAL ARE INSTALLED N CONCEALED SPACES, T14E FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC R316. 3. SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLA AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, CASKETED 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 OF 6 MIL (0.0069 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. POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U-FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATNG EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R402.4.12, AND AIR LEAKAGE RESULTS IF A BLOWER 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 HVAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT BE USED AS DUCTS PER R40323 WSEC SEF,,I,ATE PE III T REQUIRED FOR: ❑�c�hanicai h3 Electricai ❑ Plumbing �J Gas Piping C�=Y of Tukwila �sli._�+1lilis r111I1e:nw� REVISIONS No changes shafl be made to the scope of work tvithout prior approval of TU10"rila Building Division. Norz: Revisions will require a new plan submittai and may include additional plan review fees. BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. 12402A.1.2 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 BE RECORDED ON T14E CERTIFICATE REQUIRED IN SEC. R4013. A WRITTEN REPORT OF THE RESULTS OF PLANNING APPROVED - Ti-E TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. THE BUILDING OR DWELLING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR No changesban be made. to th989 LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR OR AS REQUIRED PER ENERGY CREDIT SELECTED WITH A BLOWER DOOR PRESSURE SHALL BE 02 INCHES WAG. plans without approval from the Planning Division of DCD 2012 UNIFORM PLUMBING; CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS V2 OF AN NCH IN THE LEAST DIMENSION. 312.12J METER BOXES SHALL BE CONSTRUCTED N 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 WHEN OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL 15E CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS N FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO TI-E ADJOINING STRU=RE WITH NO OPENING EXCEEDING 1/2 OF AN INCH IN THE LEAST DIMENSION. WSEC SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUiM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE STAIRWAY ILLUMINATION F'ER SEC R3031 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE STAiRIJAY. 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 THE ARTIFICIAL LIGHT SOURCES SHALL BE CAPABLE OF ILLUMINATION TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT -CANDLE (11 LUX) MEASURED AT 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 BE 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. S PER SEC R602.6 DRILLING AND NOTC 4NG OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: L NOTCHING. ANY STUD IN 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 BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE T14AN 4s' INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.r6(1) AND R60230). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED iN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTC 4NG OF TOP PLATE. PER SEC R602foJ WHEN PiPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING; WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK (131mm) (16 ga) AND 112 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.1. EXCEPTION;_ WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. Fd�l • °. �: FILE i O" Permit y',' --l-) • / 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 andditions is acknowledged: By: O1LlnT�o, City &_Tubyltle BUILDING DIVISION FOR ±�SEP 2 5 2015 "J W City offukwilal II(I.DING DIVISION RECEIVED CITY OF TLIKWILA AUG 1 12015 PERMIT CENTER ALL GLAZING TO RE iN COMPLIANCE WITH THE 2012 WASHiNGTON STATE ENERGY CODE. 01 10, ty�; 3 iry'';3is 47v t+}fz�� <s° '? a L �� �J► , ` _ ■■ ` w .POT! �.. , - ._ 11... .1M� I�,!7... _ 1J► •1►yr _ �,l:l$ z CL .3e: 04 z&! .Cc $ w u0 rA ji 0 a 1 Mai V o N 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, I Plan No: I L2B-2853.3L Date: 2013 _ W_111, M N I (J. ATION CALCULATIO 15 4 ROOF SPACE NO MORE THAN V BELOW THE RIDGE OR 14 EST POINT) WiTH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC W&I ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERRSiDE 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 IW MIN. 4 1/4' MAX. OPENINGS. F SAVE VENTS ARE INSTALLED INSULATION WALL 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 SHCLU.D BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HE*IIT OF NON -COMPRESSED INSULATION, A 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL SE NET FREE AREA) 1,-MW Vv:. rl. yr MI 1IV rtlV-!"M-q~- -rA~ v I I. ._ ._ , . _ .-..-...-. , . � - -__ - . ....- OF VENTILATION REQUIRED (103 SQ INCHIES) ® AF50 ROOF VENTS (50 * IN. PER VENT) UPPER VENTS = 352 S4 in. (S 0-50 VENTS) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER LOWER VENTS ■ 352 Sq. in. 'BIRD HOLES' PER SAYE BLOCK 26 EAVE VENTS x 12' PER BLOCK - 312 Sq. In. (4)-2 VS' DiA HOLES - 14YP Sq. In. W/O MESH NFA w/ MESH ■ 12' Sq. In. PER BLOCK OF VENTILATION REQUIRED (131 SQ INCHES) UPPER VENTS ■ 49 Sq. In. (I AF50 VENT) LOWER VENTS ■ 4S Sq. in. 5 EAVE VENTS x 12' PER BLOCK a 60 Sq. In. lz» vu ri. yr Ai i u,. HrccAvx&wa "P max. ri. NQF UPPER ROOF VENTING PROVIDED BY OF VENTILATION REQUIRED (94 SQ INC1aE8) COR-A-VENT ROOF-2-WALL VENT EAVE VENTS - 41 Sq. in. (85 SQ iN. PER LINEAL FTJ 4 EAVE VENTS x 12' PER BLOCK ■ 48 64 In. UPPER VENTS ■ 41 Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ N. X 2 LF(TRU88 SAY)- 1'1 SQ IN. PER TR!W BAY 41 SQ IN. REQUIRED/ 11 SQ. IN- 2.1(3 SAYS) (7 HAVE VENT5) s N E I�� � To-„,VENT H T I N wt a4 � � � & 301_01 (IS FA\/F VENTS) NTINUOUS ALL VENT. D. IN. NET :)N AREA T-crz 611x=A6 I. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOPJ "JA 11rrrl.t,ffirAt HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN ,APPROVED AGENCY AND INSTALLED TO LISTED SMCIFICATIONS. 