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HomeMy WebLinkAboutPermit D14-0141 - LANDFAIR #2 LOT 3 - NEW SINGLE FAMILY RESIDENCEThis 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. D14-0141 LANDFAIR #2 –LOT 3 th 4341 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 131DR2Financial 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 3 4341 S 16OTh ST UNIT 1 D14-0141 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: htta://www.TukwilaWA.Aov 5379800044 4341 S 160TH ST Unitl LANDFAIR #2, LOT 3 COMBOSFR PERMIT Permit Number: D14-0141 Issue Date: 7/24/2014 Permit Expires On: 1/20/2015 Owner: Name: Address: Contact Person: Name: Address: LANDFAIR LLC 2415 62ND AVE SE , MERCER ISLAND, WA, 98040 ANGELA WARNER PO BOX 73790 , PUYALLUP, WA, 98373 Contractor: Name: SOUNDBUILT NORTHWEST LLC Address: PO BOX 73790, PUYALLUP, WA, 98373 License No: SOUNDNL911CL Lender: Name: Address: Phone: (253) 830-2868 Phone: (253) 848-0820 Expiration Date: 2/13/2015 DESCRIPTION OF WORK: CONSTRUCTION OF 2853 SF SFR WITH 591 SF GARAGE AND 180 SF OF PATIO. PERMIT INCLUDES MECHANICAL, PLUMBING, AND GAS PIPING WORK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, STORM DRAINAGE INCLUDING INFILTRATION, LAND ALTERING, AND DRIVEWAY ACCESS. TRANSPORTATION IMPACT FEE. WATER DIST. 20 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $379,534.67 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $9,873.65 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: 0 Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 10 Fill: 10 Number: 0 1 No Permit Center Authorized Signature: Date: 7_. -I If 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 perryiit and agree to the copditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***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: Any material spilled onto any street shall be cleaned up immediately. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 6: 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. 7: 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. 8: 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. 9: 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. 10: 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. 11: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 12: 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. 13: 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. 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: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 48: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 49: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 50: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 51: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 52: 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. 53: 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. 54: 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 Tess than 18 guage. 55: 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. 56: 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. 57: 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. 58: 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. 59: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 60: 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 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 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 bination Permit No. Project No.: Date Application Accept Date Application Expires: oral ce use:'. 0 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** King Co Assessor's Tax No.: 63r8-00 Site Address: - de Name: got, t And '6i[4 )1 We Address: po --� M - 1 sti°�i� �l 4914A la L I I(kr) IA.1rT Zipg0G 373 T1ON Company Name:Saudt. k\jj WC- _..