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Permit D14-0142 - LANDFAIR #2 LOT 4 - NEW SINGLE FAMILY RESIDENCE
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D14-0142 LANDFAIR #2 –LOT 4 th 4339 South 160Street DIGITAL RECORDS (DR)EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDESTHE FOLLOWING REDACTED INFORMATION Page #CodeExemptionBrief Explanatory DescriptionStatute/Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern.As such, individuals’ social security Personal Information – numbers are redacted to protect those Social Security Numbers individuals’ privacy pursuant to 5 U.S.C. sec. 5 U.S.C.sec. 552(a), and are also exempt from disclosure 552(a); RCW DR1Generally –5 U.S.C. sec. under section 42.56.070(1) of the Washington 42.56.070(1) 552(a); RCW State Public Records Act, which exempts under 42.56.070(1) the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information – expiration dates, or bank or other financial RCW account numbers, which are exempt from 110DR2Financial Information – 42.56.230(5) disclosurepursuant to RCW 42.56.230(5), RCW 42.56.230(45) except when disclosure is expressly required by or governed by other law. Personal Information – Redactions contain information used to prove RCW Driver’s License. –RCW identity, age, residential address, social security 42.56.230 (7a DR3 number or other personal information required to 42.56.230 & c) apply for a driver’s license or identicard. (7a & c) Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW Attorney-Client Privilege –disclosure pursuant to RCW 5.60.060(2)(a), 5.60.060(2)(a); RCW 5.60.060(2)(a); RCW which protects attorney-client privileged DR4 RCW 42.56.070(1)communications, and RCW 42.56.070(1), which 42.56.070(1) protects, under the PRA, information exempt or prohibited from disclosure under another statute. LANDFAJR #2, LOT 4 4339 S 16OTh ST UNIT 1 D14-0142 Parcel No: Address: Project Name: 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.Aov 5379800046 4339 S 160TH ST Unitl LANDFAIR #2, LOT 4 COMBOSFR PERMIT Permit Number: D14-0142 Issue Date: 7/24/2014 Permit Expires On: 1/20/2015 Owner: Name: Address: Contact Person: Name: LANDFAIR LLC 2415 62ND AVE SE , MERCER ISLAND, WA, 98040 ANGELA WARNER Address: PO BOX 73790 , PUYALLUP, WA, 98373 Contractor: Name: SOUNDBUILT NORTHWEST LLC Address: PO BOX 73790 , PUYALLUP, WA, 98373 License No: SOUNDNL911CL Lender: Name: Address: Phone: (253) 830-2868 Phone: (253) 848-0820 Expiration Date: 2/13/2015 DESCRIPTION OF WORK: CONSTRUCTION OF 2603 SF SFR WITH 414 SF GARAGE AND 168 SF OF PATIO. PERMIT INCLUDES MECHANICAL, PLUMBING, AND GAS PIPING WORK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, STORM DRAINAGE INCLUDING INFILTRATION, LAND ALTERING, AND DRIVEWAY ACCESS. TRANSPORTATION IMPACT FEE. WATER DIST. 20 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $340,798.82 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $9,310.10 Occupancy per IBC: R3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: LOA92 Date: _ v4 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 la regulating construction or the performance of work. 1 am authorized to sign and obtain this development er it and agre to the cpnditions attached to this permit. Signature: Print Name: (0.6( GHQ voK)t 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: 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. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: 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. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 7: 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. 8: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 9: 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. 10: 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. 11: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 12: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 13: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 17: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 15: 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). 18: 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) 19: "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 20: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 21: 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) 22: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 23: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 24: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 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 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0705 REFRIGERATION EQUIP 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 http://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accep Date Application Expires: fPor DW 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 Address: Name: W/1 d -6 ii W Lid 1 LL .. Address:po -- „- ...7 sial v City:u as I Il,t.r) I ati ZiP G ..j3 Company Name: ,JN fl TION AddressIQ3 MX 1?7 D CityAi i State:1, 1 Zipqg3- 2 a Phone a`f4/ Fax 3-3 g Contr Reg No r I , y h� O11)1 L� t(, ,IE3cp Dated (3 ( L Tukwila Business License No.: [ King Co Assessor's Tax No.: 6"5-19&0 ARcHITz,C1'•.QF RECORD Company Name: I,..ci.hdrna��CO� Architect Name: KeVI oP,k D1n Address: (Do IRa lY\ State: j Zip: I CitYSIAA eN e Phone 6345,..,766tax: Email: ENGINEER QF l heer5 ` ' _ t...t r (1,Ne se�,v 1 "I•t'i Address: 1 ` City:'Q iciu t Wl State:i j1 f Zipq`w I fo Engineer Name: Company Name: Phone: Email: LENDER/BOND ISSUED (required for prdjects greater per RCW 19 27 O95) Name: Address: City: State: Zip: H:\ApplicationsTorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8.9-11.docx Revised: August 2011 bh Page 1 of 4 FORMA [Ii4N-` Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): ebn su4- (.) S& ON — PROPFOOOSEDSQUAR FOOTAGE Basement 1" floor 2nd floor Garage rar carport ❑ Deck — covered uncovered ❑ Total square footage J,3fff1f- �t1 L I �?<� 0 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. INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ -) 1 furnace <100k btu thermostat emergency generator appliance vent wood/gas stove fuel type: ❑ electric gas ventilation fan connected to single duct water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) sink water heater (gas) lawn sprinkler system clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 runic WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila Water District #125 ❑ ...Letter of water availability provided ❑ .. Highline EWER DISTRICT j ...Tukwila ® ...Valley View ❑ .. Renton 0 ...Sewer use certificate ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. BMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) ?IMPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. ❑ ❑ ...Total Cut ❑ ...Total Fill ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut gf .. Utility Undergrounding ❑ .. Pavement Cut:. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water a...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 0 ...Water Main Extension Public 0 - or - Private 0 If If FINANCE INFORMATION - THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\ pplicationsTo na-Applications On Line\2011 Applications \Combination Permit Application Revised S-9-11.docx Revised: August 2011 bh Page 3 of 4 ION NOTES - APPLICABLE TO ALL PERMITS IN THIS APPLICATION - Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWP Signature: Print Name: Mailing Address: AUT O E GENT: at, J&Vvv- Date: /4/ tt Day Telephone: ,)65'8eXsIOt State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME L i r/J, r,4 t g. Z. (L..o'r 4-) PERMIT # b l 4- - a /4 Z 4339 S. /404h ST ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) / Co h o00 /75o A .40 1/ ono 44-oo 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) $ ( 1 o (4) 5. Enter total excavation volume Enter total fill volume 10 Jo cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater 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 s1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1s1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for ls` 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) $ 360 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 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) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ 23 50 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter = Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. DuwamishSS $ H. Transportation Mitigation $ / o / I. Other Fees $ Total A through I $ /oi3 S8 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 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) Insta tion Cascade Water Alliance.--- RCFC 01.01.2014 -12 . 14 Total Fee 0.75 $625 $ 5 $6630 1 $1125 5,012.50 $16,137.50 1.5 $2425 $3 , 5 $32,450 2 $2825 $48,04 $50,865 3 $4425 ,-` $96,080 $100,505 4 $7825'- $150,125 $157,950 6 $2525 $300,250 312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS PermitT Cash Register Receipt City of Tukwila ACCOUNT ( QUANTITY PAID ,40 47 D14.0140 Address: 4343 $ 60TH ST Unitl Apn: 537980004 7,018.1 DEVELOPMENT $3,530.60 PERMIT FEE R000.322.100.00.00 0.00 $3,526.10 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 $493.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $205.03 TECHNOLOGY FEE R000.322.900.04.00 0.00 $205.03 D14-0141 Address: 4 60TH ST Unit1 Apn: 53798,00044 $7,366.21 DEVELOPMENT $3,862.10 PERMIT FEE R000.322.100.00.00 0.00 $3,857.60 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 $493.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 Date Paid: Thursday, July 24, 2014 Paid By: SOUNDBUILT NORTHWEST LLC Pay Method: CHECK 2825 Printed: Thursday, July 24, 2014 10:20 AM 1 of 2 CRWYSTEMS DESCRIPTIONS PeritTR Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID 2 D14-0141 dres TECHNOLOGY FEE .60TH ST Unitl Apn: 5379800044 $7,36• 621 $221.61 TECHNOLOGY FEE R000.322.900.04.00 0.00 $221.61 D14-0142 Address:43 S 160TH ST Unitl Apn: 5379800046 $7,018.13 DEVELOPMENT $3,530.60 PERMIT FEE R000.322.100.00.00 0.00 $3,526.10 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 $493.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $205.03 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2662 R000.322.900.04.00 0.00 $205.03 $21,402.47 Date Paid: Thursday, July 24, 2014 Paid By: SOUNDBUILT NORTHWEST LLC Pay Method: CHECK 2825 Printed: Thursday, July 24, 2014 10:20 AM 2 of 2 SYSTEMS DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,291.97 D14-0142 Address: 4237 S 160TH ST Apn: 5379800040 $2,291.97 DEVELOPMENT $2,291.97 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2086 R000.345.830.00.00 $2,291.97 $2,291.97 Date Paid: Friday, May 09, 2014 Paid By: SOUNDBUILT NORTHWEST, LLC Pay Method: CHECK 2095 Printed: Friday, May 09, 2014 11:59 AM 1 of 1 IN - INSPECTION RECORD Detain a copy with permit arci-o/yz I• No CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 PERMIT N0. Project: kfi�il r H5 l Type of( io` ' 5Y�!KR ��fqA(60 �` If. uk•I/Date Caned:Address: Spe tI p 4 Date Wanted: (4- is- a.m. p.m. Reg5o t •,� Phone No: Approved per applicable codes. � Corrections required prior to approval. OMMENTS: o� 1 PL-rq Inspector: Date: u REIINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dig{- 6 (Li PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 RicQc\ (Alttj tJ�-� ('. M r 4 Type of insns re tion:_` rAa' v_l AtAre : . L Date Called: rSpecial Instructions: mi Date ,Wanted: t 5_ a.rn. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS. frxit/ k of O/c , r'—o t/[ We.... Li 4‘1A-,it 1 (y( Gt/g V? Ver/ ivt ytrek- , 7t }- 1 s 7 t1 p LLt-f-Of-effi'kui�e-v-f apt...4 u/P�- Aar/ ✓1o(e 1e b o �f@ � /`ty (�� JCL t,cre.kC'7 f,cA `c-tte-tf (4))&bt- 11t z cx.rff1Ji4ca tk/ f( t( fak- v'e-4(4-1�1 (aP\ L f� �y g ec koo C' `°', D l to0tt' it u..(0 t(�hivy r 4� ' ce-epte d Id 4 f !� h/ I f? 2 f si t i A4 A k16 ik-c P I e--) g u> ycupiie n (f& tI tle, J _kg,ii vt u ip e I/ ' ir►spetcoja-_ REINSPE TION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .0 INSPECTION RECORD Retain a copy with permit fY-O/yz 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: id, v.; f /U5F-t( Typf iniop.q c k ci I`fq P , (6af-k5 . ukt4 Date Caned. Special Instructions: _ /� Date W Hied: — �� a.m. p.m. Retitle Phone No: Approved per applicable codes. E1 Corrections required prior to approval. OMMENTS: Inspector. Date REINS ECTION 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 DI L(-o r Liz PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 `proN(FI Type of inspection: ilk ` Plot f rass;t �3�� 5 , r60 sf- f r Date Ca Ie Spada instructions: Date Wanted: 3- 3 I - (J a.m. p.m. Reclu er: )Ca Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: rrov,dc: c A ( I ct - rtut uYf t‘ re.cAsp-c-1-r Inspector: Da -3/-/ 1 REINSP ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro,ecInictAit K - 5 , of 61/rT 1ype iw wt lq f hxt f gid3)ct ress: A� fo e ((6 S� • Date Caned: Special Instructions: A fkilli DateWanted: t-' 7 .�3 (_ (J a.m. p.m. Requester: CO� Phan No: Approved per applicable codes.Ej Corrections required prior to approval. OMME Inspector: _ Date REIN$PECflON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 41100, Tukwila. WA 98188 (206) 431-3670 Permit Inspectiop Request Line (206) 438-9350 'Project; d 'r "Type�of�l �ia�n^: 81-cut-4-1 'Add sta _ / be `44'17 Dace Instructions: 444 Date Wanted: 2 _ Z —�s a.m. p. m. Requester. Phone No: Approved d per applicable codes. � Corrections required prior to approval. ENT'S: Inspector: r Q REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cad to schedule reinspection. COMMENTS: INSPECTION RECORD Retain a copy with permit IN ' EC ION NO. P RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: col io IF It Type of Ins ect' n: �Qb (F1 i .l jGt tr ress: /,./� y/ l p ,}t� / 4Tj3cfj6. 1Lp.H .Sl . `�L; I Da a Called: Special Instructions: /iefi Date Wanted:. Zgrfs a.m. p.m. Requester: Phone No: Approved per applicable codes. orrections required prior to approval. /©rz_eA �` Cg11 'Cer r*k�s o Inspector: Date:,.245 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectioh. .�G INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 (206) 431-3670 Project: T of i 1`tki c ion: r 1 d3 Jo, ' km ifi Date Called: Special Instructions: Ail Date Wa C — ��" a.m. p. m. Requester: Phone No: Approved per applicable codes. u Corrections required prior to approval. COMMENTS: Inspector: Da rL 2..2) 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 PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., *100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Une (206) 438-9350 Pro • , Type of ipa ion: { -avt4e rc Date Galled: Special%�tnstructions: li �� Date Wanted: ! / `�- �l -✓ a.m7 p.m. Requester: Phone No: Approved per applicable codes. pproval. -COMMENTS (4440,44ft Ins Date: 2.1 - t5 QREINSPECIION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (20 0 438-9350 3)104-0142 TAA21F7A-r 7`ype of ln3pection: s: °1 ) 65 lens: Date Cabled: Instructs �� \l Date Wanted: - E - f W - IS p.m. Requester: Phone No: Approved per applicable codes. [ rrections required prior to approval, COMMENTS: -5 /v-j cJ' Ins Date: Ito -13 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN P i. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 6100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 "nojecr Type o aspect#an: �\ - �Add s: --rti. 3 (06 :STD Date Calle : ."-- 0a.m. instruct ons: l ( \t. Date Wanted: i 1.- -5 . ( `pail; Requester: Phone,/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: AKt r ci4vef N2Ph nal; 11:)0c c ueltat-1 Rto,-s J J te_ — nn us- A 'A;1 «Jf1 Date:t -5 -�4 REINSPECtION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Galt to schedule reinspectian. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd„ 6100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Lane (206) 438-9350 Projet_ c Type Inspection; �� ; 3 Date I td: Instra ons: f:' \s gtf D Date Wanted: a..f'n Requester. Phone Appr applicable codes. ®Corrections required prior to approval. COMMENTS 2 .7-. "ac-'3-0-64--- 1-iek— r 1 1 --ite,A , A iNti . dok- : JMf Skettf b - G( :n k _;-1t !'k i L h i r s-C6.1 - . { '261 OF,S 1,saJi'vk - i,,.• Itn Date:I (_ (0 _ 14 1-1 lifflaPECIION FEE REQUIRED. or to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat( to!cttedule reinspectian. L)c) -_ 1 INSPECTION RECORD Retain a copy with permit I SP PERMIT NO. CITY OF TUKWILA BUILDING DIVISION CM 6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: 6 /. AAXi-R:/' Type of Inspection: 6'AS. ASe.E`T i2)cTl• 6 Address: -1. 341 1100 ST Date called: 1 6/Ai' P`P box? rAS. Special Instructions: r4 \ (� i7 ( It Date Wanted: Requester: Phone No: -3,547 QAppr+oved per applicable codes. Corrections required prior to approval. COMMENTS: As A -{So R-Ju&H t to M e J ek c r TA s 1 { : 3Ai DA� c3 N1�C. 061t Oil (,i/ Z: AG '_ (oA-S- ; r\ _SP r T 1 11,erg, , S Mo Cpfl- X.0 Jy 4/, -,f4 it f_... N--ve. per fiiT ' 5 c; 3 A tA--i� t Fr' titokr 1A310 •P( Inspe or: Date:1(e ` - REINSPECTION F :i 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 PEMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 - (206) 431-3670 Permit Inspection Request Line (206) 431.2451 Proles ici- : r Ty a of i pection: _A-nitr' Address: 0 3 3 °1 AP '"L Date Called: Special Instructions: r/ ( ( Date Wanted: / ._ (0 - aim,. p.m. Requester: Phone No: DApproved per applicable codes. Corrections required prior to approval. COMMENTS: K. KaoFskejA plA vJfl » St‘Pev' e-xt—'I'��r-- fve&-.6 ;iTeeJ-dr Date: Ins or: S CTION fl REINFEE REM ED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4 IN T . INSPECTION RECORD Retain a copy with permit 3 (4-0i42.-. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: L..AA> 6,,. j Type of Inspection: t Ai7Pl f--c00 . Address j �f Date Called: Q Spe�ial In 'tIcdons: / f ( , t Date Wanted: fQ`ZJ- 14 p.m. Requester. Phone No: Approved per applicable codes. aCorrections required prior to approval. COMMENTS: -*See .stA e 3 ..-De rt' l e --3 p `. ,tom iS`v L'\ A \i f - D •)b eX :� (� -- � .\-ci t_S to �l 1� l�-s O c-' Mk.. SfAe kr 03 (kA :L ,' c. I y p i s L J A-((S -- NS3 , ifJ..)f dci , ,X Of- (oAJA) ,.,pci'm IN)A-0 --T)Dor 61,)‘eAt"i -'" s" o A• C ik e ) ? y, L ` 4 o I.1) (i 4 .i o A l fib' _ j 45 "F ( d g fe/,7/ OAIS -= fit!Y% j x' e, nsDEctor: Date;44 4 REINSPECTION FEE R .11 ' EO. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Ca/t to schedule reinspectidn. INSPECTION RECORD Retain a copy with permit PEMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pro ect: r � � ype of nspec�tion: ri(l t t 46 , ..roc.. `' S Ad ress: t0¢ Mstcdons: Date Called. Special ` L Date Wanted: t�r--1 a.m. , ite. Requester: Phone No: Approved per applicable codes. oCorrections required prior to approval. COMMENTS: Int . ctor: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcentet-8ivd, Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with perm INS CTI . RM1T N0. CITY OF_TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: .„....:2.....c.;Type of Inspect' qdDate dn:/ 3 /LP6 Called: Q-'s.-- /6/ Special Instructions: Date Wanted: 1 a.m. Requecti.r: C� ti2Z Ph`n�V roved per applicable, codes. E Corrections required prior to approval. COMMENTS: ic pouk2 Insctor: Date, , r^ Lit I Ts REtNSPECTION FEE R QUIR . Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to scedule reinspection. INSPECTION RECORD 1�,, I Retain a copy with permit Li' IN P PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 431-2451 ProjecLfrelra Cr Z Type of Inspection: t.)f , 46 Addresi l Q. sr ,C� Date Called: Special Instructs ns: Date Wanted: . 7 ( a.rJr i Requester: Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: In �pector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter. Blvd.. Suite 100. Call to schedule reinspection. )41 Date: INSP TI. N INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 - (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: 1 L.A&A.r � T Type o ,inspection: Sr. .... Address- 04 I vet --sr Date Called: Specia Instructions: /1,�' 4 ( .y/ Date Wanted:+ m , p.m. Requester: SCvt2,5 3 5 -- 47 I-9 Approved per applicable codes. ` I orrections required prior to approval. COMMENTS: Ins Dater � --(e REINSPECTION FE 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 permit11 E PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 431-2451 Prt-ct NAIWr Ad:telr4s...t Special Instruc ions: eir COO:" Type nspectipn: Ert Date Called: Date Wanted: �1 I /. P.m - Requester: Phone No: QApproved per applicable codes. Corrections required prior to approval. COMMENTS: P E of A �(t A f_C A (% S Inspe Datea 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 permIP it INSPECTION NUMBER tu- S- a0 7 PERMIT NUMBERS CITY OF TUKINILA FIRE DEPARTMENT 206-575-4407 Project; /1J T?0fl: Address: 3 Suite #: s i,ta p Contarson: Special Instructions: Phone No.: g. Approved per applicable codes. Corrections required prior to approval. COMMENTS: ist, e*eitt- 0-7-- 4P-j. 0 14 c%/4611,1-'4 e9 CrWt e-f-e. w., A.) Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: itL Date: 3/fir Hrs.: $100.00 REINSPECTION FEE REQUIRED. You Will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: 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 0/ YZ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 'Type of Inspection b/.e4,/ Address: Suite #: '57 ), d )a Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 44WL ///eVizir }Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: r! 6- Date: //21ffi Hrs.: /' C) $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Callao schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14, T.F.D. Form F.P. 113 VICINITY MAP N.T.S. FILE COPY Pormlt No. APPROVED JUL 22 2014 City of Tukwila PUBLIC Works /MEF WO1(c AREA ROOF= 2072 S.F. DRIVEWAY & SIDEWALK= 1000 S.F. TOTAL= 3072 S.F. LOT S.F.= 7750 NOTES: 1. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. 2. SILT FENCE TO BE INSTALLED AS APPROVED BY INSPECTOR. CONTACT INFO ANGELA: (253) 848-0820 CORRECTION o SCALE: 1 "=20' 0 10 20 40 LANDFAIR-2 LOT- 04 N8910'00"W 50.00' PA a ENT 1 5'1 Ti7?. :DRIVEWAY... TING '* . AIN n m 40' 2603A9-2 ELEV. —A F.F.