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 FUR14ACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT 13E INSTALLED iN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES 80 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 18 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 BE INSTALLED WITH THE PILOTS AND 131,114JERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE 001TROL THE PRIMARY SPACE CONIDITIONiNG SYSTEM WITHIN EACH DULLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403-IJ 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. BATHROOi`1S: 50 cfm B. LAUNDRIES= 50 cfm C. WATER CLOSETS: 50 cfln D. KITCHENS: 100 cfm EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B 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 WIG14EST POINT WHERE THE VENT PASSES THROUGH TIME ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF: THE BUILDING WITHIN 10, OF THE VENT. IUTILITY ROOM NOTES/MAKE UP AiR. 1. WHEiM 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 EXHAUSTING MORE THAN 200 CFM SHALL 5E 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 L'ROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. E: D ■ Wo SQ INCH TRANSFER GRILL PER IRC G243SA (6145) AS AMENDED BY WA W14OLE HOUSEa • • -LY WIT14 2012 WSEC TABLE 4062. Mi50132 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. M150133 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 MI50133(1) MID013BJ INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS, INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. 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 MI50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. 1-I150135.2 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 BE SCREENED OR OTHERWISE PROTECTED FROi'1 ENTRY BY 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 PROM 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 PEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING 18 AT LEAST 3 FEET ABOVE THE AIR INLET. 6. ATTIC, CRALL SPACES, OR GARAGES. Mi50133 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 M150'1330) EXCEPTION: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM 18 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 M1507330) MULTIPLIED BY THE FACTOR TI REAk'" A,NMaRmaku WIT 1-am mGI■lMt jd=1Lj4j= AYAMM At H M18. DUSLLING UNIT FLOOR AREA(SPJ NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >'1 AIRFLOW IN CFM <1,500 30 45 60 Is, SO 1,501-3,000 45 ro0 15 SO 105 3001-4,500 60 15 90 105 120 4,501-6000 15 SO 105 120 135 6,000-1,500 SO 105 120 135 iSO >71,500 105 120 135 ISO 165 �oao0�v NTILATI 11 YSTEM SEC. MI501 *ENEMY CREDIT._512-IMICIANT WATER HEATING IS 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% EFR WED FOR ►, D MPLIANCE 1P"P aD SEP 2 5 2015 of Tukwila NC DIVISION RECEIVED CITY OF TUKWILA AUG 1 12015 PERMIT CENTER A z"' 4. v, E A y z z x ; a L rr s 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: L2B-2853-3 Date: 4-24-15 W111"�! . . . . . . . . . . . . -100 ROOF DRIP EDGES PER SEC. RW5.2.az PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP aD cA m 12 0.0 0 0. ............. 1/.C+" =1 '-O " SOUTH FRONT 1ELmIEVA710N. EAST 1 54W anni Ow. W/ FLASHING TYP PER SIDE OT RI O%RST,4NT SHE,4TH N6 OR SUSSTRA4TE FINISH SIDING GSM TRIM FLASHIN6 WITH 5" MIN. VERTICAL L1:6 IORIZONTAL WOOD TRIM CEDAR GABLE END DECO BRACE COMP ROOF SHAKE SIDING - BOARD 4 B,4TT SIDING 5/4x6 SAND BD. W/ FLASHIN6 5/4xS BARGE W/ 1X3 RAKE TRIM 3/4x6 WINDOW, DOOR *CORNER, TRIM ®#FRONT 5/4x4 CORNER BPS 6" EXP. HORIZ. SIDING 5/4xIO BAND YV FLASHIN6 CONT. GUTTER STONE VENEER &RAVE TO SLOPE A HArY PROM FOUNDATION A< MIN. OF' 6" WITHIN THE FIRST 10' MAIN 10.10. M". 2dI& 3 12 2x6 EXTERIOR WALL I/I6' PLY OR OSB SHEATHING, TYP. SIDING: PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS — SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN REAR ELEVATION WEST RIGHT M.EVA710N. NORTH - MAXIMUM THICKNESS 4 INCHES 4 20 FEET HEIGHT. - SDC Dl 4 02 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING. - NOT OK TO SUPPORT ADDITIONAL LOADS ON MASONRY VENEER. - MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. - TIES IN SDC DI 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE. - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16 INCH WEEPHOLES REQUIRED ABOVE FLASHING MAXIMUM 33 INCHES ON CENTER - AIR SPACE MINIMUM i INCH - MAXIMUM 4 1/2 INCHES BETWEEN SHEATHING: 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. - WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R'103.1 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 CITY OF TUrV.wi AUG 1 1 2 15 PERMIT CEN E O ZTE C04D c w zV ao ®� M bmmd c a �00 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. I Plan No: I L2B-2853-3L Date: 5-5-15 COPYRIGHT 2010 Landmark Design Inc. ALL RC*n FS8ERVW r` r _015 // r- MSTR. BATH ,c�ui�n�zzzzm'riuu00%o/ou//u/ .��uuuu/uuu/% , O � . r ..7uM ' OFT a G► � - O r ALIGN LAST SC SSOR TRUSS 00 WITH FACE OF PI ISHED WALL • r o- DRYWALL FIELD DIMENSION ' ,;, - u r. VAULID 6/0x4 0 XOX W/ 6/0x1/6�ARCI-I TOP 30'-0' UPP LCOR PLAN 1/4"=1'-O" 0 -no m 0 m u� N 0 T ccl A n BLUE 18 AWG TRACER WIMFTA'ML WAITER SAETRVIICCIE PIPING PER UPC 6049. 44'-0' i'-3' 11-3' 41-0' 4'-0' I•_T•)_ VININ6 ROOM 9' CLG. 4 -- ----- ---- --i--� COVERED Ofn IONAL IFIORC, METAL FIREPLACE II C' SPECS. VIDE SQ. IN. OUTSIDE AIR -� Dv 21rox510 FX 5/0x5 0 XO 2/6 5/0 �I BWOPT-IN LT- 6REAT ROOM 9' CLG. METAL FIREPLACE 0 / I DW i W_ INSTALL PER MFR SPECS. PROVIDE 6 KITCHEN I SQ. IN. OUTSIDE AIR 9 G. I D.V. 60 ' GUARD RAIL .RC. TYP. ENTRY ETO VE I044ALL BE MR RC G240'1.6 PROVDI019 ONE EVE IC4L PET ING HROUGH MECH. i CLG.Al i Lo E N evAR,�6E 50 cat USE 1/2' GWB ON ALL WARM AND 9 - STRUCTURAL WALLS. (1) LAYER 5/a, r rE 2/0x5/0 SH 6X6 PT POST W/ I 'X' ON CEILINGS. WRAP ALL EXPOSE POSTS CCQ CAP I AND BEAMS IN 1/2' GWB //771 - a� ----------------- 4 _j 1 NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, 8/0 x S/0 O.H. D R re, -3' R.D. MIN. 26 GAGE STEEL. 