•�, air Address: �� �� 1 D State: to K. ZipRG'T7 2 P one: Phone �Q� nFax 3- Contr Reg N oI. �� p Date: °spuioa / t ej`, a Tukwila Business License No.: Company Name: LayArAtivi6. Architect Name: K,JVvn te,>L GIn Address: ID() State: ) 6 Zip:9 CitYSUAY\ VA e V Phone: 1634S,tax: Email: LN (1' eel/S Ur 11V-� \\,A L, . tT�i Address:c)j1 ` t^�= City: N is-04.. riiliaState:l ) A- Zip gdo I o Engineer Name: Company Name: Phone114 : Z) g1 —,a/fax: 140 yap Email: I lar�Rl t)ND ISSUED (required for prjects $5,C greater per RCW 19 27.095)' or Name: Address: City: State: Zip: K Applications\Form..Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 KATION Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): ns}nc. ruL,G3 S- D BUSING TION PROPOSED SQUARE FOOTAGE Basement floor 2nd floor .4- l\ T Garage carport ❑ Deck — covered Total square footage uncovered ❑ 4)D rd') 4 Via / 116.10 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator fuel type: ❑ electric gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) "1 bidet floor drain sink lawn sprinkler system clothes washer shower water closet gas piping outlets H:Upplications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detailed information): ijTr(4-WL,C)( 1\-Z Call before you Dig: 811 (03 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 0 ...Tukwila Er..Water District #125 0 ...Letter of water availability provided WER DISTRICT ..Tukwila ❑ ...Sewer use certificate ❑ .. Highline Valley View ❑ .. Renton ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SI;JBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report El ...Hold Harmless — (SAO) ❑ .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) rROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage Sanitary Side Sewer 0 .. Abandon Septic Tank Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut tility Undergrounding 0 ...Frontage Improvements ❑ .. Pavement Cut .. Backflow Prevention - Fire Protection 0 ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ...Permanent Water Meter Size „ WO # 0 ...Residential Fire Meter Size WO # ❑ ...Deduct Water Meter Size " WO# ❑ ...Temporary Water Meter Size 0 ...Sewer Main Extension 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 ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUNDBILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Upplications\Forms-Applications On Line\2011 Applications \Combination Permit Application Revised 8-9-1l.docx Revised: August 2011 bh Page 3 of 4 CATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 0 Signature: ER OR UTHIT v`,7Ep Print Name: Mailing Address: Date: ta vil e i• Day Telephone: )6.5 � o State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME L A-s I4r41 R 2 CL of 3) PERMIT # .b I - — 0 I I is 434-% S, I ,o-th If you do not provide contractor bids or an engineers estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 110 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 1 0 (4) /50 I 00o/75-0/% 500 1, o00 4-, 4-oo $250 (1) 5. Enter total excavation volume /0 cubic yards Enter total fill volume / o 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 sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3e0 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 (7) 8. GRADING Permit Issuance/Inspection Fee $ 2 3 '- (8) 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 lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for lst 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 $ 6 (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) $ I. Other Fees $ Total A through I $ 1j 013 88 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /l 54- 6 E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ / 0I3 s8 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 Mete Size (inches) In . • lation Cascade Water A ' : ce RC ' 01A1. 