= 459.0' GARAGE 1 1 -1 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 • City of Tukwila BUILDING DIVISION R m.' 60 CO im 1°1---- —J� 10'-BB� • O1 it SOUNDBUILT HOMES, INC. P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 N89'10'00"W R'Q 50.00' RECEIVED CITY OF TUKWILA JUL 152014 PERMIT CENTER PARCEL# PZ 08/25/14 R1.0 B-24253 .OJPL`G VEULLER 110 X ANG_E STCP -BALL FT, SHED GROUND L.NE TO MAN 24 SECTION METER INSTALLED BY C,TY TA:LP.ECE WLTH FEVA E 'RCN F,?E THREADS GRAVEL ` FOR DOMESTIC AND I=Ci`/ E CHECK FIRE SERV':CE CF VE (T cv� ca>-i TYPE KCOPPER - TYPE K COPPER PPE - PVC - POLY ETHYLENE 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4. REFER TO CHAPTER 7 OF THE STANDARDS. NOT TO SCALE City of Tukwila FLOW -THROUGH SYSTEM 1" FIRE / DOMESTIC FIRE SERVICE SHEET: XX-XX REVISION #1: 07.10 LAST REVISION: APPROVAL: PLAN VIEW THE WATER METER IS INSTALLED BY CITY STAFF 1' COUPLING MUELLER 110 X ANGLE STOP BALL VALVE B-24258 TO MAIN TYPE K COPPER - TYPE K COPPER PIPE -PVC - OLY ETHYLENE FIRE TO SERVICE 1' MUELLER 300 BALL CURB VALVE FULL PORT B-20285 THIS VALVE IS ROTATED TO A VERTICAL POSITION THIS VALVE IS TO BE SEALED IN A OPEN POSITION 1' MUELLER RESID FIRE SERVICE CONNECTION WITH F.I P. CONNECTIONS 8 LOCKABLE ANGLE BALL VALVE THIS VALVE IS IN A HORIZONTAL POSTION DOMESTIC TO SERVICE - TYPE K COPPER PIPE - PVC -POLY ETHYLENE FITTINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. FINISHED GROUND LINE SECTION /,`< 24 TO MAIN _ ` TO SERVICE TYPE K COPPER - TYPE K COPPER PIPE - PVC - POLY ETHYLENE METER INSTALLED BY CITY MUELLER RES FIRE SERVICE CONNECTION 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: 1. NO METER BOXES IN SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2. USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL AROUND CORP STOP AND SERVICE LINE. 3. THE FIRE SPRINKER SYSTEM SHALL BE DESIGNED PER APPENDIX R AND NFPA 13D 4.THE DOUBLE CHECK VALVE SHALL BE INSTALLED WITHIN 5' OF THE WATER METER. 5. THE DOUBLE CHECK VALVE SHALL BE INSTALLED TO PROTECT FROM FREEZING. NOT TO SCALE City of Tukwila 1" FIRE / DOMESTIC SERVICE SHEET: REVISION Ill: 1-11-2012 LAST REVISION: APPROVAL: Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information 2603 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. FILE COPY •... _ Authorized Representative Date Climate Zone 5 & Marine 4 6 R-Valuea U-Factora Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGC' Ceiling Wood Frame Wall9'KI Mass Wall R-Value' Floor Below Grade Waif* Slabd R-Value & Depth R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 49i 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 30g 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: El. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. �2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square °eet.REVIEVVED FC ]3. Large Dwelling Unit: 2.5 points CODE COMPLIA Dwelling units exceeding 5000 square feet of conditioned floor area. APPROVED NCE Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf JUL 2 2 2014 • City of Tukwila JUILDING DIVISION ❑ RECEIVED LL CITY OF TUKWILA n ❑ MAY 092014 ❑ u PERMIT CENTER .11 1.5 *1200 kwh 0.0 1.50 DILA DV-I2 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Glazing Schedule Project Information 2603 Vertical Glazing (Windows and glazed doors) Plan Component Glazing ID Description Ref, U-factor Contact Information Entry 0.30 Living Room 0.30 Dining Room 0.30 Kitchen 0.30 Nook 0.30 Nook 0.30 Family Room 0.30 Utility 0.30 Bonus Room 0.30 Bedroom 4 0.30 Bedroom 4 0.30 Bedroom 2 0.30 Bedroom 3 0.30 Master Suite 0.30 Master Suite 0.30 Master Bath 0.30 R402.3.3 Exception (15 sq. ft. max.) Width Height Qt. Feet inch Feet inch 1 1 ° 6 1 6 6 _ 1 5 6 ° 1 4 4 6 1 6 6 6 1 6 1 ° 1 8 5 ° 1 3 4 ° 1 4 4 1 4 3 6 1 4 4 1 4 4 1 4 4 _ 1 6 4 _ 1 6 1 6 1 4 4 _ Glazing Area UA 6.0 1.80 36.0 10.80 30.0 9.00 18.0 5.40 40.0 12.00, 6.0 1.80 40.0 12.00 12.0 3.60 16.0 4.80 14.0 4.20 16.0 4.80 16.0 4.80 16.0 4.80 24.0 7.20 9.0 2.70 _ 16.0 4.80 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Area and LIA Area Weighted U = UA/Area 0.0 0.00 0.0 0.00, 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 315.0 94.50 0.30 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information 2603 Heating System Type: 0 Forced Air Furnace 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,598 8.5 U-Factor X 0.30 U-Factor X 0.026 U-Factor 0.027 U-Factor 0.056 U-Factor 0.029 U-Factor No selection F-Factor No selection F-Factor No selection Conditioned Volume 22,083 Area = UA 94.50 Area = UA 34.74 Area UA 4.32 Area UA 144.31 Area UA 47.85 Area UA Length UA Length UA 315 1,336 160 2,577 1,650 Duct Leakage Coefficient 1.10 Sum of UA 325.72 46 Envelope Heat Load 14,983 Btu / Hour Sum ofUAXAT Air Leakage Heat Load 10,971 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 25,954 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 28,549 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 39,969 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) of O' 0 • 20-0-0 40-0-0 5/12 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER PH- OH2 theTRUSSco. & BUILDING SUPPLY INC. SOUNDBUILT NW PLAN SALESREP 2603A/2473C/2 VLT MP REUISIUN N.T.S.03-18-14 RD 0403282 Pa 1 of 18 Job Truss Truss Type Qty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 Al GABLE 1 1 Job Reference (optional) e l fuss Go.r Tn-Gounty Truss, WA, OR, -150 14-0-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:25 2014 Page 1 ID:urGetCvylvMMbAo7gLAI DTyLJpo-Uc6RXjxdYzJrnA0BHD5GhHrcugJc6941JRgp9HozZeZe 27-10-8 1-6-0 3x4 = 5. 3iT 14-0-0 10 13 14 15 13-10-8 1641 17 19 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 5x5 = FILE COPY DAr » Airs. 27-10-8 20 24 23 3x4 = Plate Offsets (X,Y): [12:0-2-0,Edgel, [30:0-2-8,0-3-01 LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.14 BC 0.07 WB 0.07 (Matrix) 27-10-8 DEFL in (loc) Udell Ud Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 90 Horz(TL) 0.00 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 135 Ib FT = 16% Scale = 1:55.0 I$ LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 27-10-8. (Ib) - Max Horz2=84(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23 Max Gray All reactions 250 Ib 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 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) 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 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 requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 10) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23. 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 REVIEWED FOR 'CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER Digitally signed by: Terry L. Powell, P.E. theTRUSSco. arc. Page 2 of 18 Job Truss Truss Type aty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A2 COMMON 3 1 Job Reference (optional) e TrUSB Go./ Tn-( 0umy Tru88, WA, UR, -1-6-0 1-6-0 3x6 7-3-14 7-3-14 9-9-7 9-9-7 Plate Offsets (X,Y): [2:0-3-0,0-1-8], [6:0-2-11,0-1-15] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:26 2014 Page 1 I D: urGetCvyivMMbAo7gLAIDTyLJpo-zpgpl3yFJH RdnAmTnonwp38uBjo2uUgSgKYjgEzZeZd 14-0-0 20-8-2 27-10-8 6-8-2 I 6-8-2 I 7-2-6 4x5 = 9 12 13 8 7 3x4 = CSI TC 0.86 BC 0.73 WB 0.26 (Matrix) 3x4 = 18-2-9 8-5-3 3x4 = DEFL in (Doc) I/defl Ltd Vert(LL) -0.24 7-9 >999 360 Vert(TL) -0.56 6-7 >592 240 Horz(TL) 0.10 6 n/a n/a 11 2x4 5 27-10-8 9-7-15 PLATES GRIP MT20 185/148 Weight: 95 Ib FT = 16% Scale = 1:48.8 4x4 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=1096/Mechanical, 2=1217/0-5-8 (min. 0-2-0) Max Horz2=84(LC 10) Max Uplift6=-84(LC 11), 2=110(LC 10) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) 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 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 buss 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 = 7.0psf. 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 Ib uplift at joint(s) 6 except (jt=Ib) 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 folly 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 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 3 of 18 Job Truss Truss Type pry PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A2A COMMON 2 1 Job Reference (optional) e 1 ruse GO./ 1 nd:oUnly 1 FUSS, WA, OR, -1-6-0 I 1-8-0 I 3x6 7-3-14 7-3-14 5.00 rir 2x4 \\ 9-9-7 9-9-7 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:26 2014 Page 1 ID: urGetCvylvMMbAo7gLAI DTyLJpo-zpgpI3yFJ HRdnAmTnonwp38ugjn6uMRSgKYjgEzZeZd 14-0-0 20-8-2 27-10-8 6-8-2 6-8-2 7-2-6 11 3x4 = 13-0-0 3-2-9 3x4 = 20 21 10 9 2x4 II 4x6 = 3x4 = 2x4 I I 15-0.0 I 2-0-0 I 18-2-9 3-2-9 2x4 27-10-8 9-7-1 3x6 Scale = 1:53.2 Plate Offsets (X,Y): [2:0-3-0,0-1-81, [4:0-1-4,0-1-81, [5:0-2-0,Edge], 16:0-1-4,0-1-81 [8:0-1-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.45 8-9 >732 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.64 8-9 >521 240 TCDL 8.0 * Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 112 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 BRACING TOP CHORD SOT CHORD REACTIONS (Ib/size) 8=1199/Mechanical, 2=1320/0-5-8 (min. 0-1-8) Max Horz2=84(LC 10) Max Uplifl8=97(LC 11), 2=-122(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=79/1787, 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 Structural wood sheathing directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (12) 1) Wind: ASCE 7-10; Vult=110mph (3-sec3nd gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=Ib) 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 Ib down and 12 Ib up at 15-0-0, and 100 Ib 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 (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 (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/FPI 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. WC. Page 4 of 18 Job ' Truss Truss Type CalfPIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A3 COMMON 1 1 Job Reference (optional) e 1 russ 1. O.r I n-(:OUnty TrUSS, WA, UR, -1-6-0 1-&0 7-3-14 7-3-14 3x6 14-0-0 6-8-2 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:27 2014 Page 1 I D: urGetCvyfvMMbAo7gLAIDTyLJpo-R?EByPzt4aZU PJLfLW19MGh3V76Mdpicv_IGMhzZeZc 2043-2 28-0-0 6-8-2 7-3-14 3x4 = 5 2x4 = tit 1r 'L1' m 11 20 21 10 9 3x4 = 2x4 II 4x6 = 3x4 = 2x4 II 9-9-7 13-0-0 9-9-7 I 3-2-9 Plate Offsets (X,Y): [2:0-3-0,0-1-8], [4:0-1-4,0-1-8], I5:0-2-0,Edgel, 6:0-1-4,0-1.8], [8:0-3-0,0-1-8] LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.89 BC 0.79 WB 0.78 (Matrix) 2x411 18-2-9 I 2-0-0 I 3-2-9 15-0.0 DEFL in (lac) I/defl Ud Vert(LL) -0.45 8-9 >736 360 Vert(TL) -0.63 8-9 >525 240 Horz(TL) 0.09 8 n/a n/a 3x6 28-0-0 9-9-7 PLATES GRIP MT20 185/148 Weight: 112 Ib FT = 16% Scale = 1:53.3 Io LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.18Btr WEBS 2x4 HF Stud `Except* W3: 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=1198/0-5-8 (min. 0-1-8), 2=1319/0-5-8 (min. 0-1-8) Max Horz2=84(LC 10) Max Uplift8=-96(LC 11), 2=-122(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 2-11=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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 bads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=122. 8) This truss is designed in accordance with the 2012 Intemational 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 Ib down and 12 Ib up at 15-0-0, and 100 Ib 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. 11) All dimensions given in feet -inches -sixteenths (FFIISS) fomlat. 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. iheTRUSSco. INC. Paae 5 of 18 Job Truss Truss Type Oty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A4 COMMON 3 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE -1-6-0 1-8-0 7-3-14 7-3-14 9-9-7 9-9-7 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:27 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-R?EByPzt4aZUPJLfLW19MGh4Y76Ldpmcv_IGMhzZeZc 14-0-0 20-8-2 28-0-0 29-6-0 8-8-2 6-8-2 7-3-14 1-6-0 3x4 = 5 12 21 22 11 10 3x4 = 2x4 II 4x6 = 2x4 II 13-0-0 3-2-9 15-0-0 2-0-0 18-2-9 3-2-9 2x4 // 28-0-0 9-9-7 3x6 Scale = 1:53.4 Plate Offsets (X,Y): [2:0-3-0,0-1-81, [4:0-1-4,0-1-81, [5:0-2-0,Edgel, [6:0-1-4,0.1-8), [8:0-3-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.44 2-12 >758 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.59 10-12 >561 240 TCDL 8.0 • Rep Stress Incr NO WB 0.78 Horz(TL) 0.08 8 n/a n/a BCLL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 114 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 2=1316/0-5-8 (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) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 Structural wood sheathing directly applied or 2-5-10 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip OOL=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 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 Ib down and 12 Ib up at 15-0-0, and 100 Ib 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. 