16/0 x 8/0 D.H. DOOR 16'-3' R.O. 5'-6' it A 9140' 5'-b' 44'-0' MAIN IL.00R: 1065 50. FT. UPPER FLOOR: 1522 50. PT. UPPER ATTIC: 465 50. PT. TOTAL: 2555 50. PT. 67ARAGE : 5cl 1 50. PT. FRONT PORGY: 138 50. fT. REAR PORCH: 1041 50. PT. COPYRIGHT 2010 Landmark Design Ina. ,at_t. Ric*+ts MSEIWW 41-0' ENERAL NOTES: -1 1. ALL WORK TO BE IN CONFORMANCE WITH 2O12 IRC, 2. VENT ALL EXHAUST PANS, DRYER VENTS AND r RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSUM RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND cc► MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM -12' ABOVE DRAIN. 6. SHOWER TO BE LIMITED TO MAXIMUM 2B GPM. FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. i0 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS S. SMOKE DETECTORS R314, TO BE INSTALLED PER SEC R3143 IN THE FOLLOWINGS 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 `r 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. \ • zMMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 1 j n AN P $OVED CARBON MONOXIDE ALARM SHALL B IN LLED ON EACH FLOOR 3 OUTSIDE OF CH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC t WA. STATE ' AMENDMENTS SEC R315.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 312.E MINIMUM R-3 INSULATION / -1 12. ALL DUCTS a EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OP 61 R-8 PER WSEC R4032J �- 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDINGS. PER R303.B2. 14. _GAS PIPINGS IS TO BE PROTECTED PER G2415 , 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 1112 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 (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 STUD, JOIST OR RAFTER 15. ATTIC t CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE ' SURROUNDINGS SURFACES A 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY Q' u0 ACCESSIBLE t WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) -1 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 BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAYING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE 3140i' 1'-14, 4'_0' PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. i= D ® 100 SQ INCH TRANSFER GRILL LANDING AT 'EXIT' DOOR NOT TO BE LOWER T14AN _ IS INCHES FROM TOP OF: STAIRWAY ILLUMINATION PER SEC 303.1 IRC THRESHOLD. (R3113.1) 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 BE PROVIDED WITH AN ARTIFICIA LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING: OF THE STAIRWAY. DF®®OR P OVED t� SEP 2 5 2015 fi !pity ofTukvAla tLDING DIVISION WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 1501330) t 150133(2) FOR FAN SIZING AND MN TIMES �crWlt��o z 0 •9 R 14Cn C W4 .:. a A x� r x CBC NG �a 19 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: L2B-2853-L Date: 5--5-15 ON LSTA30 - 14OR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) "Y"°"' SECOND FLOOR FRAMING PLAN ANT. 120L. TOw T"I t-10 R1610 INSULATION o 3H I1 E OF W,4LL W HEAPM KING STUn TRIMMER NTS 1/4uc l'-0° N i— r ap OF ,4 FOUNDAT 1 ON AT - FAT I O NTS 10'-0' 34'-0' 2'-6' 14'-6' 15'-6' 4'-0' - ' MIN.I DINGI �B!ocK�ut �oR N DOOR 42'x42'xS'— CONCRETE FTC. W/ 5-04 EA. WAY m 0 A i■■C� �4 s LP 3' '-3 3' ' n F_ —1 0 4' CONC. SLAB Im OVER 4' COMPACT Q SAND AND GRAVEL BASE SLOPE `4 L —1 3' TO DOORS 13 6x6 P.T. POST 2 0 W/ CBSQ BASE ON 36'x36'x12' 6' CONCRETE PTG. r- W/ 4-04 EA. WAY (TYP OF 3) 4 1ID'-ID' MIN. 2' AIR SPACE 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. PLASHING OR APPROVED MEMBRANE STUB 04 BARS INTO CONIC. SLAB 0 1S' O.C. 3'-S' 1.2' 4' ..� SASE P.T. POST- U PB BASE N 24144'A2' 4 RETE PTG. (3 PLACES) 0 r—,n- N r (P Z T� 0 H . S con �x M AW� Z G y a •N y z%0 �M 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 exterior foundation. 61 NEC 250.52 Grounding Elee odes. M A concrete encased gro ndi electrode is required in all new concrete fo tin . The electrode shall consist of at least 2 t of 112" or larger reinforcement bar or I ar opper conductor not smaller than 4 AW horizontally within th t d shall be located rtion of a concrete foundation or footing th at in direct contact with the earth & encased by al le 2" of concrete. (NOTE: 20 foot rebar sl tied alongside any vicin tall ty a one continuous piece oting rebar and shall protrude 8" min. above op foundation wall near location of power panel.) �4 0 : V WED FOR �MPLIANCE FOD 't SEP 25 2015 City ofTukwila . iLDING DIVISION 1/4"=1'—O" STND EDGE DISTANCE 1-1/2' MIN BUILDER TO DETEF "LINE IP STND OR STHD/R,J IS APPROPRIATE. 11' MNIMLIM AWAY FROM 14OLP0018 SPACE VENTILATION VENTILATION COPYRIGHT 2CRAWL Landmark D®slgn Ina. ' Ts RSSERVW TOTAL NET USE 3' x 3' x 1/4' REQ p 1ID63/FREE AREA Joe SQ. PT. GALVANIZED STEEL PROVIDE SCREENED VENTS SQUARE PLATE FOR VENTILATION WASHERS FOR ALL „ VENTS fREQt.) ANCHOR 1501 RECEIVED CITY OF TUKWILA AUG 1 1205 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 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: I L2B-2853-3L Date: 5-5-15 NTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN W% OF RE01RED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN Y BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REWIRED 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, IUT14 ke' MIN. 4 VV MAX. OPENINGS IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MR 1' SPACE 5EIUM INSULATION AND ROOF SHEATHING 0 VENT LOCATION. BAFFLING OF THE VENT OPENMGB SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT V VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) 5EE SHEET N2 FOR ROOF VENTILATION CALCULATION5 AND LOCATIONS COPYRIGHT 2010 Landmark Design Ino. ALL IW-*nb MMRVM W&H id In igrw 1/411—II—011 APPLIANCE IN ATTIC) NOTES: PER 2012 IIRC M1305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH t0 ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASUMD ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE AT LEAST 30' DEEP 4 