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Permit D14-0140 - LANDFAIR #2 LOT 2 - 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. D14-0140 LANDFAIR #2 –LOT 2 th 4343 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. LANDFAIR #2 LOT 2 4343 S 160 ST D14-0140 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: httD://www.TukwilaWA.Rov 5379800042 4343 S 160TH ST Unit1 LANDFAIR #2, LOT 2 COMBOSFR PERMIT Permit Number: D14-0140 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: I 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 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: 0 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: Date: -7 `3'``'"111 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development,6rmit and agree to the conditions attached to this permit. A) Signature: Print Name: v A,v1-2-. v 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: 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. 12: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 13: 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. 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 apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #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 is subject to the recommendaitons of the Geotechnical letter, provided by AGES, LLC, dated January 6, 2014. 26: ***BUILDING PERMIT CONDITIONS*** 27: 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. 28: 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. 29: 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. 30: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 31: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 32: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 33: All wood to remain in placed concrete shall be treated wood. 34: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 35: 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. 36: 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. 37: 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. 38: 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). 39: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 40: 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. 41: 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. 42: ***MECHANICAL PERMIT CONDITIONS*** 43: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 44: 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. 45: Manufacturers installation instructions shall be available on the job site at the time of inspection. 46: 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. 47: 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 Tess than 18 inches above the floor surface on which the equipment or appliance rests. 48: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 49: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 50: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 51: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 52: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 53: 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. 54: 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. 55: 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. 56: 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. 57: 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. 58: 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. 59: 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. 60: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 61: 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 0612 EXT ROOFING INSUL 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 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 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 Accepted: °" , Date Application Expires: (For o, ice use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** Site Address: �'J�t"� 1 1 QL/ !' . P OWNER `` ff^ Name: Sl.%1 d -6 ski (4- I�w) 1 u-c Address: /�Q 1 s...�.t.�y��.� 6city: '1''la tiu I LA-) IAJIf �" ZiP6ifi3-)3 Address: b 1. State: 6- Zip: Phone: �TION Company Name: Address: id0-Ark 11k 1'271 D �-7 City its Gil ` f State: t' 1 zipq&Jl5 Phone:i/"�Fax.�� Contr Reg Nos�'hf'4, `1111 )L1 t I, elp Date:?1 3 i Tukwila Business License No.: King Co Assessor's Tax No.:65 - `d D[ 13 ARCHITECT OF RWORD Company Name: I.Andvna ems- Architect Name: K e,Viin IiP,k Gln Address: Le et•Iy\ C, City��mAP V State: �� Zip. I Phone: 163 ,� IAtx: Email: ENGINEER OF P €3 Company Name: Engineer Name: Address:c;p1 L peers 11\sehv4 �-� �-- • p(. City:"jZ ^"f Qm State:', k ZiPGGOI0 Phone: 0 A/Ol1 ax: 210-No iat _ Email: LENDER/BOND ISSUED (required for projects S5,0 greater per RCW 19,27 095) Name: Address: City: State: Zip: H:\ApplieationslAorms•Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised August 2011 bh Page 1of4 INFoRiviATIQN ...,'. (ciL?, ooU Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): en r- -ru..t 4- TION PROPOSED SQUARE FOOTAGE Basement tat floor 2nd floor Garage carport ❑ Deck - covereip uncovered ❑ P A-41 4IQ- Total square footage 31 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. Eta INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: �1 Value of mechanical work $ 2-Q' D furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ appliance vent wood/gas stove fuel type: D electric gas ventilation fan connected to single duct water heater (electric) other mechanical equipment bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system H:Upplications\rorms-Applications On Line\2011 Applications\Combination Permit Application Revised S-9-11.docx Revised: August 2011 bh 3 clothes washer shower water closet gas piping outlets Page 2 of 4 Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila .Water District #125 ❑ .. Highline ❑ ...Letter of water availability provided W• ER DISTRICT ..• .Tukwila :i ...Valley View 0 .. Renton ❑ ...Sewer use certificate ■ ...Letter of sewer availability provided 0 .. Renton 0 .. Seattle SF,PTIC SYSTEM: ❑ On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. S BMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) g OPOSED ACTIVITIES (MARK BOXES THAT APPLY): .• .Right -Of -Way Use - Potential disturbance 0 .. Constriction/Excavation/Fi11- Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill .Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑.. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size ❑ ...Sewer Main Extension ,) " WO# ❑ .. Trench Excavation Utility Undergrounding Backflow Prevention - Fire Protection Irrigation Domestic Water " /! Public 0 - or - Private 0 ❑...Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED 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 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: City Sate ZIP Day Telephone: City State zip H: AppliueioesWomwAppliatione On Line \ 2011 ApplicatioT,\Combination Permit Applieuion Revised 8-9-11.door Revised: August 2011 bb Page 3 of 4 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 Z/IVR ,�►O ' UT O z i GFT: Signature:1� �/ ,c/�1 �( �/ Print Name: 1 �. i&VneV Day Telephone: )65 Mailing Address: �� 1?7 D PIA.C(1,11110bJJ '73 City H ApplicaoonslFme—Applications on Line \ 2011 Applicati nsTombmmon Pernik Application Revised 8-9-11.docx Revised: August 2011 bh State Zip 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 4-14-Nb FA' f 2 (1-0r 2.) (@ 4.333 S. I4o-1y1 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. PERMIT # D l 4-- O l ¢o 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. I 1 0 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 t v (4) ISo i a o/150 , 500 /060 4.e¢00 250 (1) 5. Enter total excavation volume / 0 cubic yards Enter total fill volume /0 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 lsr 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 s r 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 s ` 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) $ 36)o 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 $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 $ (o (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) — B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $ i 3 SS (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ l t 5+- 44 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 Meter Size (inches) tallation Cascade Water Atli. . e RCF 01.01/014 31.2014 Total Fee 0.75 $625 .6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 :• 0,025 $32,450 2 $2825 $48, i , s $50,865 3 $44 . $96,080 $100,505 4 '. :25 $150,125 $157,950 6 $12525 $300,250 312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID 2.47 D14-0140 Address: 4343 S 16OTH ST Unit1 Apn: 5379800042 $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 R000.322.900.04.00 0.00 $205.03 D14-0141 Address: 4341 S 160TH ST Unit1 Apn: 5379800044 $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 CRWSYSTEMS DESCRIPTIONS PertnitTRA1* D14-0141 ° Address Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID 21,402.47 4 60TH ST UI tl; Apn: 5379800044 $7,366.21 ECHNOLOGYFEE $221.61 TECHNOLOGY FEE R000.322.900.04.00 0.00 $221.61 D14-0142 Addr ss: 4339 $ 160TH ST Unit1` Apn: 537980004E $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 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID $2,291.97 D14-0140 Address: 4237 S 160TH ST Apn: 5379800040 $2,291.97 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2084 R000.345.830.00.00 $2,291.97 $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 12:02 PM 1 of 1 INSPECTION RECORD Retain a copy with permit DPI-arYv PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: rx Type o n coon: 1, Kg f Add ess: i43`/ 3 So € (6a St Date Called) Spe ial Instructions: aa II `V ` Date Wanted: -(C ` 0- a.m. p.m. Regy ester: j Co(! Pho92 ,� J 7 7- tt Q/ 7 Approved per applicable codes. a Corrections required prior to approval. OI IMENTS: or • •L-0 t-Lq Inspector: Date_ (6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ffr-feu/ OR f(adidu( eA. • PECTION RECORD ain a copy with permit ION ' . PERMIT NO. ICI ti-6(go CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projyco ikktot g(A (t /usir K Type o s giol ,_ A K rim113y3 Address: So. (60 Date Called: Special Instructions: P%j Date ,Want d: IS a.m. P.m. Requester Stev CurfL. Phone NQ; ZS 3 - 377 - ?Sys - ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: cGu / ptsty oPfr�t /e r f p t (uc o f e- I� / b(u`e P etc- 0 cfreck, Sci z t f Li fete ue.Ce/b fuc ►°mac or -rye :i) ) .eftc &^ Gent -y tot ate- Ove- i 14-5-k Apt p'tWtc S" l Lis R(o « V'Mrlp7- a { -/ e-C- certl 1 f e' r a v- (1ez. P fu. f C .c ( f ir vo to e Tt-t o f Inspector: Date:? _6 — REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �c r ``�6110 INSPECTION RECORD�r�,,t6r 1 Retain a copy with permitlPE ON PE 1ITN�. CITY OF TUKWILA BUILDI Gi DIVIS011T � ak 6300 Southcenter Blvd., #100, Tukwila. WA 98188 2 6) 31i367 � f 7c Permit Inspection Request Line (206) 438-9350 &aS j Project: �� Type q�,�pecti : iroc? I Ad ess: 113'-f 3 5o. rho it, Date Called: Special Instructions: Date Wanted: e7 .6 - rr a.m. p.m. Requester: Phone No: Approved per applicable codes. tl Corrections required prior to approval. OMMENTS: Inspector: re.. Date: ,_ ` r� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. R grAll INSPECTION RECORD Retain a copy with permit NSP . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 9818$�, �� `/ 206) 43,1-'36670 Permit Inspection Request Line (206) 438-9350 NN Proiect: CAA Mod t e fi n itiC f 1c Ty of Inspection: (�,(y''l� t -Fr / Ad ress: Date Called: Special nstructions: Date nted: 7�- -6 - uJ a.m. p.m. Requester: Phone No: _pproved per applicable codes. Corrections required prior to approval. COMMENTS: ill%} 61^d60AcQ Ward Inspector: Date _fi (S 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 sty-cs/ O PERMIT P O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P u: vd DtAtt(t Aipt.R. Type oa iect ress: 3 L3 S, 1664A f7 Date ailed: Special Instructions: �`�I Date anted: 3--/3 -Ls—p.m. a.m. ter• o eNo:— Approved per applicable codes. � Corrections required prior to approval. MMENTS: A.)© ,O tv'tu.. (Fr b T t ?Led Inspector. oat REINSPECTiON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ___ INSPECTION RECORD 14 `I Retain a copy with permit Dty O/L(0 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 50U4f rk(t TYpeW`(ll (pe 'o ft4 •Ad sst f 3 56 , (60 ' Date Called: Special Instructions: Date L nt+ — r r �70 1.1 a.m. m. Requester: Phone No: roved per applicable codes. E3 Corrections required prior to approval. CO MENTS: inspector: ,0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Date: INSPECTION RECORD Retain a copy with permit N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: SOLtkd &Lief Type of Inspection: �J I � Tr; 3 -O • 166 J 1 • Date Called: 'Special Instructions: Am Date anted: 9— O — (5 a.m. p.m. Requeste . Phone No: Approved per applicable codes. Corrections required prior to approval. C • MENTS: Inspector: Date: REINSPEc11ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I�N INSPECTION RECORD Retain a copy with permit t Y '1O INS NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 50 �141 e i Type f nspe Lion: t d ((u.7 Tess: ' 3) CA (6afi f -, Date Calitd: SpecialInstructions: KeyPhone (' la6z ++13 DateWanted: a.m. p.m. d --(S Reque //CC, O No: 3.77-11gY7 roved per applicable codes. QCorrections required prior to approval. COMMENTS: Inspector: jDatet/: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Catt to schedule reinspection. FE 6300 Southcenter Blvd., 41100, Tukwila, WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit INS ` 0 N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Project' 0L.LIAAIV /i/if;R Type of inspection: f rill CiA! t-i Add 1eo l `kk , Date Called: Special Instructions: A-M Date Wanted: 1,1— Z.0 — rT a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COM MENT5:"ram IPIrou(c SvIt F1 ej- 5(l- a Ftcrw-1 C( Inspector. Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ICC INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 pool 0 PIO `i r# N t. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Pr ct am S g T a in p ion: Ad rcss 3 �_ f 6of`` Sf Date Cai1e 5pe 1 IIntructions: t� Date Wp ted of — (�' a.m. p.m.. Requester:l Phone o: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Pral ,o/t \dO (1V k 6Ic tt rtsv-- IN/ i((d Inspector: Dater 2-0 _r REINSPECTIDN FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r��m� INSPECTION RECORD �,tJ�r4 I Retain a copy with permit / 7 S TI ♦ NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Z.t,1 Get S Project: v�d 6�.� ( f �S:t2 7 f '� tit:tri (rep(4 e— Azict ss: fa . f66 s� Date wiled: Special instructions: 411 Date Wftnted: a.m. Requ ter: Phone No: Approved per applicable codes. � Corrections required prior to approval. ©MMENTS: A) A- ukden-9w4,.e1 ytxp� inspector. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Fc EMIINSPECTION RECORD Retain a copy with permit INSP I+ hit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ---GCN+Prnh 6`(I(f ,/ `5FI V Type EnspetlonL Atth �Call _� s Date Special Instructions: A-A1 Date Wan (� ap.m. Requester: 'Phone No: roved per applicable codes. ❑ Corrections required prior to approval. Inspector. Date: REINSPEC'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 DIg'0(L(0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 6uvvjf(- 4)5 %jon�f,,l spre f (,` ss: ut^c }Date ':3 5, (6a-St. I Catteed.iter9 Special Instructions: Alm bate ntz — Cr a.m. m. Reques Go Phone No: 2-53 77`1Tt17 pkApproved per applicable codes. Corrections required prior to approval, (COMMENTS: inspector: r c_- Date: (T* REINSPECTIDN FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Bivd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit t) f r 0/ y0 I IQ N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., /100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 u (1 A/ FR-TY PA .0 btu.- Ons iony TV,� tj gttif Tis:1(Co Sfi• Date Called: Special Instructions. hM Date to a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector. Date: t1 .21 _ C S REINSPECT1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. tamINSPECTION RECORD Retain a copy with permit INSP IEN N+ Pr PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prof ,AI, t��<<k NS A. Type of Inspection: �efttF(dar jute ai ed. ress: Urr 931 3 Io . (6o S1. special Instructions: P� Date Wanted: a.m. 3-(R' — (. S— p.m. Requcorr idebbe.�-�.�u.f�c Sao Phone No: � 4-377-v� 7 - Approved per applicable codes. Corrections required prior to approval. COMMENTS: rfr•Y 'cft( inspector: Date 3_ (- /s 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 CITY OF TUKWILA BUILDING DI 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 Project: ft / rr t Type of 1}so 1fop, _.