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 (Ib) 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 ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 6 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A5 COMMON 4 1 Job Reference (optional) e r russ co.r 1 n-c ounty miss, WA, OR, -1-6-0 I 1-6-0 3x6 Plate Offsets (X,Y): 12:0-3-0,0-1-8] 7-3-14 7-3-14 5.00 FIT 2x4 \\ 3 9-9-7 9-9-7 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:28 2014.Page 1 ID: urGetCvylvMMbAo7gLA DTyLJpo-vBoZAlzVruhL1TwsuDpOvUEEhXTdMPD17e1qu7zZeZb 14-0-0 20-8-2 27-9-0 6-8-2 6-8-2 7-0-14 4x5 = 4 9 12 13 8 7 3x4 = 18-2-8 8-5-3 3x4 = 3x4 = 11 2x4 5 27-9-0 9-8-7 Scale = 1:48.7 4x4 LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.86 BC 0.72 WB 0.25 (Matrix) DEFL in (loc) 1/defl Ud Vert(LL) -0.24 7-9 >999 360 Vert(TL) -0.55 2-9 >594 240 Horz(TL) 0.10 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 95 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (Ib/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 (Ib) - Max. CompJMax. 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=-66/677, 5-7=-533/163, 4-9=-61/658, 3-9=-521/162 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 bads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in al! areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 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 Ib uplift at joint(s) 6 except (jt=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 ! 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 ANSIJTPI 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. Pane 7 of 18 Job Truss Truss Type Chi PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A6 GABLE 1 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE I1 0 -1-6-0 I 1-6-0 T2 5.00 12 5T3 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:29 2014 Page 1 I D:urGetCvylvMMbAo7gLAI DTyLJpo-NOMyNS_7cCpCfdV2SxKdRhmafxz25uluMInNQZzZeZa 14-0-0 27-9-0 14-0-0 13-9-0 ST5 10 STB 3x4 = 11 12 13 ST9 $ 14 STB 15 ST7 S 1641 17 5 18 £ T4 19 5 20 Scale = 1:51.2 22 3x4 = 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x5 = 27-9-0 3x4 = 27-9-0 Plate Offsets (X,Y): [12:0-2-0,Edge], [30:0-2-8,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012JTPI2007 CSI TC 0.14 BC 0.07 WB 0.07 (Matrix) DEFL in (hoc) Udefl Lid Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 90 Horz(TL) 0.00 22 n/a Na PLATES GRIP MT20 185/148 Weight: 135 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 27-7-8. (Ib) - Max Horz2=84(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23 Max Gray All reactions 250 Ib or less at joints) 22, 2, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 bad nonconcunent with any other live bads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 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 ! 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 ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 8 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A7 SCISSORS 6 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-60 I 1-6-0 7-8-13 7-8-13 7-8-13 7-8-13 Plate Offsets (X,Y): [2:0 1-1,0-0 61, (6:0-0-12,0-1-8118:0-4-0,0-3-0] LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:29 2014 Page 1 I D:urGetCvylvMMbAo7gLAI DTy W po-NOMyN5_7cCpCfdV2SxKdRhmNrxlf5hCuMInNQZzZeZa 14-0-0 20-3-3 27-9-0 8-3-3 6-3-3 7-5-13 14-0-0 8-3-3 CSI TC 0.96 BC 0.99 WB 0.91 (Matrix) 4x5 I I 13-9-0 2x4 I I Scale = 1:49.6 20-3-3 633 114-00 27-9-0 DEFL in (loc) t/defl Ud Vert(LL) -0.42 8-9 >781 360 Vert(TL) -0.83 8-9 >396 240 Horz(TL) 0.51 6 n/a n/a 7613 PLATES GRIP MT20 185/148 Weight: 120 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No. &Btr BOT CHORD 2x4 HF No.2 *Except* B2: 2x4 DF No.1&Btr WEBS 2x4 HF Stud `Except` W2: 2x4 HF No.2 BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 6=1093/Mechanical, 2=1214/0-5-8 (min. 0-1-15) Max Hoa2=84(LC 10) Max Uplift6=-83(LC 11), 2=-110(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All 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=0255, 3-8=-1188/225, 5-8=-1221/237 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss eredion, in accordance with Stabilizer Installation guide. 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 1I; 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 bad nonconcurrent with any other live bads. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=Ib) 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) lornat. 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 pennanent 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 ANSVIPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 9 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 B1 COMMON 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, WA, OR, -180 1-6-0 1 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:30 2014 Page 1 ID:urGetCvylvMMbAo7gLA DTyLJpo-rawKaR?INVy3Gn4E0ess_vJgAKAgg782byWwz?zZeZZ 6-0-0 8-8-8 12-0-0 2-8-8 l 2-8-8 1 3-3-8 1 8x8 4 3-3-8 3-3-8 9.00 12 2x4 \\ 3 10 2x4 5 ra4.11111111.11...111 11 8 12 7 13 j 6x8 MUS26 10x10 = MUS26 10x10 = MUS26 6x8 MUS26 MUS26 4-2-5 7-9-11 12-0-0 4-2-5 3-7-5 4-2-5 Scale = 1:39.7 Plate Offsets (X,Y): [2:0-3-11,0.3-0], [4:0-3-1,Edge], [6:0-3-11,0-3-0 LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.48 BC 0.68 WB 1.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.09 7-8 >999 360 Vert(TL) -0.17 7-8 >830 240 Horz(TL) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 62 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=3331/0-5-8 (min. 0-3-5), 2=3321/0-5-8 (min. 0-3-5) Max Holz 2=93(LC 7) Max Uplift6=-279(LC 11), 2=291(LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4189/352, 3-9=-4051/370, 4-9=-010/377, 4-10=-4110/399, 5-10=-4155/386, 5-6=-269/360 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 Structural wood sheathing directly applied or 2-5-11 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 6=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 (Ib) 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'Onofrio Drive, Madison, WI 53719 Digitally signed by: Teny L. Powell, P.E. theTRUSSco. INC. Page 10 of 18 Job• Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 B2 GABLE 1 1 Job Reference (optional) e Truss GO./ Tn-(;oUmy TNSS, WA, OR, -1-6-0 I 1-6-0 9.00 Fif 2x4 11 4 2x4 11 3 6-0-0 6-0-0 2x4 II 5 T 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:31 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-JmTion0N8p4wuxfRaMN5W6sw2kgGZpN BpcG UVSzZeZY 12-0-0 I 13-6-0 6-0-0 1-6-0 3x4 = 2x4 11 7, 2x4 8 6 ST4 ST4 T 9 2x4 II ST2 2x4 II 10 2x4 II 11 3x4 = 21 20 19 18 17 16 15 14 2x4 II 2x4 1 I 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 12-0-0 12 3x4 = 12-0-0 Scale = 1:39.2 Plate Offsets (x,Y): [7:0-2-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress In YES Code IRC2012/TPI2007 CSI TC 0.15 BC 0.02 NIB 0.04 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.01 13 n/r 120 Vert(TL) 0.00 12 n/r 90 Horz(TL) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 58 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS All bearings 12-0-0. (Ib) - Max Horz2=-100(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 21, 20, 19, 18, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 21, 20, 19, 18, 17, 16, 15, 14 FORCES (Ib) - Max. Comp./Max. Ten. - AO forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 21, 20, 19, 18, 16, 15, 14. 11) This truss is designed in accordance with the 2012 Intemational 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) fomiat. 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 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Pa 11 of 18 Job Truss Truss Type Qty PIY SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 Cl COMMON 1 Z Job Reference (optional) e Truss Co./ Tn-County Truss, WA, OR, 5-3-8 5-3-8 9.00 I12 4x4. 2 10-0-0 4-8-8 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:31 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-JmTion0N8p4wuxfRaMN5W6sp?kY1ZgI BpcGUVSzZeZY 14-8-8 20-0-0 21-6-0 I 4-8-8 5-3-8 11-6-0 4x6 11 ALiA IIIIII� iIIlliMIIILiliai7111 11111. IIIMINIIIME 4x8 �i 13 14 10 15 16 9 8 17 18 7 19 20 4x8 ,� MUS26 MUS263x8 II MUS26 4x6 = 3x8 11 MUS26 MUS26 8x8 = MUS26 MUS26 MUS26 MUS26 5-3-8 5-3-8 11 10-0-0 4-8-8 14-8-8 4-8-8 12 4x4 -- 4 20-0-0 5-3-8 61 0 Scale: 3/16"=1' Plate Offsets (X,Y): [1:Edge,0-2-6], [2:0-0-8,0-1-8[, [3:0-2-12,0-2-0], [4:0-0-8,0-1-8], [5:0-1-12,0-2-6], [7:0-4-8,0-1-81, [9:0-4-0,0-4-12], [10:0-4-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.60 BC G.55 WB 0.62 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) -0.12 9-10 >999 360 Vert(TL) -0.23 9-10 >999 240 Horz(TL) 0.05 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 209 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud `Except' W3: 2x4 HF No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=777/0-5-8 (min. 0-2-14), 5=901/0-5-8 (min. 0-2-13) Max Hod 1=-146(LC 6) Max Upliftl=-544(LC 10), 5=-554(LC 11) Max Grata=5726(LC 2), 5=5699(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7797/748, 2-11=-5174/526, 3-11=-5095/551, 3-12=-5095/553, 4-12=-5174/528, 4-5=-7593/718 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, 8-9=-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 Structural wood sheathing directly applied or 3-9-4 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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. Intemal) Left; #9 Dead + 0.6 MWFRS Wlnd (Neg. Internal) Right; #14 Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Parallel; #15 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #17 Dead + Snow (Unbal. Left); #18 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 nonconcunent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=544, 5=554. 11) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitdibreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) 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 6-0-12 to connect truss(es) A5 (1 ply 2x4 HF) to front face of bottom chord. 14) Use Simpson Strong -Tie MUS26 (6-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 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. 