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED At THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET 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 110 1/49 4 1 LAYER R-11 (3 1/21) 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PPROVID CONDSAROMM LINE"F I99Mr-U-U Wi�l4GE t E IXT"CERIOR FOR DRAINAGE. OUTDOOR COMBUSTION AIR SHALL BE PROVIDED PER IRC G2401.6. ROOF OVERFRAME NOTES: C RM3 L RAFTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) ALL HEADERS TO BE 48 OF +2 UNLESS 2 WALLS 4 WARM WALLS TO 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 TRIM ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MIN"JM 22W' PER IRC SEC 8011 WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 1501330) 4 150133(2) FOR FAN SIZING AND RUN TIMES 0 24' O.G. ABOVE STAIRWAY IEEE SECTION DETAIL A-'U 2X4 CEILING JOIST a CLOSET TO A LEVEL SURROUNDING SURFACES LSTA30 - HDR 4 SILL TO 3x BLOCKING. LSTA30 - HOR 4 SILL tO 3x BLOCKING. .FONT. DBE. TORS I-L*% I r- it-10 RIGID INSULATION a EXTERIOR SIDE OF KA LL SHAIDtD ,4RCA ) 4X HMA PER ICING STUD EXTERIOR PLYAOOD TRIMMER INSULATION DETAIL NITS 4X6 PT POST W/ EPCZ CAP 4X6 PT POST W/ EPCz CAP 5. PROVIDE ATTIC VENTILATION PER IRC SECTION ,AND 8pia ROM. ALL FRAMING TO COMPLY WITH IRC SECTION R02. NOTE- - BEARING OR EXTE' 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE THE ®®f �RAKN& FLAN FASTENERS FOR TREATED NOTCH 25%, BORIN ROOF OVERHANG IS W OR CLOSER TO THE PROPERTY LINES PER WOOD t0 BE HOT -DIPPED - 60% BORING IF DC 2012 IRC, TABLE 3020(U 1/411=11_On GALVANIZED, STAINLESS LESS OR EQUAL Sl �O III 11VPED FOR � E,C CVED PLIANCE APP SEP 25 2015 • City of TukvAla .IILDING DIVISION R. E,C"-_IVLC? CITY OF TUKWILA AUG 1 12015 PERMIT CENTER ® z 0. $ yoNo yMtry� ® Nv �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, I Plan No: I L2B-2853-3L Date: 5-5-15 1, QA REFER TO SHEAR WALL SCI-ED. - Ffl FRAMING NOTES: L ALL MLTIF'LE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ Sd NAILS a 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. }A�L,L WADERS TO BE 4x& DF +2 UNLESS NOTED OBE=TED /W- M GI S t A WALLS TO 3. SOLID BLOCK BENEATH ALL PONT LOADS FROM ,4SOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKNG OR 15Y ANOTHER APPROVED METHOD. 5. ® MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHEWISE & a REFER TO SHEAR WALL SCHED. A771C f"LOOR f22RAMINIS FLAN • CANT. DBE. TOP PL,4TE Z-10 R16112 INSULATION D EXTERIOR SIDE Ofm WALL.. SHAVED AREA) 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. 14TS 01 IUD FOR �00E.0 MP LIANCE ROVED SEP 25 2015 A City of TukvAla BUILDING DIVISION F;ECE"VED CITY OF TUKWILA AUG 1 12015 PERMIT CENTER STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 4090, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. � �.z .9 0 A`� w ze c 00 0 •y fHA 6�. 0N0 vMs N O �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: L2B-2853-3L Date: 5-5-15 �r H W/ IN 3ro " ,AF50 ROOF VENTS (50 80. IN. NET FREE AREA) SOLID TIGHT PITTING TRUSS 5LOCKING 2 x8 FASCIA 50,ARD -1/16" LP FLAMESLOCK FIRE - RATED 0S5 SHEATHING WATER 5ARRIER 2xro STUDS .9 1ro" O.C. W/ R-21 F15ERGLASS INS. EXTERIOR FACING 5 /6" TYPE "X" GW5 APPLIED VERTICALLY ,AND NAILED TO STUDS W1 MIN. 1 7/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8' O.C. W,ALL50ARD JOINTS MUST 5E COVERED W/ TAPE SAND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. 51/2' THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL P 15ER 5ATT INSULATION, FRICTION INTERIOR FIT 5ETWEEN WOOD STUDS 1&" O C. /-- 2xro STUDS a IV O.C. EXTERIOR 5/8" TYPE "X" GW5APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALL50,ARD JOINTS MUST 5E COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. 2x SCREENED EAVE VENT BLOCKS W/(4) 21/8' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE. TO ENSURE 1' MIN. AIR SPACE. MIN. 111ro' CAT,AGORY LP FLAME5LOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR PACING 1. F15ER CEMENT 5O ARD 2. T-1-11 SIDING 3. WOOD STRAND OR P15ER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO (o. STEEL SIDING DESIGN: INtERtEK LPB/lUA 6o-01 ,,,SCALE EAVES 8 WALL U11t1-IIN 8'-0' OF PROPERTY LINE PER IRC 302 8 TABLE R302.1 H 00_'IUR L;ETAIL�5 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. RWS 2,8.ar PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL (2) 2x6 TOP 11= 2x6 STUDS A i6' O.G. 1/2, SHT'G (APA RATED 24 WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) TIG14TLINE FOUNDATION DRAIN: 4' DIA, PERK PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS iMSERVED PLAN ='11MM II� W I low Igor I I'% yo r %o f issue V I I \a/ I N 5/611 + 1 I-O 11 MIN. &X& PT POST 1/16' LP FLAME5LOCK FIRE - RATED 055 SHEATHING �/8' TYPE '0X' GYP SHT'G SIDING OR TRIM PER PLAN POST DE7A� FOR STRUCTURES FROM �OPERTY LINE W/ IN 361 ,41=5 0 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS 5LOCKING FASCIA 50,ARD 2x STUDS PER PLAN *1/18" SHEATHING SIDING PER PLAN EWES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TA5LE R302.1 J STAIR NOTES: PER IRC R310 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAX" RISE TO BE 1-3/4'. • MN"ji RUN TO BE 10'. • MNIMLM HEAD M04T TO BE V-8'. • MNIlh J 1 STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSM AND MUST EXTEND BEYOND BOTToM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIM 36' HMI V CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS I V4' NOR MORE THAN 2' N CROSS SECTIGNAL Out • WNDNG TREADS PER IRC R310,5 2.1 • SPIRAL STAIRS PROVIDE MN T IiV RUN a A POINT 12' FROM WHERE TREAD IS NARROWEST PER IRC R3IL' IOJ 101, CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE AT LEAST 40% 4 NOT MORE THAN 5090 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. 1' PT RISERS P.T. 2XI2 TREADS TO STRR - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. HL 38 HANDRAIL TO BE PRESENT ON 4' SPHERE SHALL ON AT LEAST ONE SIDE OP STAIR, NOT PARS TFIROUGF� SWANDGD RIP PORMON OF MANDR41LS MIK 4 CIRCULAR of ice' EEDC SHALLL MAON YS 4 A MIN. RADIUS OF th'. ALL REQUIRED GUARDRAILS TO Be saw MIN. IN HEIGHT ` OPENINGS FOR IWOUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SFHM 4 W.4W (102m) TO PA136 THROUGH. �j' MM.