•� I4 r11 Addre s�: 3 lid s� Date Called: Spe—c—iar Instruc ons: f j ` mate Wanted: RR U L -^� / — 14 a.m. cp.:�%► Requester. Phone No: Approved per applicable codes. tJ Corrections required prior to approval. COMMENTS: Ins or: REINSPE 10 FED REQUIRED. D. 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 INSP TON 0. 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: i �^ ,, ��//�-+ Type of Inspection. / , ,,,,„ / Addrjes - e _ c'/ \ - 11` .1 / ., i� Date Called: -- ., Special Instructions: 7 Date Wanted:a.m. Reer: ie h 77 (IC:I' Approved per applicable codes. Q Corrections required prior to approval. COMMENTS: Inspe Date: st REINSPECTION FEE REQUIRED. Prior to nextinspection, fee must paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS T N . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ID 1.1.ot-4P Proj4 t: t ! 2- t-eR cti�n Type o ns : 1Do i , 16' Addrts RP 6 -- Date Called: Spe_Lciaa` Instructions: % t t 7- Date Wanted: a.m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: 6[1(-- Ins Date ) �, ' j v REINSPECTION FEE QUIRED. Prior to next inspection, fee must be paid at 6300 Southce ter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Di4 -0i4o PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 431-2451 Proj jilt r G./' Type oaf O 1 i Addr_e s: � � `Tv., Date Called: Special Ins ructions: 1 l' Date Wanted 24 .. flrere 4 p.m. 1 Requester: Phone No: J EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: ev er,t ;_ L--!nr� Ins Dates_ / 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 a-TA.1 Type sDc Addrisr p...4 (op Date Called: SpeciafTnstritctions: tl/ \ ( Date Wanted: &._ '' !� -e:m:" P.m. Requester: Phone No: / QApproved per applicable codes. I corrections required prior to approval. COMMENTS: (DC ') & \J e A \ ST3 P yr i-r e-0 ,Q4 J�i lpector: Date: Q REIN5il, t:TION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER P/f - 07910 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type ynsp ton: _.,r --f--7 A..) 4‘64- -Ci +set_ c'-- Address: 4/3 K.3 Suite #: % 6 7 ' ----- Contact P son: Special Instructions: Phone No.: )pproved per applicable codes. Corrections required prior to approval. COMMENTS: sP Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4/L. 1 Date: - ,/ J/nrs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: 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 DIY O 90 �f— - Z /? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT __aam Project: e•-i/62,cycof --,---- --- Type of Inspection: Address: Suite #: /3?3' S. / 6 0 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -- 0 K 74 14:, r- .-- _a. 7 r . 477 2»//s Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: `� ,,Gyx3 Hrs.. /.0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali 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 PILE COPY w_....rfa. U. VICINITY MAP N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION IMPERVIOUS AREA ROOF= 2072 S.F. DRIVEWAY & SIDEWALK= 2084 S.F. TOTAL= 4156 S.F. LOT S.F.= 7750 NOTES: APPROVED JUL 22 2014 City of Tukwila PUBLIC Works 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 SCALE: 1 "=20' 0 10 20 40 LANDFAIR-2 LOT- 02 N8910'00"W P" 50.00' 1S 7'7 N h Nt- A A R- 20.00' 40' rl 25- I GARAGE 2603A9-2 ELEV. -A F.F. =. 459.0' 145 5' OOF AINS TYP. I migED L' _ m� Im ml Im lo L — — — io'-ese� N8910'00"W 50.00' it SOUNDBUILT HOMES, INC. RECEIVED CITY OF-t UKwiLA P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 JUL 152014 PARCEL# PERMIT CENTER PZ 06/25/14 R1.0 • B-24258 -COUPLING MEULLER 110 X ANGLE STOP -BALL METER INSTALLED BY CITY FINISHED GROUND LINE SECTION TAILPIECE WITH FEMALE IRON PIPE THREADS // 24" / 6 ; 1 f _ 1IL / 1- .al' ��\ TO MAIN GRAVEL tocvN0OU8L DOl1BLE CMELK FOR DOMESTIC AND FIRE SERVICE VALVE C \.— (OPTIONAL( TYPE K COPPER • TYPE K COPPER PIPE - 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 *ILA 04 ••1908 • o4 � � 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 (DCVA) DOUBLE CHECK VALVE - 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 T MUELLER RESID. FIRE SERVICE CONNECTION WITH F.I.P. CONNECTIONS & LOCKABLE ANGLE BALL VALVE THIS VALVE IS IN A HORIZONTAL POSTION DOMESTIC TO SERVICE - TYPE K COPPER PIPE - PVC - POLY ETHYLENE FITIINGS USED ON THE PIPES LEADING TO THE HOUSE FROM THE MUELLAR TEE SHALL BE MUELLER 110 TYPE FITTINGS OR EQUAL. FINISHED GROUND LINE 24' SECTION GRAVEL METER INSTALLED BY CITY MUELLER RES. FIRE SERVICE CONNECTION TO MAIN TO SERVICE TYPE K COPPER 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: - TYPE K COPPER PIPE - PVC -POLYETHYLENE 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 #1: 1-11-2012 LAST REVISION: APPROVAL: 40-0-0 20-0-0 FILE COPY Permit No. i 5/12 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION theTRUSSco. & BUILDING SUPPLY INC. RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER ;.-.� CUSTOMER: SOUNDBUILT NW PLAN: 2603A/2473C/2 VLT :REVISION. SCALE: �••,~•,,- DATE ,•„�• CRAYVN BY..,•,,•tl IL : N.T.S. 03-18-14 RD 5J403282 MP Paae 1 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 Al GABLE 1 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 01 t-6-0 1-6-0 3x4 = 40 39 5.00 12 38 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:25 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-Uc6RXjxdYzJmA0BHD5GhHrcugJc6941JRgp9HozZeZe 14-0-0 27-10-8 14-0-0 I 13-10-8 37 FILE COPY 36 35 34 33 32 31 30 29 5x5 = 27-10-8 28 27 26 25 24 23 3x4 = 27-10-8 Scale = 1:55.0 Iv Plate Offsets (X,Y): 112:0-2-0,Edge),130:0-2-8,0-3-01 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/TP12007 CSI TC 0.14 BC 0.07 WB 0.07 (Matrix) DEFL in (loc) 1/defl Vert(LL) 0.00 1 n/r Vert(TL) -0.00 1 n/r Horz(TL) 0.00 22 n/a Ud 120 90 n/a 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 27-10-8. (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 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. 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=4.2paf; 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 CASES) Standard REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWI LA MAY 0 9 2014 PERMIT CENTER PL4- 0(40 ! 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 ANSVI'PI 1 Quality Crtteria,DSB-89 and SCSI 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 2 of 18 Job Truss Truss Type Oty Ply . SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A2 COMMON 3 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, -1-6-0 7-3-14 1-6-0 7-3-14 3x6 9-9-7 9-9-7 Plate Offsets (X,Y): [2:0 3 0,0-1-8],[6:0-2-11,0-1-15] 14-0-0 6-8-2 3x4 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:26 2014 Page 1 I D: urGetCvylvMMbAo7gLAl DTyLJpo-zpgpl3yFJH RdnAmTnonwp38uBjo2uUgSgKYjgEzZeZd 20-8-2 27-10-8 6-8-2 I 7-2-6 4x5 = 18-2-9 8-5-3 3x4 = 3x4 = 11 2x4 5 27-10-8 9-7-15 Scale = 1:48.8 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/TP12007 CSI TC 0.86 BC 0.73 WB 0.26 (Matrix) DEFL in (loc) I/defl L/d 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 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 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) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. 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 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, 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 fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 3 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A2A COMMON 2 1 Job Reference (optional) russ co.r 1 n-county 1 russ, Wn, 0tt, 11 -1$0 7-3-14 1 1-6-0 I 7-3-14 3x6 9-9-7 14-0-0 6-8-2 11 3x4 = 13-0-0 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:26 2014 Page 1 I D: urGetCvyl vM M bAo7q LAI DTy LJ po-zpgpl3yFJ H Rd nAmTnonwp38ugjn6uM RSg ICYjq EzZeZd 20-8-2 27-10-8 1 6-8-2 I 7-2-6 ! 3x4 = 20 21 10 9 2x4 11 4x6 = 2x4 II 15-0-0 18-2-9 3x4 = 2x4 27-10-8 3x6 Scale = 1:53.2 Iv r 9-9-7 3-2-9 ` 2-0-0 3-2-9 ' 9-7-15 ' Plate Offsets (X,Y): [2:0-3-0,0-1-8], [4:0-1-4,0-1-8), [5:0-2-0,Edge], [6:0-1-4,0-1-8], [8:0-1-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d 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/TPI2007 (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 REACTIONS (Ib/size) 8=1199/Mechanical, 2=1320/0-5-8 (min. 0-1-8) Max Horz2=84(LC 10) Max Uplift8=-97(LC 11), 2=-122(LC 10) BRACING TOP CHORD BOT CHORD 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=-79/1767, 9-10=-79/1767, 8-9=-133/2201 WEBS 6-9=-55/633, 7-9=-512/163, 4-11=-49/601, 3-11=-476/158, 4-6=-1528/125 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-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 Bat 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/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 4 of 18 Job Truss Truss Type Qty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A3 COMMON 1 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE -1-6-0 I1-8A 3x6 7-3-14 7-3-14 5.00 12 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?EByPzt4aZUPJ LfLW19MGh3V76Mdpicv_IGMhzZeZc 14-0-0 20-8-2 28-0-0 6-8-2 1 8-8-2 ! 