06yrtirt .ed onitarglii.2where 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 ANSUfPI 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. Irrc. Page 12 of 18 Job Truss Truss Type Qty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 Cl COMMON 1 2 Job Reference (optional) The Truss Co./ Tri-County Tniss, WA, OR, TSE 16) 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: 1-3=66, 3-6=66, 1-5=-14 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:32 2014 Page 2 ID:urGetCvylvMMbAo7gLAIDTyLJpo-nyl4?610v7CmW5Ed73uK3KOz18uG17XL2G?11 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/FPI 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. theTfUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUI LT NW/2603A/2473C/2 VLT/RD v SJ403282 C2 SCISSOR 6 1 Job Reference (optional) 5-1-14 5-1-14 1 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:32 2014 Page 1 ID: urGetCvylvMMbAo7gLAIDTyLJpo-ny14?610v7CmW5Ed73uK3K01 X13wwIALL2G? 11 uzZeZX 10-0-0 14-10-2 20-0-0 2150 4-10-2 I 4-10-2 5-1-14 1-6-0 4x4 = 5-1-14 10-0-0 1 5-1-14 1 4-10-2 1 Plate Offsets (X,Y): [1:0-2-0,0-0-121 [2:0-1-12,0-1-8], [3:0-2-0,0-1-12], [4:0-1-12,0-1-81, [5:0-2-0 0-0-12] LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.36 BC 0.44 WB 0.44 (Matrix) 14-10-2 4-10-2 20-0-0 5-1-14 DEFL in (loc) I/defl Lid Vert(LL) -0.11 8 >999 360 Vert(TL) -0.23 7-8 >999 240 Horz(TL) 0.23 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 76 Ib FT = 16% Scale = 1:56.5 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Uplift1=47(LC 10), 5=-73(LC 11) FORCES (Ib) - 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 BOT 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 Ib 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 pit hbreaks 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 ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 14 of 18 Job Truss Truss Type Oty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C3 GABLE 1 1 Job Reference (optional) e cuss Go./ Tn-UoUnty Tr1SS, WA, OR, 4x4 = 5-2-3 5-2-3 3x4 ,- 9.00 FIT 3x5 2 2 ST1 18 17 8-7-7 16 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:33 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyUpo-G9bSDS1 egQKd7EpphmPZcXxElYG91 iTUHwlbaKzZeZW 10-0-0 149-13 20-0-0 21-6-0 4-9-13 1 4-9-13 ! 5-2-3 11-6-01 4x4 = 3x4 O 3x4 -. 3x4 3 4 5 3x4 Q 41 3x4 = 15 14 3x5 II 39 40 13-4-9 3x4 42 3x4 = 13 12 3x4 II 3x4 6 11 10 20-0-0 ST1 9 3x4 Q 6-7-7 6-9-3 6-7-7 0 8 ]y Scale = 1:65.6 Plate Offsets (X,Y): [1:0-0-15,Edge], [3:0-0-12,0-1-8], [4:0-2-0,0-1-12], [5:0-1-0,0-1-8], [7:0-1-13,0-1-8], [13:0-1-7,0-1-8], [14:0-1-13,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.20 BC 0.38 WB 0.13 (Matrix) DEFL in (loc) 1/defl Ud Vert(LL) -0.09 13-14 >999 360 Vert(TL) -0.18 13-14 >632 240 Horz(TL) 0.02 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 159 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W1: 2x4 HF Stud OTHERS 2x4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS All bearings 6-5-8. (Ib) - Max Horz1=-146(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 18, 15, 12, 9 except 16=-109(LC 1), 11=-113(LC 1) Max Gray All reactions 250 lb or Tess at joint(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, 3-41=-701/118, 3-4=-635/119, 4-5=-644/129, 5-42=-711/128, 6-42=-801/115, 6-7=-888/60 BOT CHORD 1-18=-54/729, 17-18=-54/729, 16-17=-54/729, 15-16=54/729, 14-15=54/729, 14-39=0/473, 3940=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 Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (13) 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; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 Toads have been considered for this design. 5) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof Toad 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 Toad nonconcurrent with any other live Toads. 9) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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/I'PI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. arc. Page 15 of 18 Job• Truss Truss Type Oty PIY SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D1 MONO TRUSS 6 1 Job Reference (optional) e Truss Co./ Tri-County Truss, WA, OR, -1-6-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:33 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-G9bSDS1 egQKd7EpphmPZcXxFXYLj1jQUHwlbaKzZeZW 1-11-8 1-6-0 1 3x4 = 1-11-8 3 0 '7 6 Scale = 1:9.1 Plate Offsets (X,Y): [3:0-2-0,0-1-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.15 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) 1/defl Ud Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/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 (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (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 bads 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 Ib 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/FPI 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. SSco. INC Paae 16 of 18 Job Truss Truss Type Qty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D2 MONO TRUSS 4 1 Job Reference (optional) e 1 rUSs GO.r I n-GOunty I rusS, WA, OR, 1 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:34 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-kL9rQo2GRkSUI000FUwo81UQHygpmAgeWaU86nzZeZV -1-6-o 0-11-8 1-6-0 0-11-8 3x4 = 0-11-8 4 3 0-11-8 Scale = 1:7.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.15 BC 0.10 WB 0.00 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) 0.00 2 >999 360 Vert(TL) 0.00 2 >999 240 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 185/148 Weight: 4 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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 (Ib) - 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. 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 bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nonconcurrent 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 17 of 18 Job Truss Truss Type Dty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D3 MONO TRUSS 1 1 Job Reference (optional) e r russ Uo.r r n- ounty r russ, WA, OR, 1 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:34 2014 Page 1 I D:urGetCvylvMMbAo7gLAl DTyLJpo-kL9rQo2GRkSU I000FUwo8I USuyhymAgeWaU86nzZeZV 1-11-8 1-11-8 4.00 12 T1 3x4 II B1 3x4 = 2x4 II 0 0 0 Scale = 1:9.1 Plate Offsets (X,Y): [2:0-2-0,0-1-0] LOADING(psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.05 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.00 1 >999 360 Vert(TL) -0.00 1-3 >999 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 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) 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. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by chord and any other members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should 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 Ib 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 a 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) fomrat. LOAD CASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. B; endosed; MWFRS (envelope) gable 2-0-0 wide will fit between the bottom verify capacity of bearing surface. nd referenced standard ANSI/TPI 1. ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSca. INC. Page 18 of 18 Job • Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 G GABLE 1 1 Job Reference (optional) e r Russ Uo./ I n-(Aunty r rrss, WA, Ot , -1-6-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:34 2014 Page 1 ID:12m1?du1 KfiPbS6Xz?WbZeygBV2-kL9rQo2GRkSUI000FUwo8IUQxyhzmAJeWaU86nzZeZV 380 7-0-0 8-6-0 1-6-0 9.00 12 2x4 11 3 1 3-6-0 �T1 11 4x4 = ST? 3-6-0 12 3T 52x4 II T1 B 3x4 = 10 9 2x4 II 8 2x4 II 2x4 II 7-0-0 3x4 = 7-0-0 1-6-0 l$ Scale = 1:28.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inc' NO Code IRC2012/TPI2007 CSI TC 0.17 BC 0.02 WB 0.02 (Matrix) DEFL in (loc) Vdefl Lid Vert(LL) 0.01 7 n/r 120 Vert(TL) 0.00 7 n/r 90 Horz(TL) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib 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 Ib or less at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 9, 10, 8 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) This truss is designed in accordance with the 2012 Intemational 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. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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. FILE COPY P.rmit No. STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan 2603 April 3, 2014 Job No.: 12-034 Location: Lot 4, Landfair SP Tukwila, Washington REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292°d PL (360) 886-1017 Black Diamond, WA 98010 D 014 2., Copyright 2014, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project Plan 2603 Job No. 12-034 By: GAT Checked Date: 06/26/13 Sht i Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V,,,t) K:t 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project Plan 2603 Job No. 12-034 By: GAT Checked Date: 03/21/12 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Roofing (Comp) 1/2" OSB 2 x @ 24" Insulation 5/e" GWB Misc. Snow, Pf Reduction, Cs 5/12 pitch = 23 deg Total Roof Load Flooring 3/4" Plywood 2x12@16"oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding 1/2" Plywood 2x6@16"oc Insul 1/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.00 (115% Load Duration) (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 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 / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 i U Pjt-rc_ R.A004- t'i ?>bn e- (RA-e - Ftzo,v r- JOB NO. f 2 -034. FIGURED BY Gr4r CHECKED BY DATE°IJ)z SHEET Z, OF 1q, CFr (sn fir) i- l roc) rc,< (L )C4-o )'i) 4Cleile4e kC" 1�/Pj)(1 't)Z = z4 '� s%zy�z G� 1 Z L o,> i r' ') = Sim ©K- - o, eV /PI}01 )3 I )7aZ ktoki,rt rzy1347 Iz� tA.>(S �.') (5o piz) .t_ c)- -7V)L'i M ` ��• 41k/n) (jt 11 t P. L 4s - col 4.41 1/1,4)( -- )14 3 cA-ia 21`1-1 1 C. s' 1 ► e j ./s7YrJJL ( & \L 4'!'sr,) t10L I`'- = CrL,,,ic‘" 4, IA)Y f' � l y� P=cznt,��j t��om - if- g_. �c-1 3" iiVT- (4-g,") IV) — t. 4, r of { .13 _ &r 7? owhi „ 5" 0"/, V Zt /Ai S y . Z L.' 4- 4c. 75)'Z.rlL 4, 0r k(0/16-7/R)( f.Ozt0,11-(0,s1)(6 S)= Z!t k/173 jd/NZ of Copyright 2012, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 z- 203 JOB NO. JZ —03 4. FIGURED BY 47" CHECKED BY DATE '//Z SHEETS OF qfrroiltilg - 11(?).-:1?--FCLIZ - N. jam. /.'. 1e�, 14.1Z- (q+ .0" AVI) "H00714 Libt+.4,16r) r. --/E5of 8 \)-- (01-7q#POT, 4_1 5-Y- 01 cis( 0i-roe-IAN zEA frOc_ e Ity 41-1 w, �Cit)/50p541a640 r + 1 )(4'`' PIT l)(ovo* wt = (� I v FST + tat) - s�k7 r't-r" M 1-111.4)) - (4.")Cbiw,t1Y.) ` /0" v-g 41 I k- Erg= o to,. )tes)c-i-0,7z,(J, 7r )0.)Z= t - - cock_ w= CZz)(4opy, --)Oo 5-00/3uL v ' (o,:Z.qF1> :. 3 , I IL r1.44, eCot.d'i� SY--4-e elLA. Qt, �Jz • 4 ' f & LA .4-- Pic 210 3 Aim' t OK_ Ok 3 OX Copyright 2012, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R Project Plan 2603 Job No. 12-034 By: GAT Checked Date: 06/26/13 Sht. 4 where, F = 1.1 Two -Story Building Sin = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wfloor = Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (40ft) (36ft) (16psf)+ (2) (40ft+ 36ft) (4.0ft) (9.5psf) = 29kips (40ft) (42ft) (14psf)+ (2) (40ft+ 42ft) (8.5ft) (9.5psf) = 37kips Design Base Shear , V = (.169) (66 kip) = 11.1 kip E = 11.1 kip = 7.9 kip 1.4 W total = 66 ks WIND Design Wind Pressure, ps = X Kn p Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 = 1.00 = 1.00 = 1.00 0-15ft 20 ft 25 ft 30ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 p� = 17.7 psf 110 mph Figure 28.6-1 (ASD) P0-15= (1.00) (1.00) (17.7 psf) = 17.70 psf (x0.6= 10.62 psf) P20 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vim= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7 psf) + (40ft) (1 ft) (17.7 psf) =14.9x0.6= 8.9 kips Therefore, VAS= (44ft) (10ft) (17.7psf) + (43ft) (5ft) (17.7psf) + (39ft) (5ft) (17.7psf) + (29ft) (2ft) (17.7psf) =16.1 x0.6=9.6kips 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 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 WALL %ss/bAl -/ \ALL_* -I ki_g'_(AfIF /ark /= Zz'+I`--Lu = 7,-zg€41 88eci �° D ).. !/L3. GcS4/.3.,= IZS'3`41- r e- 1-e;M- 43)p ) - . S' -Pg. S' r> Copyright 2012, SEGA Engineers JOB NO. CHECKED BY FIGURED BY - DATE Vey/ SHEET 5OF tReAdvfi 44, LZ' 3 SEGA Engineers PROJECT p L yart.) 2 4 0 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 i kS / tpj ( Co AvT) JOB NO. 1Z-O34. CHECKED BY FIGURED BY 61- ervit DATE I/ZSHEET(p OF �i Wil raPr-U : INS' )(jo, clf°) � �(s,)(10 QI!II±1I 4' _ z nt,. 