-ids' MAX NOSING H 6' SPrEFtE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL t5' GM . cEILNG, AND WALLS (3) 2X12 STRINGERS FIRE ELOCKNS • MID -SPAN AND N $TUD U14L1.8 ALONG AND N LINE WITH ST04121% IF AREA INM 2X i Tr• "T BLOCK STAIRS 18 UNFNIS W INTERIOR JOISTS PER PLAN OBL JOT MMTTL�. HAWSERS AT FA STRINGER 3-2Xi22 P.T. STRINGERS RIOR M STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302JI 4 302.12 I. 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 13. 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. 3: t— 3: !L loll [L CV %Q "' 0 3: LU -1cA ILL 15 Q p z X — 1 1 t- .. TIGHTL INE — FOUNDATION DRAIN: 4' DIA. PEW. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC NO SCALE f2 WED FOR C,OpA POA01�D CE SEP 2 5 2015 a+ City of TuWla BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 1 12015 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 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. I Plan No: I L213-2853-3L Date: 5-5-15 3 L�J TYPICAL WALL WOOD SIDING WOOD SHEATHING LAP 6" & TAPE AT JOINTS LAP AND TAPE TYVEK (UPPER SHEET OVER LOWER SHEET) TYPICAL WALL STAPLE VAPOR RETARDER BETWEEN JOISTS AND TO UNDERSIDE OF FLOOR SHEATHING CANT I LEVERED FLOOR DET41 FIRS BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1, IN CONCEALED SPACES OF S UD WALLS AND PARTITIONS, INCLUDING COMPOSITION ROOF W/ 300 INTERWOVEN ML FURRED SPACES AND PARALLEL ROWS ON i/2' 24/0 PLYWOOD SHEATHING OF STUDS OR STAGGERED STUDS, AS FOLLOWS: ALL ROOF FLASHING TO BE MIN. 26 GA A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS GAL1r STEEL. B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' ROOF DRIP EDGES PER SEC. Rw*2,8.5 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED PROVIDE DRIP EDGE AT EAVES 4 GABLES VERTICAL AND HORIZONTAL SPACES SUCH AS W/ A MIN. 2' OVERLAP. 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. 10-302:1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FPASSAGE / OF FLAME AND PRODUCTS OF COMBUSTION. 2x SCREENED SAVE - VENT BLOCKS W/(4) 2vo' HOLES EACH - PROVIDE APPROVED .ATION BAFFLE '46URE I' MIN. SPACE. PICAL EXTERIOR WALL 2x6 TOP R 6 STUDS A 16' O.C. ' SHT'G (APA RATED 24/0) TER PROOF BARRIER :TERIOR SIDING :R ELEVATION -21 INSULATION W/ CONT. kPOR BARRIER ARM SIDE) STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. TYPICAI WOOD: WOOD SHED CAULK PARGING & DRAINAGE CONCRETE FOUNDATOOI PURR OUT TO 12' FOR R-38 HIGH DENSITY INSULATION (EACH SIDE OF ROOM) 4 �.,_ �r��-,cl �r_t�l►c�f� BASE OF WALL DETAIL 'ATTIC' SPACE M-441 INSULATION ATTIC TRU S 241O.C. E ROOF ING PLAN BATH TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK LAP AND TAPE TYVEK TYPE G4L WA, ATTIC VENTILATION 1 SOMETR I C AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN V BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAYE VENTING. CIE STAIR OPENING 2X4 CEILING JOIST 24, Oc: *'CLOSET ADJACENT TO STAIR OPENING F TYPICAL WALL WO( LAP TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK PENS NT) (ex. EXHAUS NT BLQMNG & "IMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULKING AROUND PENETRATION CAULKING CONCRETE SILL w/ DRIP EDGE THROUGH -WALL FLASHING TYPICAL WALL MASONRY VENEER 1" AIR SPACE p gHEpTYHVNEGK 7/16" PLY(x°6QWOOD STTLiDS w/ R-21 BATT INSULATION 1/2" GYPSUM BOARD TYPICAL WALL ISH COAT /WN COAT SC CH COAT WIRE LATH RESISTANT BARRIER STUCCOWRAP TYVEK PLYWOOD SHEATHING 2"x6" WOOD STUDS w/ R-21 BATT INSULATION 1/2" GYPSUM BOARD LAP 6" & TAPE/ CAULK TYVEK OVER METAL DRIP EDGE CAULK METAL DRIP EDGE TO CONCRETE FOUNDATION WALL MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULK (AROUND WINDOW RSO) INTOiWRAP TYVEK OPENING & TAPE TO SILL (ESP. Ca) CORNERS) FLEXWRAP USING TYVEK & DAMPPROOFING fE ION WALL 5 4SE OF WALL DET41 L TYPICAL WALL WOOD SIDING WOOD SHEATING J JI FLEXWRAP INSTALL TYVEK MINIMALLY EXPANDING OVER MOUNTING FLANGE. POLYURETHANE FOAM OR. LAP APPROVED CAULKING & TAPE JOINTS. TYVEK (AROUND WINDOW RSO) WINDOW WITH NTEGRAL MOUNTING FLANGE � tIGHTLINE FOUNDATION DR,41N: COPYRIGHT, 2010 4' DIA. PERF. PIPE Landmark Design Inc.("4,�eu I LD I N 6 S Cj T 1 ON PEA GRAVEL FILL ALL RIC44TS RESERVED WRAP W/ FILTER PA15RIC 'j 5/8"= I'—O" UFFER ATTIC STAIR WINDOW HEAD DETAI CAULKING TYPICAL WALL WOOD SIDING WOOD SHEATHING HOMEWRAP TYVEK 7/16" OSB SHEATHING- 2"x6" WOOD STUDS w/ R-21 BATT INSULATION VAPOR RETARDER 1/2" GYPSUM BOARD WINDOW WITH INTEGRAL MOUNTING FLANGE MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULK (AROUND WINDOW RSO) WRAP TYVEK LAP & TAPE TYVEK FLEXWRAP FASTEN TYVEK CORNER USING MECHANICAL FASTENER REI VE U FLEXWRAP INSTALL TY jja�'r('v AROUND PERIMETER OF LIVIfdGUF TUKWI AUG 1 12015 PERMIT CENTE WINDOW SILL DETAIL z M01 (U W . � A�W zCOO,yn zA M VS� V ® tV v 0 �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. I Plan No: I L2B-2853-3L Date: 5-5-15 — — — — — — — — — — — — — — — — — CAN LIH is \ OUP JP I I OPTIONAL LIC-oHTIAKs W/ BOOKSHELVES 1 I P LENDEENT FF I / IONAL \ L G14TINC-c I k \ \ I Wi I ELVES I I 100 cFM \ I \ I VTOS 1 \ F---1 L_ _J —��--- I io T IAa +j —1 u TO LT ,ABOVE / 1 / I \ \ 1 I I I UP / �IIIIIIIIN f=L.00R EL Gi IGAS I/411=1 i—Oo COPYRIGHT 2010 Landmark Deelgn Ino. ALL W&M FIS-SERIIM 7 =L= 9 11kh'A IN 1 11 �� \\ TO SWITCH (� BELOW u✓ I �1Q I 1 110V \ El I 71 TO SW17 BELOW 0 =MrIVII M. �"e� a FE STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINCsS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LICxHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY- EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. it ❑� ELEGTRlr,AL KEY OVERHEADCAN OUTLET DUPLEX OUTLET - r � 220V OUTLET COMBO. EXT. FAN CVTOI # LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. W 110 V W/ BATTERY r: C; r ! `J C D BACKUP CITY