1 --12.31.2014 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 , 1,025 $32,450 2 $2825 $48, s • : $50,865 3 $442 $96,080 $100,505 4 $ : 5 $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 c/4/f- DESCRIPTIONS PeritTRAK' Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID 2 402.47 li D14 Adl; ess: 4343 S ST Unit Apn• 53 79800042 7t DEVELOPMENT $3,530.60 PERMIT FEE R000.322.100.00.00 0.00 $3,526.10 WASHINGTON STATE SURCHARGE 8640.237.114 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 Unitl 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 PermitTRAK Cash Register Receipt City of Tukwila I ACCOUNT QUANTITY PAID $21,402.47 D14-0141 Address: 4 4 S 160TH ST Unit1' Apn: 5379; 00044 $7,366.21 TECHNOLOGY FEE $221.61 TECHNOLOGY FEE R000.322.900.04.00 0.00 $221.61 ddre 4 I S 160TH T Unit Apn: S379800046 $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 rmitTF ACCOUNT QUANTITY PAID D14-0141 Address: 4237 S 16jOTH Apn:537980©040` 2,507. DEVELOPMENT Y $2;507.44 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2085 R000.345.830.00.00 $2,507.44 $2,507.44 Date Paid: Friday, May 09, 2014 Paid By: SOUNDBUILT NORTHWEST, LLC Pay Method: CHECK 2095 Printed: Friday, May 09, 2014 12:01 PM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit R IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Project: Leta I to-/vsF K `Typele I spectiap: lit (.1 ,Address: .1 k311(kr /6o fl.tif 'Ico r Date Call Special instructions: PM Date anted: dr� _ 1 a.m. p.m. . Reqo Krd �1",t( (# Phone No: Approved per applkable codes. Corrections required prior to approval. OMMENTS: 0 r- 4-6 Ff ittq Inspector. Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 <206) 431-3670 Permit inspection Request Line (206) 438-9350 Dry-0(I1 i Pro ct: ® D� Il- 4Fi1 Type of Ins ction: l �t€s t Address: r So� (60 s• Date Called: 1 'C ructions: )pec1a Ins 1 /4 Date Wan ed: }_ r a.m. Pm, Requester: Phone No: Approved per applicable codes. ®Corrections required prior to approval. OMMENTS: Inspector: Date:, _3 -1 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 V1t4'V \ PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ` � , `5 Tiealmilk �\iJ � Type lngtion: 1 ( ��K I Address: 49 sla ck Date C led. Special I structions: Data Wiled:) a.m. Requester: 6 Tri Phone No: 377— Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ft. , .( ofo f , ro v(tc : CO ( oud ( gfIp��vet/ ✓ (lo ( icr 14 oe, ed Ekelf-,/ / " ►- GAl.( lr rSt fr- s 7 _)/Ll lT dtre_ i .60(5 tip r J i/ &r(( 1 . p^ei t-sio ecirLy h[C - jai fZ 1 VL( #1'-t t kvu. I , ic(w t k f v-eop t ;,t st L. I A)1 640 / p 14 e- ECG ( / a, Pe (fru �:..(t p(' .M Cj t�-.,(t4, _ r t,J0((, ,q1 'Edrreo L9`rV / 40 e- Inspector�1 `-_ Day _Ji REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. 1 INS INSPECTION RECORD Retain a copy with permit 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 PfolacxS �� Typed Inspectfon/ 1ALZ/ ss: 3Ylfo1/6O k�l' Jt' t Date Called: Special Instructions: Am Date jantgd SS Sj /S a.rn. a. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ?rre v t'o(Q: e 1 « cleavwc-c iCkt-c.-. g ( du-=-s a &tot eV &,,DDt�c W r r e( 7L qff-cr_ccAVvtcc�� E, UeK • ,2 n'f -c- e Le 0GI Fc WO Vic--r CA (( '' - re -A Ile dt inspector:. Ki Dad _ 3 f /S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IIINSPECTION RECORD Retain a copy with permit pi Y _ D/ Yf IN 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 Proles r is �N(/ Type 1 fl p action: C . ((y 'Address:,i.f 1-17t- fe ,(lc %f ( I Date Called Special Instructions: e /� AM bate Wan cm. 3- i -/r P., . RequesyrCa se 5.Dutotsw, Phone No: Z3' v9,.(7. Approved per applicable codes. El Corrections required prior to approval. OMMENTS: Inspector. C Date ' 'J S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Lr�_ Retain a copy with permit PERMIT N0. e•"' CITY OF TUKWILA► BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 fi eaj t $. ctA 4 Date Called: Instructions: 7 t ' Atti Date Wanted. 