7-3-14 1 3x4 = 5 3x6 11 3x6 2x4 �� 18 2x4 3 7 r •• 2x4 =2x4 II2ilia\u/19 B7 11 20 2x4 II 21 10 9 ez 3x4 = 2x4 11 4x6 = 2x4 II 13-0-0 15-0-0 18-2-9 3x4 = 28-0-0 3x6 Scale = 1:53.3 to 9-9-7 ' 3-2-9 2-0-0 ' 3-2-9 9-9-7 ' Plate Offsets (X,Y): [2:0-3-0,0-1-8], [4:0-1-4,0-1-81, [5:0-2-0,Edgel, [6:0-1-4,0-1-8], [8:0-3-0,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.45 8-9 >736 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.63 8-9 >525 240 TCDL 8.0 ' Rep Stress Inc: NO WB 0.78 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (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 REACTIONS (Ib/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) BRACING TOP CHORD BOT CHORD 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 Structural wood sheathing directly applied or 2-2-5 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (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 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) 8 except (jt=Ib) 2=122. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard 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, 5-8=-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 Cr[teria,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. theTRUSSock INC. Paae 5 of 18 Job Truss Truss Type Qty Ply 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 1-6-0 7-3-14 7-3-14 5.00 12 9-9-7 9-9-7 2x4 \\ 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:27 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-R7EByPzt4aZUPJLfLW19MGh4Y76LdpmcvIGMhzZeZc 14-0-0 20-8-2 28-0-0 29-67 0 6-8-2 I 6-8-2 I 7-3-14 1 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 I 2-0-0 I 18-2-9 3-2-9 2x4 28-0-0 9-9-7 3x6 Scale = 1:53.4 Plate Offsets (X,Y):[2:0-3-0,0-1-8],[4:0-1-4,0-1-8],[5:0-2-0,Edge],[6:0-1-4,0-1-8],[8:0-3-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deb L/d 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/TP12007 (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 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) BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-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 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 8; 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 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) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) 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 ANSI/I'PI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 3/19/1 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. nsTc. Paae6of18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A5 COMMON 4 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 3x6 7-3-14 7-3-14 5.00 riT 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 I 6-8-2 I 7-0-14 4x5 = 4 9 12 13 8 7 3x4 = 18-2-9 8-5-3 3x4 = 3x4 = 11 2x4 5 27-9-0 9-6-7 Scale = 1:48.7 4x4 Plate Offsets (X,Y): [2:0-3-0,0-1-81 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 lncr YES Code IRC2012/TP12007 CSI TC 0.86 BC 0.72 WB 0.25 (Matrix) DEFL in (loc) I/defl L/d 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. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2197/176, 3-10=-1878/131, 4-10=-1781/153, 4-11=-1785/158, 5-11=-1882/135, 5-6=-2179/180 BOT CHORD 2-9=-178/1940, 9-12=-37/1294, 12-13=-37/1294, 8-13=-37/1294, 7-8=-37/1294, 6-7=-112/1940 WEBS 4-7=-66/677, 5-7=-533/163, 4-9=-61/658, 3-9=-521/162 Structural wood sheathing directly applied. Rigid ceiling direly 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 6; 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.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 fixity model was used in the analysis and design of this truss. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Teny L. Powell, P.E. theTRUSSco. nvc. Paae7of18 Job Truss Truss Type Qty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A6 GABLE 1 1 Job Reference (optional) he Truss Co./ Tri-County Truss, WA, OR, TSE 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:29 2014 Page 1 I D:urGetCvylvMMbAo7gLAI DTyLJpo-NOMyN 5_7cCpCfdV2SxKd Rhmafxz25u I uM I nNQZzZeZa -1-6-0 14-0-0 27-9-0 1-6-0 I 14-0-0 I 13-9-0 3x4 = 10 3x4 = 11 12 13 14 5.00 FIT 15 16 41 17 18 IiIIiiii .I c . • :j •. . nI • :yar. 19 20 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x5 = 27-9-0 Scale = 1:51.2 22 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 IRC2012/TP12007 CSI TC 0.14 BC 0.07 WB 0.07 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 90 Horz(TL) 0.00 22 n/a n/a 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 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. 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; 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 bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf 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, 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 ANSI/CPI 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 8 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 A7 SCISSORS 6 1 Job Reference (optional) e l russ uo./ I n-Gounty 1 russ, WA, Uri, -1-6-0 7-8-13 7-8-13 7-8-13 7-8-13 Plate Offsets (X,Y):[2:0-1-1,0-0-6], [6:0-0-12,0-1-8], [8:0-4-0,0-3-0] 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 Incr YES Code IRC2012/TPI2007 14-0-0 6-3-3 14-0-0 6-3-3 CSI TC 0.96 BC 0.99 WB 0.91 (Matrix) 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 1814:37:29 2014 Page 1 ID:urGetCvylvMMbAo7gLAI DTyLJpo-NOMyN5_7cCpCfdV2SxKdRhmNrxlf5hCuMInNQZzZeZa 20-3-3 27-9-0 6-3-3 I 7-5-13 4x5 II 13-9-0 2x4 II Scale = 1:49.6 20-3-3 6-3-3 1400 DEFL in (loc) I/defl L/d 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 27-9-0 7 5-13 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 REACTIONS (Ib/size) 6=1093/Mechanical, 2=1214/0-5-8 (min. 0-1-15) Max Horz2=84(LC 10) Max Uplift6=-83(LC 11), 2=-110(LC 10) BRACING TOP CHORD BOT CHORD JOINTS 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=0/255, 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 erection, 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; 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 (Oat 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) 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=lb) 2=110. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with MTek 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. 4he Y SSco. INC. Page 9 of 18 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 B1 COMMON 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, WA, OR, -1-6-0 1-6-0 3-3-8 3-3-8 9 2x4 \\ 6 2 �1III�IIU�:EI�•i�III`�1 11 8 12 7 13 *TA10xl0 6x8 /i MUS26 10x10 = MUS26 MUS26 6x8 - - MUS26 MUS26= 9.00 12 3 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 I 2-8-8 ! 3-3-8 8x8 // 4-2-5 7-9-11 10 2x4 5 12-0-0 4-2-5 Plate Offsets (X,Y): [2:0-3-11,0-3-0], [4:0-3-1,Edge], [6:0-3-11,0-3-0] 3-7-5 4-2-5 Scale = 1:39.7 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/deft Ud 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 REACTIONS (lb/size) 6=3331/0-5-8 (min. 0-3-5), 2=3321/0-5-8 (min. 0-3-5) Max Horz2=93(LC 7) Max Uplift6=-279(LC 11), 2=-291(LC 10) BRACING TOP CHORD BOT CHORD 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=-4010/377, 4-10=-4110/399, 5-10=-4155/386, 5-6=-4269/360 BOT CHORD 2-11=-278/3206,8-11=-278/3206,8-12=-163/2303,7-12=-163/2303,7-13=-257/3298,6-13=257/3298 WEBS 4-7=-271/2644, 4-8=-235/2424 Structural wood sheathing directly applied or 2-5-11 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) 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=lb) 6=279, 2=291. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong -Tie MUS26 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) A2 (1 ply 2x4 HF), A2A (1 ply 2x4 DF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p11) 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: Terry L. Powell, P.E. theTRUSSco. nJc. Pa 10 of 18 Job Truss Truss Type Qty PIY SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 B2 GABLE 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, WA, OR, -1-6-0 1-6-0 9.00 I12 2x4 II 4 2x4 II 3 6-0-0 6-0-0 ST2 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-JmTionON8p4wuxfRaMN 5W6sw2kgGZpN BpcG UVSzzeZY 12-0-0 ! 13-6-0 6-0-0 1-6-0 3x4 = 2x4 11 2x4 11 8 6 ST4 T STJ 9 2x4 II T 2x4 I I 10 2x4 II 11 B 3x4 = 21 20 19 18 17 16 15 14 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 12-0-0 12 3x4 = 12-0-0 13 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 Incr YES Code IRC2012/TP12007 CSI TC 0.15 BC 0.02 WB 0.04 (Matrix) DEFL in (loc) Vdefl L/d 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 Horz 2=-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 lb or less at joint(s) 2, 12, 21, 20, 19, 18, 17, 16, 15, 14 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Pa 11 of 18 Job Truss Truss Type Qty PIy SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C1 COMMON 1 2 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 5-3-8 5-3-8 9.00 12 4x4 - 2 10-0-0 4-8-8 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:31 2014 Page 1 I D: urGetCvyl vM M bAo7q LAI DTyLJ po-J mTionON 8p4wuxfR a M N 5W6sp? kY 1 Zg I BpcG U VSzZeZY 14-8-8 20-0-0 21-8-0 48-8 5-3-8 1 1-8-0 4x6 II 11 AIL 41111 11ItEiIIIIIu MIIIIMIIIIIi.�� IIIIIIIIIL� 4x8 ii�13 14 0 15 16 9 8 17 18 7 19 20 4x8 MUS26 MUS263x8 1 1 MUS26 4x6 = 3x8 II MUS26 8x8 = MUS26 MUS26 MUS26 MUS26 12 5-3-8 5-3-8 10-0-0 4-8-8 14-8-8 4-8-8 4x4 -- 4 MUS26 20-0-0 5-3-8 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],[7:0-4-8,0-1-8],[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 Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.60 BC 0.55 WB 0.62 (Matrix) DEFL in (loc) lldefl L/d 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 REACTIONS (Ib/size) 1=777/0-5-8 (min. 0-2-14), 5=901/0-5-8 (min. 0-2-13) Max Horz 1=-146(LC 6) Max Upliffl=-544(LC 10), 5=-554(LC 11) Max Grav1=5726(LC 2), 5=5699(LC 2) BRACING TOP CHORD BOT CHORD 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 purlins. 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; 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Concentrated loads from layout are not present in Load Case(s): #1 Dead + Snow (balanced); #8 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #9 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #14 Dead + 0.6 MWFRS Wind (Neg. Internal) 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 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) except (jt=Ib) 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie MUS26 (6-10d Girder, 6-10d Truss, Single PIy 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. (vifiiw GailJagloewhere hanger is in contact with lumber. ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/I-PI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 12 of 18 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C1 COMMON 1 2 Job Reference (optional) The Truss Co./ Tn-County Truss, 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 (p11) Vert: 1-3=-66, 3-6=-66, 1-5=-14 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:32 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 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. Paae 13 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C2 SCISSOR 6 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 5-1-14 5-1-14 9.00 12 3x4 2 4x4 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:32 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-nyl4?610v7CmW5Ed73uK3KO1 X8wwIALL2G?11 uzZeZX 10-0-0 14-10-2 20-0-0 21-6-0 4-10-2 4-10-2 5-1-14 1-6-0 I 4x4 = 10 8 5x8 = 9 2x4 II 4.50 12 5-1-14 10-0-0 11 14-10-2 7 2x4 II 3x4 4 20-0-0 4x4 5-1-14 4-10-2 4-10-2 5-1-14 W M Scale = 1:56.5 Plate Offsets (X,Y):[1:0-2-0,0-0-12], [2:0-1-12,0-1-8], [3:0-2-0,0-1-12], [4:0-1-12,0-1-8], [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) DEFL in (loc) I/defl L/d 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% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 1=777/0-5-8 (min. 0-1-8), 5=901/0-5-8 (min. 0-1-8) Max Horz1=-147(LC 8) Max Upliftl=-47(LC 10), 5=-73(LC 11) BRACING TOP CHORD BOT CHORD 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 Structural wood sheathing directly applied or 3-9-9 oc pudins. 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. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 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 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 MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 14 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 C3 GABLE 1 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE 4x4 ST1 18 5-2-3 5-2-3 17 6-7-7 16 3x4 - 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:33 2014 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-G9bSDS1 egQKd7EpphmPZcXxElYG91 iTUHwlbaKzZeZW 10-0-0 14-9-13 20-0-0 21-6-0 4-9-13 I 4-9-13 I 5-2-3 1 1-6-0 4x4 = 3x4 3x4 '- 3x4-- 3 4 5 3x4 41 3x4 = 15 14 3x5 II 39 40 13-4-9 42 3x4 -- 3x4 13 12 3x4 II 3x4' 6 11 ST1 10 9 20-0-0 3x4 6-7-7 6-9-3 6-7-7 0 Scale = 1:65.6 Plate Offsets (X,Y): [1:0-0-15,Edgel, [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) I/defl L/d 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 Horz 1=-146(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 7, 18, 15, 12, 9 except 16=-109(LC 1), 11=-113(LC 1) Max Gray All reactions 250 Ib or less 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, 39-40=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 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 (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; 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 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, 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 (jl=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/IPI 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 15 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D1 MONO TRUSS 6 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE -1-6-0 1-6-0 1 3x4 = 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:33 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-G9bSDS1 egQ Kd7EpphmPZcXxFXYLj 1 jQ U HwIbaKzZeZW 1-11-8 1-11-8 3 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 lncrease 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.15 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I/deft L/d 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. Comp./Max. 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 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) 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/TPI 1 Quality Criteria,DSB-89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 16 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D2 MONO TRUSS 4 1 Job Reference (optional) The Truss Co./ Tri-County Truss, WA, OR, TSE 1 7.510 s Jan 20 2014 MiTek Industries Inc. Tue Mar 1814:37:34 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-kL9rQo2GRkSU IOOOFUwo81UQHygpmAgeWaU86nzZeZV -1-6-0 1 0-11-8 1-6-0 3x4 = 0-11-8 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 L/d 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 (Ib/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. BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-0-0 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 (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 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. 