02.,40 V4L o,�r " u VP.")1Z14•#+ (-)1)0')(JO.4J ) ? 4/044) r fi '�lEr 41/4..0- T'S'iltoi s' —CZ.° ,J) x 4' 491I • U� = L 24L- )Uz` ) QC 14,P3P\ rC S' ) (Pi 4f 7' t,1 S)c/0, 4PPr) ) = Z, V Z. j #" A= 4'r4 )-e` .itir� Pfr- -.41WALL #s 144 ST& V,- ' Z3;2601) 0O/4M4) 1 a y 4-(b,5' t)td r 4/: q, L-i,AVAb ft r , Copyright 2012, SEGA Engineers SEGA Engineers 1 PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 SN BIZ \44 _ Ag 5 / la.J O57-.) SH 4 L 1'6 Cpc = 1Z�' 7. 7sre-fr-- iz' hp,,) 2,too 3 JOB NO. )7 ,_ j, FIGURED BY ` 1 CHECKED BY DATE 3'tJ/1, SHEET'/ OF Vp- M. '- L14z,(J ') o, )17) = I,°ll.r- &V `HI/ Z' 36Sy VA 1StV° Copyright 2012, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT PLAN 2603 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 888-1017 • FAX 888-1016 CHECKED BY 12-034 FIGURED BY DATE 03/21/12 GAT SHEETS OF S SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 5/8' T1-11 or 8d @ 6" o.c. 5/8' © 60" o.c. QaII = 230 pif 1/2 OSB P1/2 CDX or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 pif OSB l'. See detail 12/S2.0 for Construction Notes: 1) All walls designated " b" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0) and nailed at all panel edges (Blocked) per schedule (uno). Edge nailing at T1-11 shall be through each edge of each panel. Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. Washers to be minimum 3" x 3" x 1/4" and of hot -dipped zinc -coated galvanized steel. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section2306.3. Duct Leakage Affidavit (New Construction) Permit #: House address or lot number. `J City: Cond. Floor area (its): !Z-.tvC� Source (circle one): � Estimated Measured ❑ Duct tightness testing is not required. The total leakage cated entirely within the building thermal envelope.Ducts test is not required for ducts and air handlers to located in crawl spaces do nat.qua&fy forthis exception. Air Handier in cxmditloned space? 0 yesJ no . ' Air Handler present during test?)(Yes no Circle Test Method: i to Outside Maximum duct/eakage: Post Construction, total duct leakage: s ge: (fldgr area x .04) = —FM©25 Pa Post Construction, leakage to outdoors: (floor area x --��CFM@25 Pa Rough4n, total duct leakage with air handler installed: (floor area x .04) = /0'1 CFM 25 Pa Rough -In, total duct leakag e with air handler not Installed: (floor area x .03) ��CFMQ2$ Pa • owz Test Result: V CFM@25Pa Ring (circle one if applicable): Duct Tester Location: Pressure Tap Location: I certify that these duct leakage rates are accurate and determined using al Company Narne: •�[ 4-`' Technician: Technician Signature; Date: l 1 Phone Number. t 76 =.3 350 RECCiVED CITY OF TUKWILA APR 1 4 2015 PERMIT CENTER LANDMARK DESIGN residential + commercial •: interiors July 11, 2014 City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Soundbuilt Homes, Landmark Design #2603 Permit Application # D14-0142 Landfair #2 Lot 4 4339 W 160th St. To Whom It May Concern: I have reviewed the City of Tukwila's Correction Letter dated June 4, 2014 and my comments are below: Building Services: 1. Builder to provide revised site plan. 2. Builder to provide revised site and geotech report. 3. Builder to show roof and footing drain on site plan. Roof framing sheet and section show the roof down spouts and the footing drain. 4. Labels revised on the elevation. Builder would like to have the house level and will use retaining walls on site to achieve this. 5. Attic access has been removed from the bonus room and can be found in the hall where there is adequate room per code. Attic access is also shown on the roof plan. I appreciate your review. Please don't hesitate to contact me for further questions/clarification at 253-826-7808 or via email at shawna@landmarkplans.com. Cordially, CORRECTION RECEIVED CITY CITY OF TUKYv JUL 1 5 20 PERMIT CENT1 1202 Main St. #104 + Sumner, WA + 98390 : 253;-826-7808 + Fax: 253-826-4946 O vww landmarkplans.co: City of Tukwila Department of Community Development June 04, 2014 ANGELA WARNER PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0142 LANDFAIR #2, LOT 4 - 4339 W 160 ST Dear ANGELA WARNER, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. 1. Provide a site plan that shows the topographical grades indicating site slopes or elevation changes in 2 foot intervals. Also provide a vicinity map showing where this site development is located and show streets or any other related right of way information. Provide benchmark elevation points for the site and show main floor elevation in relation to benchmark elevations. This is to verify height of house and crawlspace elevated to provide sufficient sloping grade from the house exterior. This information may be provided from previous civil engineering or geotechnical engineers' maps. 2. Please provide a Geotechnical evaluation of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Make sure the footing bearing design is consistent with the structural engineering. 3. 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) 4. Revise the labels for elevations to be identified as North, East, South and West. The elevations indicate the finish grade to be level. On the elevations show grade slope details relative to house foundation. 5. There is a concern for the location of the attic access in the Bonus room on sheet 2 where the access indicates to be located close to the exterior wall. In addition the ceiling is proposed as a vaulted ceiling with scissor trusses. Attic access shall have a vertical height of 30 inches or greater. The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members. Verify the access is located to meet the required clearances or relocate the access. In addition the roof framing plan on sheet 5 does not show that attic access. Provide clarification or show the access on the roof framing for consistency. (IRC R807.1) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, Jenni Perna er Marshall Technician D14-0142 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4. AGES, LLC A Geotechnical Engineering Services LLC P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Han Phan PBG, LLC 5130 S. 166`h Lane SeaTac, WA. 98188 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION Subject: Final Letter Former Swimming Pool Site Landfair 2 4237 S. 160th Street Tukwila, Washington Parcel No.: 5379800040 Dear Mr. Phan, January 6, 2014 Project No. A-184 FILE COPY r►i 4.4 CORRECTION Di 01q2 As requested, we have completed our construction monitoring services for the former swimming pool site restoration project at the subject site located at 4237 South 160`h Street in Tukwila, Washington. The purpose of our services was to provide field density testing services during restoration of the former pool site. CONSTRUCTION MONITORING We first visited the site on October 23, 2013 to view the excavated pool area. At the time of our site visit, the soil within the pool had been removed to expose cinderblock side walls and a floor consisting of a thin blue plastic liner overlaying a thin layer of concrete. A concrete sidewalk had been poured over the top of the pool sidewalls around the entire pool. The north end of the pool was approximately 6 feet deep and the south end approximately 4 feet deep. We returned to the site on November 11, 2013 to obtain a sample of the onsite soils to perform a Modified Proctor test in preparation for site filling using the native soils on the site. At the time of our site visit, we observed all of the concrete sidewalks had been removed from the site and the cinderblock pool sidewalls had been removed from all sides except the center of the east end west sides. The blue liner had been removed and the thin concrete along the base of the pool was scarified. On November 6, 2013, we visited the site, as requested, to begin observation and testing of the fill planned for use in the pool site. At the time of our site visit, the remaining cinderblock sidewalls had been removed and the contractor had placed a layer of structural fill in the north end of the pool site. PAC E I V E [7 fill consisted of the native on -site sand with silt and gravel. The contractor utilized a trackhoe veiTY 0 F T U K W I L A JUL 1 5 2014 PERMIT CENTER Mr. Han Phan January 6, 2014 hoepack attachment to compact the fill. Filling was planned to continue on November 7, 2013, but was cancelled upon our arrival due to wet weather. The filling process commenced again on December 4, 2013. The filling was quickly terminated when the stockpiled structural fill became too high in organic content to continue using as structural fill. The contractor explained they would use the native soils located along the site roadways to complete the pool filling. The onsite driveways required additional excavation to reach their planned finish elevation and the excavated soil would be stockpiled and used to complete the pool restoration. We returned to the site on December 27, 2013 to perform our final field density tests on the pool site. The pool had been filled to the planned foundation elevation in the area. The exposed soil consisted of brown.sand with silt and gravel consistent with the onsite native soils. Some areas were darker brown but no evidence of heavy organic content was evident. After our final site visit, the contractor graded the area flat, spreading organic and granular soil over the area. CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field density testing, it is our opinion, the areas tested indicate at least 95 percent of the soils laboratory maximum dry density, as determined by ASTM D-1557 (Modified Proctor), was achieved. The structural fill should provide adequate support for the foundations planned in the area. Prior to foundation construction in this area, we recommend the exposed foundation subgrade be compacted with heavy vibratory compaction equipment to ensure localized disturbances that may occur during foundation excavation have been rectified. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of AGES, LLC and is intended for the exclusive use of PBG, LLC and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of final site construction. If variations appear evident, AGES, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. Page-2- Mr. Han Phan January 6, 2014 The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, AGES, LLC 'EXPIRES //-B-zoo/ 1 Bernard P. Knoll, II, P.E. Principal BPK:bpk Project No.: A-184 Page - 3 - AGES, LLC Ages Geotechnical Engineering Services P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 wwaw.agesengineering.com Han Phan PBG, LLC 5130 S. 166th Lane SeaTac, WA. 98188 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION Subject: Geotechnical Evaluation Former Swimming Pool Site Landfair 2 4237 S. 160th Street Tukwila, Washington Parcel No.: 5379800040 Dear Mr. Phan, April 11, 2013 Project No. A-184 FILE COPY _..._Pil CORRECTION bl'+OIMt As requested, we have completed a Geotechnical Evaluation of the former swimming pool site on the subject site located at 4237 South 160th Street in Tukwila, Washington. The approximate location of the site is shown on the Site Vicinity Map provided in Figure l . Based on our review of the Clearing and TESC Plan provided to us, and our conversations with you, we understand the planned development entails subdividing the site into 4 Lots. The existing single- family residence along the northern half of the site will occupy Lot 1. The remaining lots, 2 through 4, will be located along the southern half of the site. An easement driveway along the eastern property line will provide access to the three lots along the southern half of the site. The former swimming pool site, located in the subject sites southeast corner, is located on Lot 2 and 3. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features.:lf actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. SCOPE OF WORK The purpose of our service was to perform a geotechnical evaluation of the site soil and groundwater conditions in the former swimming pool site in order to develop design and construction recommendations for decommissioning the pool and providing a stable subgrade suitable for theC ITY OF TU KWtLA RECEIVE D construction of single-family residences. Specifically, the scope of services for this Geotechnicat Evaluation included the following: JUL 1 5 2014 1. Reviewing the available geologic, hydrogeologic and geotechnical data for the site area. P E R M I T CENTER Mr. Han Phan April 11, 2013 2. Evaluating the subsurface conditions in the former pool site by excavating 3 test holes to a maximum depth of 5.5 feet below surface grades. 3. Providing our conclusions regarding the existing condition of the former pool site. 4. Providing design and construction recommendations, as necessary, to stabilize the former pool site area and prepare it for support of new foundations for new single-family residences. SITE CONDITIONS Surface The subject site is located at 4237 South 160th Street in Tukwila, Washington. The site is bordered with existing single-family residences to the east and west, Crestview Park to the south, and S. 160`h Street to the north. The location of the site is shown on the Site Vicinity Map provided in Figure 1. The subject site is currently occupied with a single-family residence located in the north central portion of the site, a detached garage to the south of the residence against the eastern property line, several outbuildings scattered throughout the site, a below -ground swimming pool in the southeast site corner, and a small structure adjacent the swimming pools west side. The swimming pool was previously filled with soil up to within a few inches of the top. A concrete slab surrounds the pool area on all sides. In general, the site area slopes down from south to north at surface grades ranging from 0 to 10 percent. Locally on the site, the south end where the pool is located is relatively flat. Site vegetation consists of various ornamental landscape bushes and trees with a grass lawn throughout the site. Some native brush areas exist along the southern property line. Subsurface Explorations On April 8, 2013, we explored subsurface conditions at the site by advancing three hand -augured test holes to a maximum depth of 5.5 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Mapped Soils According to The Geologic Map of the Des Moines 7.5 Minute Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron (2004), the soils in the vicinity of the site are mapped as Vashon Till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The Vashon glacial till was deposited along the base of the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till, and all units under the till, are typically in a very dense condition, and will exhibit a high shear strength Page - 2 - Mr. Han Phan April 1.1, 2013 and low compressibility where undisturbed. The near surface soils at the site have been distorted by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. The United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) does not map the soils in the vicinity of the site. However, based on experience in the site area, it is our opinion the site soils would be best classified as Alderwood gravelly sandy loam (AgC) soils that form on 6 to 15 percent slopes. According to the NRCS the Alderwood soils at the site are described as glacial till deposits. The Alderwood (AgC) soils are classified as having a "moderate" potential for erosion when exposed. Site Soils The soils we observed in the test holes consist of 20 inches of topsoil fill overlying old fill consisting of silty sand with gravel. At depths ranging from 3.5 to 4 feet below surface grades in the swimming pool, we encountered a layer of bright blue, heavy duty plastic. Under the plastic in two of the test holes, we encountered obstructions that prevented advancing the test holes any deeper. The obstructions encountered appear to be either a layer of concrete or large boulders. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure 4. Figure 5 presents more detaileddescriptions of the subsurface conditions encountered in the test holes. The approximate test pit locations are shown on the Exploration Location Plan provided in Figure 2. Groundwater We did not encounter groundwater seepage in any of the test holes excavated at the site. However, we expect a seasonal perched water table likely develops above the dense glacial till at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). CONCLUSIONS AND RECOMMENDATIONS Based on our study, in our opinion, to decommission the former swimming pool site and provide a stable subgrade for new residential foundations, the existing fill soil, concrete, and any other organic soil or deleterious material should be removed from the and the grade restoredwith structural fill. We expect maximum excavation depths of at least 6.0 feet will be necessary to remove the unsuitable material. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill in wet weather conditions. The ability to use the soils from site excavations as structural 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 Page-3- Mr. Han Phan April 11, 2013 winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. Site Preparation and Grading To prepare the former swimming pool site for development, all vegetation, organic surface soils, old fill soils, and other deleterious materials including any existing structures, foundations or plastic and trash debris should be stripped and removed from the area We expect a maximum excavation depth of 6.0 feet to remove the unsuitable material. However, excavation depths may exceed 6.0 feet if subsurface conditions are different than we observed in areas not explored, or if additional fill, concrete, or trash debris exists beneath the obstructions encountered during our subsurface exploration. Once clearing and stripping operations are complete, fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, the native subgrade below the base of the former swimming pool must be in a relatively stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of AGES, LLC should observe the subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on -site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular 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 ;la inch fraction Page-4- Mr. Han Phan April 11, 2013 Prior to use, AGES, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. Foundations The new residential foundations planned on Lots 2 and 3 in the former swimming pool site area may be supported on conventional spread footing foundations bearing on the competent native soils observed below the former swimming pool, or on structural fills placed above these native soils as specified in this report. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. As previously discussed, in the "Site Preparation and Grading" section of this report, the existing soil and concrete observed in the upper 6.0 feet of the former swimming pool site location will not be suitable for support of structural elements. Prior to foundation construction, these existing old fill soils and concrete should be removed from under new foundation areas. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and 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. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 300 pcf *Details regarding the use of these parameters are provided in the section above. Page-5- Mr. Han Phan April 11, 2013 Slab -On -Grade Floors Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. As previously discussed, in the "Site Preparation and Grading" section of this report, the existing topsoil and fill soils observed in the upper 6.0 feet of the former swimming pool site will not be suitable for support of new slab -on -grade floors. These existing old fill soils and other concrete and deleterious material should be removed from under areas of new floor slab construction. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a 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 transmissionis 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 layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, andmay serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. ADDITIONAL SERVICES AGES, LLC should review the fmal project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Page-6- Mr. Han Phan April 11, 2013 AGES, LLC and is intended for the exclusive use of PBG, LLC and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and 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, 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, andto evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. ♦♦♦ We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, AGES, LLC LEXPIRES //-o8-Z'/9 Bernard P. Knoll, II, P.E. Principal ATTACHMENTS: BPK:bpk Project No.: A-I84 91/ 20i3 Figure 1— Site Vicinity Map Figure 2 — Exploration Location Plan Figure 3 — Geologic Map Figure 4 — Unified Soil Classification System Figure 5 — Test Hole Logs Page-7- 0 2000 feet S 160th St To. orla .:nterr at ton dv Aopor, 500 m S 152nd St 5 158th St Approximate Site Location t. S'141th St Ito estimid southcenter Mall Stiander Blvd Fukw414 Pond Part AGES, LLC P. a Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agese. ngineering.com Site Vicinity Map Landfair 2 4237 South 1606 Street Tukwila, Washington Project No.: A-184 April 2013 Figure 1 KEY: APPROXIMATE LOCATION OF HAND ADMIRE HA -I • AGES, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Exploration Location Plan Landfair 2 4237 South 160th Street Tukwila, Washington Project No.:.A-I84 April 2013 Figure 2 Approximate Site Location AGES, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 viww.agesengineering.com Geologic Map Landfair 2 4237 South 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 3 UNIFIED SOIL CLASSIFICATI MAJOR DIVISIONS GROUP SYMBOL . .. _ _ _ • _ GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No, 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve GRAVEL WITH < 5 t,Y0 FINES GW Well -Graded GRAVEL GP Poorly -Graded GRAVEL GRAVEL WITH BETWEEN 5 AND 15 % FINES GW-GM \Veil -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAVEL WITH > 15 % FINES GM Silty GRAVEL GC Clayey GRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve SAND WITH < 5 % FINES SW Well -Graded SAND SP Poorly -Graded SAND SAND WITH BETWEEN 5 AND 15 % FINES SW-SM Well -Graded SAND with silt SW -SC Well -Graded SAND with clay SP-SM Poorly -Graded SAND with silt SP-SC — Poorly -Graded SAND with clay SAND WITH > .15 % FINES SM Silty SAND SC Clayey SAND FINE GR.AINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity Liquid Limit 50 or more Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity „.. Organic Slur or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PT 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. LLC P. O. Box 935 Puyallup, WA. 98371 Main (251) 845-71XX) V.IN'Iv.agesengincering.coin Unified Soil Classification System (USCS) Landfair 2 4237 S. 160' Street Tukwila, Washington Project No.: A-184 April 2013 Figure 4 DATE: April 8, 2013 P.O. Box 935 Puyallup, WA, 98371 Office (253) 845-7000 Test Hole TH-1 LOGGED BY: BPK ELEV: Depth (feet) Soil Description Notes 0 5 FILL Dark brow TOPSOIL, bow moist FILL: Girey and tan ely sand with cows& loose, malt. Ha something peak and impenetrable at 4 feet below surface grade. Test pit terminated at 4 feet below surface grades due to refusal. No groundwater seepage encountered. Test Hole TH-2 DATE: April 8, 2013 LOGGED BY: BPK ELEV: Depth (feet) Soil Description Notes 0 5 FILL: Dora brown TOPSOIL, Wes. molt. •••••• FILL: Tan WIN sand_. gravel, loose, moist. Hit layer of blue peek at 3.5 feet swims grades. then hi sitar oancrate or a boulder • Test pit terminated at 3.5 feet below surface grades due to refusal. No groundwater seepage encountered. DATE: April 8, 2013 Test Hole TH-3 LOGGED BY: BPK ELEV Depth (feet) Soil Description Notes 0 5 FILL: Dark brown TOPSOIL, loom. moist. FILL: Gray and inn eat send wit gravel, loose, racist Hi eornething *elk and Impenetrable at 4 feet below ask*, grads. FILL: Reddish -orange silty sand with grayei, some fine roots. Hit either a concrete sib or a boulder at 5.5 feet below surface grades. Test pit terminated at 5.5 feet below surface grades due to refusal No groundwater seepage encountered. Figure 5 Propcmo A-1 4 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0142 PROJECT NAME: LANDFAIR #2 SITE ADDRESS: 4339 S 160 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT AA& -1`-49-1.1 Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator u PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/17/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 08/14/14 Approved with Conditions W.