OF TUKWIL CABLE T.V. JACK PHONE o AUG 1 12015 UNDER COUNTER PERMIT CENTE LIGHTS SEPARATE GAS OUTLET ? PERMIT AND HOSE 5I813 =+ APPROVAL REQUIRED EXT. FAN VTOs 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. I Plan No: I L2B-2853-3L Date: 5-5-15 �u C-cENERAL 6T1�UCTURAL NOTE V STEM WALL M ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE 05C), 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 5, K,, = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Sb = IB - IBC FIGURE 1613B(1) Sob=1.0,1e=1.0,R=6.5 Cb = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY 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'-&" 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 Pc = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% t1.5% 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 1'4" 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 1r2 EXPOSED TO WEATHER OR EARTH 11/2" (S AND SMALLER) 2" (% AND LARGER) FOOTING BARS 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DK OR BETTER POSTS WM OR BETTER 2x FRAMING HK OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 23043B. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 23043.1 URO. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD AIW.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER. USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UNA. GLUE SHALL BE CASEIN WITH MOLD 1NHI5ITOR. UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN DIAMETER. AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND 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 AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HAWERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER. PARALLEL STRAND LUMBER (PSL): PARALLEL STRAND LUMBER (PSL) TO BE BY TRUSS JOIST WEYERHAEUSER (PARALLAM) OR APPROVED EQUIVALENT (Fb = 2,WO PSI, E = 2.0 x 106 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR-1381. BEARING LENGTH SHALL NOT BE LESS THAN 13/4". 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 48 DR WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d tv 12" O.C. STAGGERED. STAGER SPLICES AT TOP PLATES MINIMUM 48" AND NAILS WITH W6d o 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF Sd a 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 a 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 URO. FLOOR AND ROOF FRAMING: DIMENSIONAL H; AMIIs 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 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/1(o) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX 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 STAGER PANEL EDGES. FLOOR AND ROOF TRU55EB: 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 TWSS 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 STIFIVel; S 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 WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WIT14OUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. 5H AR WALL 5CHEIDULE. MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX Sd a 6" O.C. 5/8" 6 60" O.G. Qa ll = 230 PLF OR OSB /2" CDX Sd a 4" O.C. 1/8" a 32" O.C. Qall = 350 PLF OR OSB 1/2" CDX Sd a 3" O.C. Sib" a 1(o" O.C. Qa ll = 450 PLF c OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGER NAILS R SEE DETAIL 12 / $2.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" Dll 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 INTERIEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23043.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF NOT -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 SMEAR 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 I" 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 ASTM A153. 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 16d a 12" O.C. STAGGERED. L_ 2'-Ou a Su coNTMt m PTCZ—/ P REMPopzm* T 3 f I STEFFIED FOOTING DETAIL atO ecAx4• . P-01 MSTOW HOEDOWN. ALIGN WITH EMBEDDED STHD- 4 x 12 \% TYPE 14OLD011JT1 BELOW. SHEATHMCs 4 NAILNG PER PLAN. SPLICE TO OC= CN COIN' CN MEMBER OR BLOCKNG Llv---------- UPPER FLOOR SHEATHING 4 NAILING A = 1,322 SQ FT PER PLAN. MATCH WALL ABOVE UNA. 9ZIP 1111 maim, %I L LStA30 - wR 4 SILL TO 3x ELOCKM (TYP. 2 PLACES) b� LSTA30 - BEAM to TOP PLATE •�J C 3 xl1 \7 _ _ 5 x 5 ISM LSTA30 - MR 4 SILL /-TO 3x BLOdCINCs. ltYp 2 PLACES) _ 634 x 105 GLB _ _Z 7-HT820 - BEAM t0 TOP PLATE MAIN FLOOR A = 1,063 SO FT A =5S2 SQ FT �I �x 514 x 135 GLB Ism �3�z x 105 GLp�n r OF 2) 4 lbd a ib" O:c. SOLE PLATE NAILN3. /� -34" &JMOOR / !3) ad JOIST -To -TOP PLATE UNA. MAINTAIN 4MM. 4" END DISTANCE. 2 x 6 STUD a 16' Of. USE DBL STUD ENDS OP SHEAR WALLS 4 HOLDOm. 2x NAILER AND PT SILL w/ %1 ANCHOR BOLT 4 3" x 3u x 1/4" WASHER AT V-0" Oa UNA. (ALL MASA a 48" O:C) 04 BAR CONTINUOUS MIN lTYPa.•so. CRIPPLE WALL WITH BACKFILL FOUNDATION Sim SC LS 04" ■ 11-01 CORRECTION LTR# �t UNED FOR �Q APPROVED PF ODD r: SEP 2 5 2015 City of`Y'ukoAla ltLDING DIVISION RECEIVED CITY OF TUKWILA SEP 1' 8 2015 PERMIT .CENTER EV, 0 .4 a co 0 0 I �B 0 am 0 co �S fo � o w o o a^ 0 THESSN 0&u KIM KYA l COPYRIGHT 2015, SEGA ENGINEERS JOB 12 -021 1/y" RATED SHEATHING Sd (0" O.C. �,z" RATED SHEATHING EXTERIOR SHEATHING PER (4" O.G. SIM.) PLAN OR SCHEDULE ad 0 4" O.C. / IL Lu I/z" RATED SHEATHING ad 4" O.� . 