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 ANSITI'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. Aegl theTRVSSco. INC. Paae 17 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 D3 MONO TRUSS 1 1 Job Reference (optional) The Truss Co./ Tn-County Truss, WA, OR, TSE 1 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:34 2014 Page 1 I D: urGetCvylvMMbAo7gLAI DTyLJpo-kL9rQo2GRkSU I000FUwo8I USuyhymAgeWaU86nzZeZV 1-11-8 3x4 = 4.00 FIT 2 3x4 II 2x4 I I 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/TP12007 CSI TC 0.05 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.00 1 >999 Vert(TL) -0.00 1-3 >999 Horz(TL) -0.00 2 n/a L/d 360 240 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) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD 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 at joint(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) format. LOAD CASE(S) Standard Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. B; enclosed; 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 ANSITFPI 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 18 of 18 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603A/2473C/2 VLT/RD SJ403282 G GABLE 1 1 Job Reference (optional) russ Co./ Tn-County Truss, WA, OR, -1-6-0 1-6-0 9.00 FIT 2x4 II T1 3 3-6-0 3-6-0 T1 11 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Mar 18 14:37:34 2014 Page 1 ID:12m1?du1 KfIPbS6Xz?WbZeygBV2-kL9rQo2GRkSUl000FUwo8IUQxyhzmAJeWaU86nzZeZV 7-0-0 8-6-0 1 3-6-0 1 1-6-0 4x4 = ST1' 12 T 52x4 II T1 3x4 = 10 9 2x4 II B 8 2x4 I I 2x4 II 7-0-0 3x4 = 7-0-0 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 Incr NO Code IRC2012/TPI2007 CSI TC 0.17 BC 0.02 WB 0.02 (Matrix) DEFL in (loc) I/defl L/d 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 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 (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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. �,- FILE COPY Permit No. STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan 2603 April 3, 2014 Job No.: 12-034 Location: Lot 2, Landfair SP Tukwila, Washington REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL Black Diamond, WA 98010 (360) 886-1017 Copyright 2014, SEGA Engineers DW- Otc.Lo STATEMENT OF WORK SEGA Engineers was asked to provide a lateral Toads 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 Hoists, 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„ n) Kn 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 Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project Plan 2603 Job No. 12-034 By: GAT Checked Date: 03/21/12 Sht 1 LOADS ROOF DL LL FLOOR Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x @ 24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf Snow, Pf 25 psf Reduction, Cs 0.00 5/12 pitch = 23 deg Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf (115% Load Duration) (Ct = 1.1, other surfaces) Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential 40 psf Total Deck Load 48.6 psf DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 9.5 psf Copyright 2012, SEGA Engineers SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 r>=AVIA, IQ b - Utpp :2 RAOO& 'L - Eyet e M e - eo,v r. w ` (, � j Lsc7 psr) 4- I do jNf- PROJECT 03 JOB NO. 1z -034 FIGURED BY CT4r CHECKED BY DATeAti SHEET Z. OF Y4ZGvs V = Off O,si"`a)= ©K- 00Z ktolk�,rti igorir M = 1o. 41k/n) (19, S')Z _ Z�x = 1ts:(co„1 kir-0- II, gx- z 5--- -. 0,4s(co, 41t'1'`)(1 H. ')a. --- i)L35—}ic)'11 "S'A43, - i t--• .c:c— l sn , e j ./s,yi,,t_ d, w = ( =ill ikesr,) *)du i .;- = [rL,,,i(-" ily V/-' //') P=CzN. rsgj.(4-5--4o1°- 1-'- sc.- t 3" ill't Ore) IV) _ ( 4 • r chl r014.Y= t t7' "t ,'504if 75) Z.4rt L V Zli /,I! ILOL' Y 0r 4. Scull/P'( fD', 511- d, 1L(e• 519(61 = al I 1.4 id, Z O� Copyright 2012. SEGA Engineers SEGA Engineers PROJECT 7 / ZC4003 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. 12 _03 4, FIGURED BY 4.4r CHECKED BY DATE kibt SHEET OF -711 I ititg — Al i?--- F 2 )4►(v. g. /G,✓, ,-Ai L z+Ayi) +-)007", C1 LAC+, i)-760f(41- s )I1.S ((0,_7411/) 4,.41-to 0, (Is- 1-74pe-IA)( Hhit- e wt'`CL /sops ao ram- +- t t(¢� P17) r ' L-tl 4-0pbp� c st,) = 64050* ws. = C t—�'z>(s� �S� + t arm = fit :6,rL4}_(4,Li1iK' Ci) /,Qt vK d,11-1A, -» ¢, i'. wt 1///1-72-1. 3 91-Ne o. r SUS 4— Pic � = o,€s( lat.)C71)(8+)Z= ox zwo Fr t ioo ? — so0/'4.4` M. = (0, S z"v>>(IZ' )Z = qt #11 1�l�� = g, �f Y % (0, Vt. 661 1 = .7:- 0 ►4 ( o t -L24/Po(1 v3led OK. (4-1 23,11.. Copyright 2012, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LATERAL LOADS - (Altercate 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 Sps = 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 kips WIND Design Wind Pressure, ps = X Kn psso Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 = 1.00 = 1.00 20 ft 25 ft 30ft Kn = 1.00 Section 26.8 p3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) Ps_ is = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pis = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pso = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vei= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7 psf) + (40ft) (1ft) (17.7 psf) =14.9 x 0.6 = 8.9 kips Therefore, Vs's= (44ft) (10ft) (17.7psf) + (43ft) (5ft) (17.7psf) + (39ft) (5ft) (17.7 psf) + (29ft) (2ft) (17.7 psf) =16.1 x 0.6 = 9.6 kips 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 SHE Wale JOB NO. CHECKED BY FIGURED BY GAT DATE `Z111/ Z SHEET 5OF ._&- ( ) ar t,o, )r )(Lo# Xio -PP)3 z,tee* ZZ`+ ' " -LLD z0 -12.1)1 r /zCg, v,z Z,ZS8 (`L)( Jos )uo,4./J",3/03 I91}/(J' .3_e- 7_ 4,1 tab �5, = IzS''`'" ;= A Sfi1�4,Z \4u 41 Z R = \)1 ; z, zee* /.» = 32.K Z 3(",N//1' ` /09)'"4. D �S' 4-o• S' f 41-/6P �= �) 3%& // &yt f �o Copyright 2012, SEGA Engineers 4 (13 '. 4, t1PLiPr • X (S' t.=1,0-4.1i vt, 7 if( SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 (conk) ?L►Pr-1J 2,(4.o3 JOB NO. 12 -03 CHECKED BY FIGURED BY ( - DATE ' I//LSHEET( OF 'W3 VC- ���(s' kjo, c/r j s1.C. - 2,-Z. , ` it'f-11't114- 4' - ZLr VV = ), n + (�A )0') (10, 4 / .1 ./t ? )a 41,44.0. %-zzo z, 4-20'i y, zp-'- ZZ! ® 7sk . L W It 4- )Qtoi4? \r4S'>00,4Mi-(%o+4ri)J` Z,VZ #- .,= 4' t 4' - e i -1 C, rc ytfr ZI * - llo '/,1: G Air tw u' Rfrigeo x 4' /sg sv V�= ;Lz-1 tCz3 b�bd)(/o) )= 1oy Ir4 i_Knorn a r vredFr cS k ti � tAe ttr q' Copyright 2012, SEGA Engineers SEGA Engineers 1 PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. CHECKED BY 7 FIGURED BY ` / DATE!J L SHEET7 OF 1 ate r,10'05 Copyright 2012, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT PLAN 2603 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 886-1017 • FAX 888-1018 12-034 FIGURED BY CAA CHECKED BY DATE 03/21/12 SHEET a OF S SHEAR WALL KEY PLAN r UPPER FLOOR A=13385QFT 0 0 LSTA30 - 1012 I SILL TO 3z WOOF (TTP. 2 PLACES) Mfr.. OF 2) T-P. OP 3) 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 plf / 1/2' OSB P1/2' CDX or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf OSB See detail 12/S2.0 for Construction Notes: 1) All walls designated " l>" 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 Section 2306.3. 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 II" smog III. RI" Authorized Representative Date Climate Zone 5 & Marine 4 6 R-Valuea U-Factora Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGCb,e Ceiling Wood Frame Wall9'k'l Mass Wall R-Value' Floor Below Grade Wall 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 491 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21 /21 h 0.056 21 +5h 0.044 30g 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: ❑1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 squa area. Additions to existing building that are less than 750 square feet of heated floor area. 02. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet �3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 lb 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 D FOR o rit.IANCE APPROVED JUL 2 2 2314 City of Tukwila BUILDING DIVISION n- u n II C n u n *1200 kwh RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER 1.5 0.0 1.50 t(4 0 114 o 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. f 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 Tess 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. i The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. 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 8 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 UA 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 2+ Heating System Type: 0 Forced Air Furnace Contact Information 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 L: r Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Design Temperature Difference (AT) 46 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 Len UA Length UA 315 1,336 160 2,577 1,650 Duct Leakage Coefficient 1.10 Sum of UA 325.72 Envelope Heat Load Sum of UA )(AT Air Leakage Heat Load VolumeX 0.6XATX.018 Building Design Heat Load 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 14,983 Btu / Hour 10,971 Btu / Hour 25,954 Btu / Hour (07/01/13) AGES, LLC Ages Geotechnical Engineering Services P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 wwvw.agesengineering.coni FILE COPY Han Phan PBG, LLC 5130 S. 166t 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 April 11, 2013 Project No. A-184 CORRECTION bii-1-0140. Dear Mr. Phan, 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 I. Based on our review of the Clearing and TESC Plan provided to us, and our conversations with you, we understand the planned development entails subdividing the site into 4 Lots. The existing single- family residence along the northern half of the site will occupy Lot 1. The remaining lots, 2 through 4, will be located along the southern half of the site. An easement driveway along the eastern property line will provide access to the three lots along the southern half of the site. The former swimming pool site, located in the subject sites southeast corner, is located on Lot 2 and 3. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. SCOPE OF WORK The purpose of our service was to perform a geotechnical evaluation of the site soiland. 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 the RECEIVED construction of single-family residences. Specifically, the scope of services for this GeotechnicaClTY OF TUKWILA Evaluation included the following: JUL 1 5 2014 1. Reviewing the available geologic, hydrogeologic and geotechnical data for the site area. PERMIT 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 160t 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 inthe north central portion of the site, a detached garage to the south of the residence against the eastern property line, several outbuildings scattered throughout the site, a below -ground swimming pool in the southeast site corner, and a small structure adjacent the swimming pools west side. The swimming pool was previously filled with soil up to within a few inches of the top. A concrete slab surrounds the pool area on all sides. In general, the site area slopes down from south to north at surface grades ranging from 0 to 10 percent. Locally on the site, the south end where the pool is located is relatively flat. Site vegetation consists of various ornamental landscape bushes and trees with a grass lawn throughout the site. Some native brush areas exist along the southern property line. Subsurface Explorations On April 8, 2013, we explored subsurface conditions at the site by advancing three hand -augured test holes to a maximum depth of 5.5 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Mapped Soils According to The Geologic Map of the Des Moines 7.5 Minute Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron (2004), the soils in the vicinity of the site are mapped as Vashon Till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The Vashon glacial till was deposited along the base of the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till, and all units under the till, are typically in a very dense condition, and will exhibit a high shear strength Page-2- Mr. Han Phan ' April 11, 2013 and low compressibility where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. The United States Department of Agriculture (USDA) Natural Resource Conservation Service (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 detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test pit locations are shown on the Exploration Location Plan provided in Figure 2. Groundwater We did not encounter groundwater seepage in any of the test holes excavated at the site. However, we expect a seasonal perched water table likely develops above the dense glacial till at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). CONCLUSIONS AND RECOMMENDATIONS Based on our study, in our opinion, to decommission the former swimming pool site and provide a stable subgrade for new residential foundations, the existing 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 % 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. lnterior 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 andbackfiiled 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 transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel 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 final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Page-6- Mr. Han Phan • April 11, 2013 AGES, LLC and is intended for the exclusive use of PBG, LLC and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and 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, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. ♦♦♦ We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, Bernard P. Knoll, II, P.E. Principal ATTACHMENTS: BPK:bpk Project No.: A-184 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- • - n rc 0 O. t.ri 1t ter"; 2000 feet S 1S4th St 4 `.ratt;e Toc.cu-;a n ter rattG f a, ',rearil' • 500 m I52nd St S 158th St S160thSt L S110thSt a M S 173rd St S 175th St Approximate Site Location 4 4-(1 �.ars(Yt {•'at11 �� ,? 0 d uke inttir<ie Southcent Mail Stt(wide Btvd t%4 I,' t53 i [j��vi�ld Pond Panic AGES, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-70130 WWW.agesengIneering.COm Site Vicinity Map Landfair 2 4237 South 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 1 KEY: APPROXIMATE LOCATION OF HAND ADMIRE HA-1 • AGES, LLC P. O. Box 935 Puyallup, WA. 98371 Maio (253) 845-7000 www.agesengineering.com Exploration Location Plan Landfair 2 4237 South 160`h Street Tukwila, Washington Project No.:.A-184 April 2013 Figure 2 Approximate Site Location AGES, LLC P. O. Box 935 Puyallup, WA. 38371 Miw (253) 845-700U www.agescogineering.coni 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. Sieve GRAVEL WITH <5 % FINES GW Well -Graded GRAVEL GP Poorly -Graded GRAVEL GRAVEL WITH BETWEEN 5 AND 15 % FINES GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAVEL WITH > 15 % FINES GM Silty GRAVEL GC Clayey GRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve SAND WITH < 5 % FINES SW Well -Graded SAND SP Poorly -Graded SAND SAND WITH BETWEEN 5 AND IS % 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 NIL Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity Liquid Limit 50 or more m . Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity IIT Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS 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 Tines 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 c277 545-7C100 www.agesengineeringernn Unified Soil Classification System (USCS) Landfair 2 4237 S. 1.60`h Street Tukwila, Washington Project No.: A-184 April 2013 Figure 4 DATE: April 8, 2013 PO. 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 brawn TOPSOIL, loose, mote. ALL: Gr and len ally sand with gravel, loose, moist HI wornelhing pink and knpanelreble ca 4 *et below surface mode. Test pit terminated at 4 feet below surface grades due to refusal. No groundwater seepage encountered. DATE: April 8, 2013 Test Hole TH-2 LOGGED BY BPK ELEV. Depth (feet) Soil Description Notes 0 5 FILL Dart brown TOPSOIL, loose, most FILL: Tan sly sand wet grew* bow,mol Hk a layer of bius pleellc at 3.5 feet surface gads*, then le eater concrete 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: Dart brown TOPSOIL, tease, met. ALL Gray and ten say send wan gravel, loose, moist P eornellang pie& and impenetrable at 4 feet below swine grade. FILL: Reddish -orange silty sand with gravel, 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 Propct No A-184 •-. AGES,LLC A Geotechnical Engineering Services LLC P.O. Box 935 FILE COPY Puyallup, WA. 98371 Main Permit No. www.agesengineering.com Han Phan PBG, LLC 5130 S. 166`h Lane SeaTac, WA. 98188 Subject: Final Letter Former Swimming Pool Site Landfair 2 4237 S. 160th Street Tukwila, Washington Parcel No.: 5379800040 Dear Mr. Phan, REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION January 6, 2014 Project No. A-184 CORRECTION bDw'qo 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 160h 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 sidewals 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 sidewals had RECEIVED been removed and the contractor had placed a layer of structural fill in the north end of the pool site the fill consisted of the native on -site sand with silt and gravel. The contractor utilized a trackhoe�x�t�► Y OF TUKWILA JUL 152014 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. 