7*" 2- - r t J a.m. Requester Rion. No: Approved per applicable codes. �Corrections ed prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. call to schedule reknspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1206) 431-3670 Permit Inspection Request Line (208) 438-9350 i- ` T oft pecti ; su Address: � ff6 � u� t f I Date le . stieclai`iWe Instructions: P Date Wanted: l ._ a.m. Regt ter !7UM (r Phone No: Approl ed Per applicable codes. C MMENTS: /} 6 rLectat, trw !e4frt,‘r t� ions required prior to approval. path: .241) REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. CaU to schedule reinspection. INSPECTION RECORD Retain a copy with permit 614( PERMIT Na CITY OF TUKWIL,A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projc)ct: A, Type s fnspect*oh: j Addre:a: Date Calved: Instructions: if . ( 3 Date Wanted: 1 ` n l/`,' - i 5p.m. a. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Nnspftor. •� Date: rrS REINSPECIION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Can to schedule reinspection. INSPECTION RECORD tain a copy with permit SP E PEMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro `Type of Inspection: { / 0-- 3 —, Date Called: Instructions: S jj Date Wanted: �a.ai R�uester: 2.0125.%41°.1„. 3 -7 4' 4 1 Approved per applicable codes. ections required prior to approval. COMMENTS: &36T :1�oNL Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cast to schedule reinspection. INSPECTION RECORD Retain a copy withi permit Ni. PERMIT NO. ;,,CITY OF TUKWILA BUILDING DIVISION 6300'9buthcenter Blvd.. #100, Tukwila. WA 98188 (206) 431.3670' Permit inspection Request Line (206) 438-9350 'gyp _AAF ,`r Type tnspecxiort: you H xN me Addrrees}s: ! � f Date ed: ' �1�' Sp ai'i1 u ens: l/ \ k ,� date need:` - - / l r • ✓ Requester: Phone No: Apprpved Per applicable codes. Corrections required prior to approval, C COMMENTS: rO No/ o re) 'Pa ell Piririn s Acerr-. (e)t} e Date: REINSPECTION FEE REQWRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b I E 'T ` . t PERMIT N0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431.3670` Permit Inspection Request Line (206) 438-9350 : itM Type inspection: 614 -r A flu AN 4 _A„...difA Date Called: l Instructions: Spatiaj �����.. ! 61- tl � bate Wanted: t4 - l 5 a.�a�. p.m Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: k iat)t)Cot/ I tins iREINSPECflON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: I4 INSPECTION RECORD Retain a copy with permit IN S i�SPE MT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 000, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Pro t T of inspection: 4U O4# 1-A (�A-S Add2s:3e1 c L PO 5r Date Odle : me cukt Special Instructions: Date Wanted: r`m; n. equester Phone No: s ❑ Approved per applicable codes. Corrections requ rear proval, (.76,,i k & K go 1/4JC a-J\! Cows R P__ e. uJS [ c\ 2) C.ti\ 6re eveS r.nuclei -e_ Nwl—,--plf1/4-1--e. i P_�x Ql e l}r g Sr � r 66 ii 6, apfJ -mus S t-.0&- iAkJ Q treat' A ;' - 11 (Jci Sti rA1 1) 1,0 k A co pp t pn-'' D 1-6ST r Date - s 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 M CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 6ivd., *100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 type of inspection: ._., address. fr Date a: () --A S ' 6,--. is SplakiluctIons:. \( Date anted: 1 1 - -/A - H p.m. Requester. Phone No: 0 APProved Per applicable codes. COMMENTS: izo u6i n G)/t-r A m'"a° 12) &o�rtc-Te e )4k rA er CArIC Corrections required prior to approval. Nies_O p(f.,_A5 v )il f\ f Aivr) {I —7— Nj(lP t) e` C 1 C n s-cirEt, Gt pal' eitkikir JA S j Inspector. Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. CaU to schedule reinspection. INSPECTION RECORD Retain a copy with permit P ' MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: LI ' ii i ,� Type of Inspection: �+j( Pti l n Address: � jr 6 1 1 � Q �Date Date !led: Spef struttions: / \ Wanted: (5.m. Requester: Phone No: Approved per applicable codes. 