11d HI FRAMING ANCHOR z RATE® SHEATHING w/ EACH TRUSS. USE H10-2 ad � 4" O.C. EDGE NAILING GABLE END TRUSS. I 2x BLOCKING w/ lod @ g" O.G. 2x BLOCKING w/ (2) ad O gd �" O.C. AT DBL TRUSS. TO STUD EACH END - \` '/z" RATED SHEATHING � �d � 4" O.C. � Q A35 9 40" O.G, RAFTER OR TRUSS PER PLAN �� ',z" RATED SHEATHING p (USE 24" O.C. AT SIM.) w/ (2) ad TO 2x BLOCKING TRUSS PER PLAN DBL 2x TOP PLATE. LAP MONO TRUSS PER PLAN 2x VENTED BLOCKING. SPLICE 4'-0" MIN. 4 NAIL w/ 2x BRACE PER TRUSS SUPPLIER END NAIL TO TRUSS DBL 2x TOP PLATE. LAP Irod 'a ro" O.C. STAGGERED. OR 0 45" O.C, SECURE w/ 2x STUD PER PLAN EACH END w/ (2) ad. SPLICE 4'-0" MIN. 4 NAIL A34 EACH END. , NOTE: � 51MP50N LU524 SHEATHING AND NAILING PER w/ 1�d �" O.G. STAGGERED SHEATHING 4 NAILING �I SEE ARCH FOR FLASHING HANGER PLAN OR SCHEDULE. SPLICE 2x FRAMING PER PLAN. PER PLAN OR SHEAR I 2x FRAMING PER PLAN. REQUIREMENTS, TO OCCUR ON COMMON � (BEAM AT SIM) WALL SCHEDULE. (HEADER SIM.) - o MEMBER OR BLOCKING GABLE END / GIRDER TRUSS co :~ m w � I Ti'FICAL ROOF FFAMING CONNECTION 2 JROOF FRAMING GA5LE END 3 LOWER ROOF Ff-=-,A�IINC �NEA� WALL LONER ROOF FRAMING � GAF3LE ENS � 52.E SCALE: 1" = 1'-0" 52.E SCALE: I" = I'-0" SCALE: I" = 1'-0" 52.E SCALE: I" = 1'-0" Z DBL 2x TOP PLATE0 co SOLE PLATE NAILING. co I~ x USE 16d �@ Iro" O.C. MIN.O.C, 'SIMPSON' HOLDOWN 16d o S" O.G. SOLE ad 4 NDR PER PLAN. ---------------------------------------------------------------------------------------------------- STRAP PER PLAN 50LID RIM JOIST PLATE NAILING. 3, ----------------------------------------------------------------------------- „ 4 suBFLooR ad 0 & O.C. 2x JOIST PER PLAN I o (3) ad JOIST -TO -TOP 2x RIM JOIST 2x BLOCKING w/ A35 ' PLATE U.N.O. MAINTAIN 'S1MP50N' HOEDOWN 3/4" SUBFE00R FRAMING ANCHOR AT ''. SHEATHING 4 NAILING PER PLAN. MIN. 11/2" END DISTANCE. STRAP PER PLAN 6" O.C. TO TOP PLATE. o SPLICE TO OCCUR ON COMMMON MEMBER O BLOCKING SHEATHING 4 NAILING EMR R B PER PLAN w 3/4" SUBFL®OR � TRIMMER STUD(S) � co 2x STUDS PER PLAN. J015T PER PLAN (USE DBL (BEAM AT SIM.) JOIST PER PLAN w/ HU5C2S-2 'a HOLDOWN) SHEATHING 4 NAILING PER; 1 PLAN 0R SCHEDULE. KING STUD ',z" RATED SHEATHING 4 2x DBL TOP PLATE. LAP 2x BLOCKING w/ A35 NAILING PER SCHEDULE, FRAMING ANCHOR TO / SPLICE 4'-0' MIN. 4 NAIL TOP PLATE. 2x FRAMING PER PLAN. w/ 16d Q ro" D.C. STAGGERED. (BEAM AT SIM.) 2x STUD PER PLAN. (BEAM AT SIM) LSTA STRAP PER PLAN. CENTER ON TRIMMER 5 TYFICAL FLOOIR FRAMING CONNECTION � FLOOR FRAMING � CANT. JOIST � FRAMING AT INTEPIOR `5NEAR WALL OR KING STUD. SCALD: I" _ r-m° s2.o SCALD: I" _ r-m" 52.E SCALD: I" - r-m" (TYP) 2x SILL PLATE 3x BLOCKING (TYP) ------------------------------------- Trod @ a" O.G. SOLE PLATE NAILING. Isd � I�" O.G. SOLE Ind � �" O.G. SOLE SHEATHING 4 NAILING PLATE NAILING. PLATE NAILING. PER PLAN OR gd O.G. UNO SHEATHING 4 NAILING 7 SCHEDULE PER PLAN OR ad (o" O.C. UNO SOLID RIM J015T SMEAR WALL FORCE TRANSFEF, DETAIL 3/4" 5UBFLOOR SCHEDULE 3,4" SUBFL®0R 3/4" SUBFLOOR s2-0 SCALE: I" = I'-0" 4 M5TC HOEDOWN 1/2" RATED SHEATHING PER PLAN 4 NAILING PER PLAN. AIA L5TA24 STRAP r) (FAR 51DE) Iro„ Ilk '*\—JO15T PER PLAN 2x TOP PLATE MINIMUM C� HDR PER PLAN. EXTEND NAIL SHEATHING TO HDR TRU55 PER PLAN JOIST PER PLAN OVER PANEL TO KING STUD. JOIST PER PLAN w/ ad 3 O.C. EACH WAY. — LUS HANGER BEAM PER PLANFASTEN TC ----------------- =- = ' 1 1, , , ,!, LU HANGER BY BEAM PER PLAN. . , , . , , . w/ (2ROW Ind AT 310� HEADER N W TRU55 SUPPLIER BEAM PER PLAN'-- --- "--'---QDC' 4 ..;. Lu (2) 2x STUDS (TYP.) it SHEAR WALL FRAMING AT FLUSH SEAM SMEAR WALL FRAMING AT FLUSH SEAM it SMEAR WALL FRAMING AT BEAN S2.(Z SCALE: I" - I'-0" S2.� SCALE: I" - 1'-0" S2.� SCALE; I" - 1'-0" 4x 51-0 'ING @ MIDDLE 24" IF REQUIRED. [El3, " Ind I�" O.G. SOLE lO'=OI' -�. Z 4 SUBFLOOR 2x STUD PER PLAN. USE MINIMUM MAXIMUM PLATE NAILING. � N- 2x BLOCKING (2) 2x STUD /a ENDS OF SHEAR 1/z" RATED ;SHEATHING l24/0 EXP U. p WALLS 4 HOEDOWNS. SEE SHEAR 3/4" SHEATHING SHEATHING 4 NAILING PER 2x STUD PER PLAN. USE DBL :: NAIL w/ (2) ROWS, ad 3" O.C. AT JOISfi PER PLAN WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT w/ 3"x3"x1/ " PLAN OR SCHEDULE STUD AT END OF SHEAR WALLS I' PANEL EDGES. 4 4 HOEDOWNS. SEE SHEAR WALL SHEATHING 4 NAILING PER WASHR. SEE SCHEDULE FOR 2x PT SILL w/ ANCHOR BOLT SCHEDULE FOR 3x STUDS. 51ZE 5PAGING.U5E a AT (2) 2x PLATE. (NAIL PLAN. SPLICE TO OCCUR 43 x 3" x I/4 WASHER PER_ 5IMP50N AC GAP ON COMMON MEMBER 6O O.C. U.N.O. PLAN OR SCHEDULE. USE 4" SLAB ON GRADE OVER SHT'G TO EA PLATE) (ALT. Ix4 GUSSET EA OR BLOCKING. 2x PT SILL 5/8"o (o®" O.C. MIN. MIN. (o MIL VAPOR BARRIER TOP OF STEM WALL 51DE w/ (C) ad ) = ---- - - -- R - R Z. ; T T ( #4 A H0 I (o" MIN. ^ ELEV. VARIES, 4x4 P P05 6 MIN. NOT 5.O.G.) a a ( '� FINISH GRADE OR 12" MAX. - �',°� °�"��' 4xG AT SPLICE) FINISH GRADE 12 MAX. II STHD HOEDOWN PER PLAN. 2x PT SILL SLAB ON GRADE �' 5TND14 HOEDOWN UNO. '5IMP50N' MAB ANCHOR IS.O.G. SIM.) "_�, -�' l2) �/ ;�NGHO T IS 4 ! BAR o 24 O.C. - VERT. SIMPSON HOLDOWN ° 14 BAR - NORM. a" R BOLT w/ MINI (ALT. A34 ANCHOR a 7 EMBEDMENT 4 3 x 3 x /4 �- -` MIN. PER PLAN TWO SIDES) 12 1 -� MIN o 1'-C " MIN. a #4LBAR 24 O.C. - VERTICAL �� � �� o � � �� GALVANI,�ED f� WASHER. g FTG PER PLAN MIN. 2'-&" MAX. 04 BAR CONTINUOUS V D ®R FOUNDATION PER PLAN. p o � o `'4�OF ='�F-�.IAIVCE MIN. 5" THICK STEM WALL w/ oo g" o D g _ � A � o ® D p ° p +, 14 BAR HORIZ. TOP 4 1VED FINISH GRADE o 8„ SEP 2 5 2015 12 FORTAL FRAME FANEL CITY OF TUKwI�.A g 4 BAR CONT. s2.� SCALE: NONE SEP 1' 8 2015 a 4 L/,-4 " City of Tu ►lay I� FLOOR FRAMING AT CRAWL SPACE 14 FOUNDATION AT CRAWL SPACE FOUNDATION AT 5LAE3 ON GRADE WONG DIVISIbN PERMIT .CENTER 52.E SCALE: 1° = r-m° s2.o SCALE: I" = r-0" s o SCALE: I" -- r-O" COPYRIGHT 2014, 5EGA ENGINEERS JOC 12 -021 EX. 8" STORM t 1 , W �V 0 I ° 15' EWER EASEMENT z KC R C. #20150602000544 20' PVT. DI vn r1 r-r. NAGE EASEMENT 0 0 J IN 1 E z ; I ...... ........................... T I0 t � I EX. 8" SEWER MAIN z Q J a ; f I i E LEGEND CP PROPERTY LINE m °' B.S.B.L J — — RIGHT OF WAY LINE CD 3 RIGHT OF WAY CENTERLINE o — — i o — — — — — — — ADJACENT PROPERTY LINE i----------- .