4 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 // - e - ZoN Bernard P. Knoll, II, P.E. Principal BPKbpk Project No.: A-184 City of Tukwila Department of Community Development 3/2/2015 ANGELA WARNER PO BOX 73790 PUYALLUP, WA 98373 RE: Permit No. D14-0140 LANDFAIR #2, LOT 2 4343 S 160 ST Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/14/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/14/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, !� 1:3a Bill Rambo Permit Technician File No: D14-0140 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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 # D14-0140 Landfair #2 Lot 2 4313 S 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, Shawna Blackburn Landmark Design CORRECTION 1M 0 14 0 1202 Main St. #104 + Sumner, WA d 98390 Ph: 253-826-7808 Fax: 253-826-4946 • www.landmarkplans.com RECEIVED CITY OF TUKWILA JUL 1 5 2014 PERMIT CENTER 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 D14-0140 LANDFAIR #2, LOT 2 - 4343 S 160 ST Dear ANGELA WARNER, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. 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, Fi er Marshall Technician D14-0140 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 WATER METER SIZING WORKSHEET otrY ©F TEl KWILA (Reference 2012 Uniform Plumbing Code — Table 610.3) j, i j G 27 zi 1 h r FIXTURE TYPE # OF FIXTURES x FIXTURE UNIT : TOTAL UNITS Bathtub or combination Bath/Shower 1 x 4 a . 14 W Bathtub Fill Valve (Soaker Tubs) I x 10 = ' 1 b Shower (per head) 1 x 2 s ` 2, Water Closet (Toilet) `'j x 2.5 = 7 . rj Bidet x 1 , -- Lavatory (bathroom sink) s 4 x 1 = 4Kitchen Sink (per faucet) x 15 = I.6 Laundry Sink x 1.5 = Dishwasher (Domestic) I x 1.5 = 1 i Bar Sinks x 1 n Clothes Washer I x 4 = 4. Hose Bibs (first) I x 25 = . dj Hose Bibs (each additional after 1st) I x 1 = t Lawn Sprinkler (each head) x , 1 = Other, x = Total 3s3 Distance from meter to farthest fixture outlet little* if/ 9. 2 2 . Purveyor (If not known, use 45 PSI as default) ; Known Static Pressure from Water r., (A) Height difference in feet adjustment (Deduct 1J2 PSI per f04 i'fe e►e in elevation where meter is tower than highest water_: siIPACif ottiii0), V., (B) Adjusted Building Design Water pressure (PSI) (A-B+C) ' .y/ (C) and Street Service Line (from main to meter) ;}, Required Minimum Meter Size PROVED BY Official) ,24 Ht ; a4,tot' n TITLE DATE WATER,,METER SIZING_ WORKSHEET-416B.DOCX REFS: 418E REVISED: 3/12/14 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0140 PROJECT. NAME: LANDFAIR #2 - LOT 2 SITE ADDRESS: 4343 S 160 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 07/15/14 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: rn ,4Wc 414 Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator m PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/17/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 08/14/14 .101 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: D14-0140 PROJECT NAME: LANDFAIR #2 SITE ADDRESS: 431-1 S 160 ST LOT2 DATE: 05/09/2014 X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Oq - c� (Li `(Cj Building Division III InPA AIN)6 Public Works 1111 Aft ANA" ueL Awt/ t �2p1 Lf Fire Prevention Planning Division um Structural Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 05/13/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required L (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/10/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 14-0140 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Landfair #2, Lot 2 Project Address: r �4343 S 160 St �L, Q�/� �/� c Contact Person: i' 1fLkVV'kV Phone Number: (^,r D,.t/ �"`e0 Summary of Revision: Col(vi.-414) riS k 5 01 taSied fIry Of Fua, v' LA IJUL1r2014 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including d revisio Received at the City of Tukwila Permit Center by: —Entered in TRAKiT on `7--13 (1 C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 CITY OF TUKWILA Permit Center/Building Division: Community Development Department 206-431-3670 Permit Center Public Works Department: 6300 Southcenter Blvd., Suite 100 206-433-0179 Tukwila, WA 98188 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 of main):. Owner Information: Agent/Contact Person:: Owner Name: Sound Built NW, LLC Agent/Contact: Angela Warner Owner Address: PO Box 73790 Puyallup, WA 98373 Agent Address: PO Box 73790 Puyallup, WA 98373 Owner Phone: 253-830-2868 Contact Phone: 253-830-2868 This certificate is for the purposes of: 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: ❑� 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 CENTFR I hereby certify that the above information is tru 1correct, based on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 Agency/Phone 5/6j�'� Date PV-Vol(-10 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 o5/�/r17 Test Report Print Title for 4237 S 160th ST ID Static Pressure (psi) Fire -Flow Demand (gpm) Residual Pressure (psi) Available Flow at Hydrant (gpm) Available Flow Pressure (psi) 1 11] 2024 44.89 1,000.00 38.92 2,445.12 20.00 Date: Friday, April 25, 2014, Time: 09:01:57, Page 1 from HWD_2014.dwg (ji CO 0 3-1.t1' 3S OS 0-) D n LEID O N O 0 U. N co J rn 0 O W O 8 v 0 W w N W • 4255 56357542 GW CD ort D. cn C c m < 56351443E (.J N 0 C`' CO cri <�mo < 0) 0 o) 01 ', -A 0 r-01 II 0) CA ' 0 `p 4225 J N 0 z 61154408 Y Qv..l, D.I. 127D.I. 4237 56357435 4245 4249 56357392 W 0 a --I 4251 P. ,, 0 56357434< C) O co i7099800� C CAI 0 0 - — �403� -� . , 0 CO 33083650H N > rn r 56357543 ZGL929S rn N 0 W (JI L8Z6S29S \VEST` ES 4504 rn KCSP 1271.037-7609 (rim w rn� cn 0)r 01 'r .r 0 N O W rn O Na co -+ - cn O —I V___, rn v N is V W H2157 09 u8>, 2� �0 ESMT. 170788 5026S29S 4417 0 56357541 1 U) 4427 (3)1 56357540 4431 56357544 4439 56357545 EXT., 19 '6 O cN CAI • or- ) 8 corms 4455? 4415 4507 4505 4503 CO C4 CO 2N N p n D D C) V5Ct71•W 0) v cP N 01 coV52E0 MA 1 0) o r cfl C 57391 0) O 57 44 573 '1J - W-- N -- iV --1— PVT. ACCESS ROAD o� EXISTING HOUSE y TO REMAIN TREE -- �_i_;___ TO REMAIN -- u �1 ( ) . ' LOT 1 r 22.5. ti N ' (18,060 SQ. FT) j 13.�' .y' �" M`1E STORY I `I •.SCE _fir, @L'.:Ci1I5 1,N'�'' by / W46451.1' w 6 �I ,,� L 26.VP tif f " I--0.1° f •lJ <ii — — iy y —450 : N3�' N `E"' y 89'10'00"W 'mow moo 20' MR • 20' 85& c EX. SHEjY 1 <\ E DEMOUSHEO�=L' �Y;; o' •2' " W I I1NEO Yp, ( 4 .- -- 'g g-i 2 6 A x LOT 4 ,.. LT. -3 Lj (7,750 SQ/FT) I/ 1 (7,7 SQ-FT) . T N fiJ SHED TO BE DEMOUSHED I1' ,' M N 1 /1 x 'L-ram E-1 L-,0.�6E- J L v.. • -442 44-- tF� 25' ttF ACCESS/LI.Al1JES EASEMENT LL 0.00' -P LO.2- • (7,750 SQ.. FT) ;; • '; 50.09 /f A • I. 50.00' -I II 50.00' Ix N89•10'00'W 150.00' - . • .. r 7 EXISTING GARAGE TO BE DEMOLISHED EX4IIHED Tir9E DEMOUSHED CATCH BASIN J RIM - 437.24 DRIVEWAY TAX PARCEL NUMBER 5379800040 OWNER INFORMATION C CAO NGUYEN 2415 — 62ND AVE SE PE MERCER ISLAND. WA 98040 (206) 399-5973 51 SE (2 CC • .Iffi No I ISSI IF flATF I 1 14816 Militr • Road South P.O. Box 6.:,0 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: 14- Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: tl Residential Single Family U Residential Multi -Family ❑ Commercial U Other Applicants Name: Soak, a LS,,i 1•}- /fi'Iie5 Phone: z s 3 -Sip r 2b&6 Property Address or Approximate Location: Tax Lot Number: y3`t7 S /l0447 5/- Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) /t 1. Da a. Sewer Service will be provided by side sewer connection only to an existing d size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR U 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 U (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 U b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ / 00 (7r• a. District Connection Charges due prior to connection: UCT c6 GFC: $ asv __ SFC: $ )'j00 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: U Required ❑ May be Required CITY OF TUKWILA c. Other: MAY 0 9 20Vt PERMIT CENTER I here • ertify that the above sewer agency information is true. This certification shall be valid for one year fro •ate of signature. Title ! /l fr�r/ may' 17ia2='oiyo 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. 1 acknowledge that 1 have received the Certificate of Sewer Availability/Non-Availability and this Attachment, andft ly understand the terms and conditions herein. VI/0 //93// Applicant kis Signature Date SOUNDBUILT NORTHWEST LLC Page 1 of 2 Clilii 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 Active. Meets current requirements. 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 $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