1...l Corrections required prior to approval. COMMENT& Inspe or: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN P PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request. Line (206) 431-2451 D14 14( Pro TYP f Inspection: (v Addre s3 C tQ © Date Calved; Special Instructions: / ( \l 3 'bate Wanted: / 1-- j. - 14 p :m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: .-- tog11. REINSPECTION FEE it�EQUIRED. Prior to next inspection. fee must be paid at b300 Southce(titer Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prof t: � + �rt' ` Type of 1 spectio ui (� f< Addr ss: lt 610 Date Called: Specfil inssttructions: 1/ it 5 I Date Wanted: ( 0 '2- 9 - /4 p.m. Requester. Phone No: Approved per applicable codes. aCorrections required prior to approval. COMMENTS: Ins Date, , 14 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter vd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD L Retain a copy with permit /1.. vl f) P RMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,. Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pro; fit r Type Inspec ion: ��� � I�,ii13 Address: — '` / /lpa .Sr Date Called: SpecialTnstruc ions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. QCorrections required prior to approval. COMMENTS: REINSPEN FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECT INSPECTION RECORD D4 �.. /6/ Retain a copy with permit"CJ7 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( ! (ay 4i Type of Inspection u .< T Ad 5��j Ize6 Date Called: q , /Z./ Spe ial Instructions: bate Want".' IM01 7 a,�n: /6 p.m. Requestera/ ) _� /� ,C,11j K.7 _ Plct: ,.,.. qqt/ Pproved per applicable codes. tJ Corrections required prior to approval. COMMENTS: Inspe Date: lif REINSPECTION FEE REQUIRED: Prior to next inspection. fee must be paid at 6300 Southcenter Blvd. Suite 100. Call to schedule reinspection. IN P T INSPECTION RECORD Retain a copy with permi ate4,01-4( PERMIT NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 projec n ��� %_ Type of iyspeetion4 Addres : j 6 11- � Date Called: Special Instructions: / 'bate Wanteda.m. Requester: Phone No: proved per applicable codes. tJ Corrections required prior to approval. COMMENTS: Date: or: n REINSPECTIQN FEE R IRED. Prior to next inspection. fee must be paid at 6300 Southcener Blvd.. Suite 100. Call to schedule reinspection. Inspe -kf INSPECiI0N INSPECTION RECORD Retain a copy with permit b-t4L PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 pro ,� Type of sga^Uion: & Addr s:, Date Called: I �0'^ Special Instructions: %/ \ 3 bate Wanted: Et --Z.j - p.m. Requester: Phone No: DApproved per applicable codes. orrections required prior to approval. COMMENTS: s AL) Le Ins ctor: Date: REINSPECTION FEE RE to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit It:,:N►v t INSPECT16N NO. PER IT NO. �, CITY OF TUKWILA BUILDING DIVISION C—�" 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 \ Permit Inspection Request Line (206) 431-2451 \� rt-f,),&_32,,• Type Inspe, a�: '� o ..ITT" Date Iled: Special Instruc ions: I 01 3 bate Wanted: L•--� PAL Requeste Li5 j!;j°-:. 3 --) 7 4'H 7 Approved per applicable codes. corrections required prior to approval. COMMENTS: �I �t s J tC' vZ i1Q T r15 \ t Pr r_XL. if t� TS1( F r V ?L /\- tDAS :r✓e. ef- REINSPECTION FERED. 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 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of sction Address: U3 I Suite #: i Contact Person: Special Instructions: Phone No.: lr_, Approved per applicable codes. Corrections required prior to approval. COMMENTS: t - tovcvt -- OK Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /l .