�------- ROOF OVERHANG LINE ' 4" CONCRETE PAVEMENT ,.0 PROPOSED RESIDENCE — — PROPOSED INFILTRATION TRENCH 0 i J 0 PARCEL NUMBER 0040000379 0 CL GENERAL NOTES: V) 4 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. ' 3 2. KEEP INFILTRATION TRENCH 5' MIN. FROM OCT PROPERTY AND 10' MIN. FROM HOUSE N 1 FOUNDATION. CONSTRUCTION NOTES: O CONSTRUCT (2'W x 20'L x 2'D) GRAVEL STRIP PER DETAIL 2. U2 CONSTRUCT (2'W x 101 x VD) PERFORATED TIGHTLINE STUB OUT PER DETAIL 1 FOR ROOF AND FOOTING DRAIN. O3 INSTALL 48 LF 1/2" WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. WATER DISTRICT #125 MIGHT REQUIRES AN ADDITION LINE. ® UTILITY TRENCH (POWER & COMMUNICATIONS). O 5 INSTALL 18 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT AS REQUIRED. © INSTALL 10 LF 4" SOLID PVC ROOF DRAIN COLLECTOR @ 1.00% MIN. O INSTALL 12 LF 4" SOLID.PVC FOOTING DRAIN COLLECTOR @ 1.00% MIN. ® INSTALL AREA DRAIN OR YARD DRAIN. RIM=297.50, IE (N)=295.50, IE (E)=295.60, IE (W)=295.40 O INSTALL 2 LF 4" SOLID PVC STORM DRAIN (SLOPE TO DRAIN). 10 INSTALL 36 LF 4" SOLID PVC STORM DRAIN (SLOPE TO DRAIN). 11 INSTALL 1" WATER METER ON EXISTING METER BOX (BY WATER DISTRICT #125). i" a In t 1 � � NATIVE WRAP WASHED ROCK ENTIRELY O N 3 5 WD� o t"> Uy FABRIC —EXISTING GROUND TRENCH X-SECTION NTS ii "01 00A, DXWM M911ti SO IGID PERFORATED PVC PIPE ) LEVEL (TYP) 1ED ROCK 314" - 1 1/2" `— CONNECT TO LOT ROOF DRAIN STUB i 2' X 10' LEVEL TRENCH W ITH 4" RIGID PERFORATED PVC PIPE PLAN VIEW OF ROOD \— CATCH BASIN OR AREA DRAIN NTS WITH SOLID LID ROOF / FOOTING PERFORATED TIGHTLINE STUB OUT DETAIL n SCALE: NONE The, plans have been revizvoed by the Public Woi:.s Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacl- of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. - Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: SLOPE I 4" CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2" GRAVEL STRIP DETAIL_ SCALE: NONE FOUNDATION FOR 1ANCE SEP 2 5 2015 lLDING DIVISION REFERENCE SHEET SHEET NO. 1 Sm OF 2 SHEETS H. WA 42815 4 •'boy, 'P�'CI STERF���`v`�' �sSIONAL ECG �49 C U c1 1 r .0 Lu 1v c . + C 1 �0 N m rn i o O0� N �o 0 f � a) _1 ui I- 0 o z z z z N a. v) N 0- a- a.. �EIF 7E■ O 4" PVC DOWNSPOUT DRAIN LINE o z } z m °° m % o a (0 FINISH GRADE O m zw ,! o cn w O o o v rL BACKFILL :.:.PROVIDE 12" MIN COVERAGE -OF DRAIN WITH CLEAN 1 1/2" - 3/4" f!; WASHED ROCK Z f_ >' t > ; FILTER FABRIC R -(MIRAFI 10OX OR EQUIVALENT) o o RECEIVE D A G 1 1 2 15 PiRry IT 6EN rE O T 0 i J E 0 z 0 0 J Z Q J U cn W I— i a_ 0 m CD J U) 0) .3 0 0 i 0 0 Q U i 0 0- 0 L V) O I 0 0 0 le O i J 0 n 0 E Q N 0 N i' cd N ....._.. SID 41 ._ �3 :: 1 " _ ........ _ ........—.........�........ — So —.......... ........... I �.......... -.......... T'Al �-..... tool _ ...... _....... _...... ._ . � ..---__------•-_-_.. �•;� ....... _...... _.---....... `t,....... y / ........... ' INSTALL SILT FENCE INSTALL INLET PROTECTAON- i PER DETAIL THIS SHEET T1F) r), j ,.•.Ir Y2.99\6' PER DETAIL THIS SHEET < <° ' - ?<L- ;Yl,` jq •-).. �\ :.ice : 'vi\'r'Y,'::-•-�f2 r; / 1 _.........—........—........—. _1 ! :: L ` L f `J �= \ 1 / _I v f ......__L......-- y-.._.... _ ( ......�..-........_ .........._ . 103. 00 `�.. I_ _ _..... ._......_ ...... _...... _......_. \ rl..-----••-•-•—......,_..,......_ S � _..... ....._........-._......_.... _, . , t, t _........ _ .. r '\ t 1 r---------------------`--------------� ( I -J f 1sf Li LOT 9 I ,' o f I I i i (7,037 SQ. FT.) !' S ; ' ` 1'------------------------ — 4 a `l -. <1 , ---------- , Y 111 Y. I \\ L------------ f \/ ' I' I �-D S87°49'10"E t,t:) �- - INSTALL CONSTRUCTION ENTRANCE / I PER DETAIL THIS'-ISHEET ...........................� I TEMPORARY STOCKPILE I, `t 'E LOT 8 ' I COVER WITH PLASTIC ; I I ' I PER DETAIL THIS SHEET E(6,623 sq. FT.) I � i I I `� 1IT \ LEGEND PROPERTY LINE - - RIGHT OF WAY LINE - RIGHT OF WAY CENTERLINE - — — — — — - ADJACENT PROPERTY LINE ------------------ ROOF OVERHANG LINE W W CATCH BASIN t -T. REFERENCE SHEET SHEET N0. 2 Ad10.0' MAX. OF N TIRES, SANDBAGS, OR EQUIVALENT EC1 2 MAY BE USED TO WEIGHT PLASTIC SHEETS HORIZONTAL GRAPHIC SCALE _ — SEAMS BETWEEN SHEETS MUST 10 5 0 5 10 -- -- — OVERLAP A MINIMUM OF 12" AND 47 BE WEIGHTED OR TAPED 1 in = 10 ft. -° TOE IN SHEETING IN o ¢ n MINIMUM 4"X4" TRENCH .........._ iry 00 LU 41 .. .... v v Q r ........ .......... ...... 1--1 N 00 7777 .......... `! � .......... :.. �-• w - O LL 45 2 rn Q CSS O U i-1 Cl O U N .� v .4 v i •i J PROVIDE ENERGY DISSIPATION >~ •4 AT TOE WHEN NEEDED :-4a .b �, �, U)\ Q � W PLASTIC COVERING DETAIL p .p o Jib PER — PER 2009 KCSWDM FIGURE C.3.4.A o o 0j !�: H SCALE: NONE o 0 0 o Ii � IL a •�cn ~ J � acj M a `n '- 6A •� aS G r O ti a' LE�i r� a N 4Oi H Q Z W CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD pP/ VARIES O C!) H. p WA /, `asp _ EDGE OF EXISTING . 42815 ISTV PAVEMENT ���� SIONAL SOLID W L:L \i.< /\/, FILTER MEDIA FOR DEWATERING / /\ \ '` \X POROUS BOTTOM NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.13 SCALE: NONE INSTALL DRIVEWAY CULVERT R=25MIN. 15' MIN. PROVIDE FULL WIDE L, IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE z 0 4" TO 8" QUARRY SPALLS CV NOTES:• LLI AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF 1 RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF 01) c00THE ROADWAY. � l�� rn V- CL IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. o N 0 N CONSTRUCTION ENTRANCE DETAIL M N PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, - IF STANDARD STRENGTH FABRIC USED. 1 ��x.PA' � pF �' J in 05 I— w Ln oN zz¢¢ 2815 eon'' _ _ KPIRES: J O d z m m m 0 (� wLU m o z �z w d = :..........:....:.... : :......: <.:...:...:...:... FILTER FABRIC I...:...........:. _ I...,.. _ I..... II U 0" II II o UNDISTURBED z :::::[:.....1::'........... c i GROUND 77 X ���\' ./i\Ff\` :�/\ \\. 1.\\//\\ ��'> / -' /\\'.\... ��\/\. :./\\.\ - `i \/\-.;/:✓/�\ .� /i /� : Z?� ! '; a- of U Uj U Y 4 61 MAX. f/ 411 MIN 0 POST SPACING MAY BE INCREASED W TO 8' IF WIRE BACKING IS USED BACKFILL TRENCH WITH a _{fir 1AIIED FOR 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" ,+% : PLIANCE REBAR, OR EQUIVALENT WASHED GRAVEL P �D NOTES: SEP 2 5 2015 FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. m w o •�\.� �.011 �� of Tukwila SILT FENCE DETAIL r`�I t DIVISION PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE z EC 'IV-© ITY OF TU'<1WI A UG fi 015 ER IT E TER _� i 1 1 . C L C C i i 1 i a L C C C C C i i i 0 u c u c c _ C L