- Denied ❑ (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: ,Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0142 PROJECT NAME: LANDFAIR #2, LOT 4 DATE: 05/09/2014 SITE ADDRESS: 43 A. S 160 ST X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Go V4- Building Division II ' vi A O o• Public Works A Po L .21 i I1 -30.11-t Fire Prevention Planning Division En Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 05/13/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Review DUE DATE: 06/10/14 Approved with Conditions Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: o gDepartments issued corrections: Bld] Fire Ping ❑ PW 0 Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 Plan Check/Permit Number: D 14-0142 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 0 Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Landfair #2, Lot 4 Project Address: _ 4339 S 160 St .IGa, I/Jtvv1cV Contact Person: r' Summary of Revision: Phone Number: 0241J 7,4 N110 er v OF TUKWIIA IJUL .1 r 2014 CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev on Received at the City of Tukwila Permit Center by: tEl"—Entered in TRAKiT on �— [3-tL C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 WATER METER SIZING WORKSHEET (Reference 2012 Uniform Plumbing Code - Table 610.3) CIT ("ae /;t 2 "7 2014 PERM ''CENTER NAME Saintiblil tJ- QUA_LLL Krre PERMIT t 61 4 ADDRESS: 1-61j ! S, 1 II ra -44 FIXTURE TYPE * OF FIXTURES x FIXTURE UNIT = TOTAL UNITS Bathtub or combination Bath/Shower I _ x 4 = 4 W Bathtub Fill Valve (Soaker Tubs) I x 10 = ! 0 y Shower (per head) I , x 2 = _ Water Closet (Toilet) � x 2.5 '� , Bidet x 1 ' _ Lavatory (bathroom sink) x 1 = Kitchen Sink (per faucet) ! 1 x L5 a I Laundry Sink x LS = y Dishwasher (Domestic) ! x 1.5 = 1, Bar Sinks _ x 1 = Clothes Washer 1 x 4 = Y Hose Bibs (first) I x 2.5 = g . Hose Bibs (each additional after 1st) I x 1 = I Lawn Sprinkler (each head) x 1 = Other. x a Total from meter to farthest fixture outlet On feet). 3 .. 5' 8' Distance , • .::L�� Su t, :.� Size "L.. J Purveyor Of not known, use 45 PSI as default) / 1-/5 (A) Z (B) Known Static Pressure from Water Height difference in feet adjustment (Deduct 1/2 PSI per Wotdlifitr in elevation where meter Is lower than highest water 'MAY ou Adjusted Building Design Water pressure (PSI) (A B+C) and Street Service Line (from main to meter) 7 ' (C) Required Minimum Meter Size —`` WATER.MEIER SOZON6_WORKSHEET.41eB.DOGX REFS: 416E REVISED: 3/12114 <0 het DATE CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: ❑Part A: To be completed by applicant Site Address: 4339, 4341& 4343 S 160th St (attach map and legal description showing hydrant location and size ofmain):. Owner Information: Agent/Contact Person:: Owner Name: Sound Built NW, LLC Agent/Contact: Angela Warner Owner Address: PO Box 73790 Puyallup, WA 98373 Agent Address: PO Box 73790 Puyallup, WA 98373 Owner Phone: 253-830-2868 Contact Phone: 253-830-2868 This certificate is for the purposes of: 3 New SFR's 0 BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): 3 new water meter / service connections Vehicular distance from nearest hydrant to the closest point of structure is Measured to access drives: Lot 2: 135'+/-, Lot 3: 185'+/-, Lot 4: 235'+/- Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date PART B: To Be completed by water utility district 1. The proposed project is within TUKWILA /King 2. • No improvements required. (City/County) 3 • The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 3 new water meter / service connections -meter sizes to be deterrmined by completed Fixture Count form including signed approval from the City of Tukwila Building Department. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: J Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER I hereby certify that the above information is tru1correct, based on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 Agency/Phone 5/6j�`} Date SIN- oH2 APPLICANT NAME: 4339, 4341& 4343 S 160th St ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY The following terms and conditions apply to the attached Highline Water District Certificate of Water Availability. 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to King County Department of Development and Environmental Services, the Cities of Des Moines, Federal Way, Auburn, Kent, SeaTac, Tukwila, Normandy Park, Burien, or local jurisdictions. This Certificate of Water Availability is between Highline Water District and the applicant only, and no third person or party shall have any rights hereunder whether by agency or as a third -party beneficiary or otherwise. 2. As of the date of issuance of this Certificate of Water Availability, Highline Water District has water availability to provide such utility service to the property that is the subject of this Certificate, and the utility system exists or may be extended to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between Highline Water District and the applicant, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water will be available at the time the applicant may apply to Highline Water District for such service. 3. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire suppression system for a specific location. Customer is responsible to field verify the specific water pressure at the meter at Customer's specific location for Customer's specific needs. Customer Initial Date Friday, April 25, 2014, Time: 09:01:57, Page 1 from HWD_2014.dwg N O 0 co O O O 0 O 'r1 -n 63 O a 30 3 0 a CO co 0 N N Test Report Print Title for 4237 S 160th ST . po kiss IP' Li' ____!i L r !cc:3'41 6 , (7, 6 , cri 6 PT a 0 I • .,.3 LA ••••.J (J4 DO -°- c,4 t•3 I f ! I (c4 7 0 5 a) 01 04 18" DI 4217 4,< 5635-7'43q cc) i 0') 0) 12" D.I. OVERFLTtg 12 1/) ...1.>11 56359307 6357542 ZgL9C9S _ Fi 01 0 c001 _ nDD. uO, _.. .'.'- KCSE 27037 70788 0' 01„ . c, y_.u ,)(s_. (7 0) y) a0 0 0 co CA co IN) N:.44 01 . ! L SMES EXJ 9 C 01 18D < (1<--- 24" M • 0) C7) C M (C) 4°225 o --n ' 11 01 4. 0 o r-- co cp cp 0) _, ----1 o-) o -P... co 61154408 4237 56357435 17. 4245 4249 56357392 5 4251 .4.. 56357434,f.,, CD - 4403-7— >' C.71' 4411 (/) 5635754-3 0) 4417 0 56357541 .37. 4427 56357540 4431 56357544 4439 56357545 2. ; , f )152 erT1 0 C2 1.\-) 01 0 CO 51" 57 N c,4 LT, S'r•-z 1 4504 cy) _ 4455? 4415 4507 4505 4503 5 N89°10 1V-- I50.00'—. 4 — sz f CATCH °n<.r. PIM - 437.2+ PVT. ACCESS ROAD DRIVEWAY EX. SHED' E DEMOLISHED 20' BS8L EXISTING HOUSE TO REMAIN TREE TO REMAIN LOT 1 0 (18,060 SQ. FT) 2.5' 5HL STORY on� 06 66017 F'.1CGE HT, _ I 46.5.3 '51.1'>r1 (2) If:.fL F �f y -----------�-W t N _ �"6 70'BSBL CF r ' N89°10'00'W 150.00' 50.00' 1 1 50.00 20' BSBL 20'BSBL LLL 145 I I. t t LL Ltt LL W o � 25' ACCESS/UM-DES EASEMENT LtfLLi 50.00 LOT 4 (7,750 SQ/FT) ,EX. SHED TO BE DEMOLISHED 10' BSB( 50.00' m LcbT 3 _ (7,7SQ. FT)., 1- II II II II I � I . Off, l9 Pock LOT 2 (7,750 SQ:. FT) 1 .'1 J / L J L 10' BSBL 50.00' 10' 05131. N89.10'00"W 150.00' 50.00' EXISTING GARAGE TO BE DEMOLISHED EX. ,BHED T,L`BE DEMOLISHED TAX PARCEL NUMBER 5379800040 OWNER INFORMATION C CAO NGUYEN C 2415 - 62ND AVE SE PE MERCER ISLAND. WA 98040 51 (206) 399-5973 SE (2 CC .10R Nn ISSI IF 0ATF 14816 MilitaRoad South P.O. Box 65 ) Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ti Residential Single Family ❑ Residential Multi -Family ❑ Commercial CI Other p �r h Gam-/ 47 W./ /✓..4 c-I" Applicants Name: Both,./ I. cid—i-- )7Y, "lie s- Phone: ,:Z >- :so .._- e_,>6- Property Address or Approximate Location: Tax Lot Number: Li 3`1 1 -S /(,o 4-1-7 31- Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) 1. ►'-'-' a. Sewer Service will be provided by side sewer connection only to an existing " �t size sewer (0 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. co a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ / 00 c a. District Connection Charges due prior to connection: GFC: $ 5'SO SFC: $ ) TO 62 UNIT: $ TOTAL: $ (Subject to Change on January 1st) Either a King County/Metro Capacity Charge, a SWSSD, or Midway Sewer District Connection Charge may be due upon connection to sewers. RECEIVED b. Easements: ❑ Required ❑ May be Required CITY OF TUKWII A c. Other: MAY 0 9 2014 PERMIT CENTER I herecertify that the above sewer agency information is true. This certification shall be valid for one year from ate of signature. l/ 124 e'.�y Title y 23 20/c-` DI U3 - 042 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ("District") Certificate of Sewer Availability/Non-Availability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein ("Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City, of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District' s sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate ofSewerAvailability/NonAvailability and this Attachment, and fi ly understand the terms and conditions herein. Applicants Signature Date 93frf- M• 4 SOUNDBUILT NORTHWEST LLC Page 1 of 2 Cle Washington State Department of Labor & Industries SOUNDBUILT NORTHWEST LLC Owner or tradesperson RACCA, GARY Principals RACCA, GARY, PARTNER/MEMBER Doing business as SOUNDBUILT NORTHWEST LLC WA UBI No. 602 883 361 PO BOX 73790 PUYALLUP, WA 98373 253-848-0820 PIERCE County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. SOUNDNL911CL Effective — expiration 02/13/2009— 02/13/2015 Bond No bond accounts during the previous 6 year period. Insurance WESCO INS CO Policy no. WPP1019 Received by L&I 09/26/2013 Insurance history Savings (in lieu of bond) Received by L&I 01/26/2009 Savings account ID Active. Meets current requirements. $2,000,000.00 Effective date 09/27/2010 Expiration date 09/27/2014 $12,000.00 Effective date 01/08/2009 Lawsuits against the bond or savings Cause no. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602883361 &LIC=SOUNDNL911 CL&SAW= 07/24/2014