- " 54-- Date: 3 1i Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER Dig -- C / // PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 7n;-s Project: 1 n 1rr , C ci 2 Type f Inspection: S lu cov-er- , ”)cc-' Address: i, 1-4- 3 � � Suite #: .. -� � � 0 ' Contact Person: Special Instructions: Phone No.: Approved per applicable cod COMMENTS: (ACorrections required prior to approval. t,a (Z.c - S c ' -f All of Needs Shift Inspection: Sprinklers: Fire Alarm: 4 Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Lnspector: Date: H $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 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Projects / . � ©7 Address: � Y 1/-T Suite # Lf 0 Sr Special Instructions: Type of Inspection: Contact Person: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: f/A-A-ic po /,/ zin 4/11-:(14/- 5p--//-16-2 4-7 moa 66.4 azdz orke /z74,--- it/ /Ai AJO Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type. Inspector: Date: ,e% f Hrs.: / C� $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 . VICINITY MAP N. T.S. IMPERVIOUS AREA OF= W2104 S.F. IVEAY & SIDEWALK= 1651 S.F. TOTAL= 3755 S.F. LOT S.F.= 7750 NOTES: FILE COPY 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 i-P;01J4 SCALE: 1 "=20' 0 10 20 40 LANDFAIR-2 LOT- 03 h 1s& Nh h 46Q '; • E1 N8910'00"W 50.00' ;DRI VEWAY7. 20' BSBL • 1 GARAGE -� —115' m 1\ h 40' 1 4J 2853A9-3 ELEV. -A F.F.= 459.0' COVERED PATIO oS REVIE.WED.FOR CODE COMPLIANCE - APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION --1OTeBE -J" S2 eiN co h ass 41 0 No PO 0 • 160 N8910'00"W 50.00' RECEIVED CITY OF TUKWILA it SOUNDBUILT HOMES, INC. JUL 1 5 2014 P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 PERMIT CENTER PARCEL# PZ 06/25/14 R1.0 • 8-24255-COJPLLNG VEU ` ER 110 X ANG E STCP -BALL F N SPED GROJNO L NE 24' TO MAIN 1" FIRE SERVICE PARTS LIST: SECTION METER INSTALLED BY CT-Y TA:LP,ECE 4b;TH FEVA_E IRON PPE THREADS GRAVEL - FOR DOMESTIC AND TYPE K COPPER 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: FIRE SERVLE \-- - 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. REFER TO CHAPTER 7 OF THE STANDARDS. NOT TO SCALE City of Tukwila FLOW -THROUGH SYSTEM 1" FIRE / DOMESTIC FIRE SERVICE SHEET: XX-XX REVISION #1: 07.10 LAST REVISION: APPROVAL: PLAN VIEW THE WATER METER IS INSTALLED BY CITY STAFF 1' COUPLING MUELLER 110 X ANGLE STOP BALL VALVE B-24258 TO MAIN TYPE K COPPER - TYPE K COPPER PPE •PVC - OIY ETHYLENE FIRE TO SERVICE 1' MUELLER 300 BALL CURB VALVE FULL PORT B-20285 THIS VALVE IS ROTATED TO A VERTICAL POSITION THIS VALVE IS TO BE SEALED IN A OPEN POSITION 1' MUELLER RESID FIRE SERVICE CONNECTION WITH F.I.P. CONNECTIONS & 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 SECTION V,\K 24- TO MAIN ` TO SERVICE TYPE K COPPER METER INSTALLED BY CITY MUELLER RES FIRE SERVICE CONNECTION 1" FIRE SERVICE PARTS LIST: 1-B-24258 - 1" COUPLING MUELLER 110 X ANGLE STOP - BALL 1-B-25028 - 1" CORP STOP - BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREADS NOTES: • TYPE K COPPER PIPE - PVC - POLY ETHYLENE 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: XX-xx REVISION #1: 1-11-2012 LAST REVISION: APPROVAL: 30-0-0 4 • • • • • • ♦ • A2(3) / I' / o 41111111111111111111111111111111111.. I) 0 D1 6-6-0 C2 ch J2(5) 5-6-0 A2A(7) F.A. STORAGE - - �< ',PLATFORM; d24 ♦♦ J23 J21' S26« GRD i/ /1 /// T 4/12,V/LT a/12 Vau • B E2(6) 10-6-0 140-0 Y Y Q-- JK61 10-0-0 JK63 JK65 JK66 JK67 JK66 JK65 JK63 4 7/12 ,// 7 7/12 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION FILE COPY 8/12 8/12``•.Ns '+..-.,. \C4 5/12 6/12 RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER -offal CUSTOMER,. i v: i ..; ir, l•MX:.. OUNDBUILT NW I'. JOB DESCR. BIDSUBMITTAL PLAN: .. _ SALESREP :2853-A 3-CAR MP 19-0-0 theTRUSSco. & BUILDING SUPPLY INC. REVISION N.T.S. 08-26-13 �R•WRD SB d5922B Job SB3u5922B Truss A Truss Type GABLE Qty 1 Ply 1 BID SUBMITTAL Page 1 of 41 The Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE FILE COPY molt No. 0-0 6-8-1 r22-0- 6-6-1 1.5x4 II Job Reference (optional) Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:02 2013 Page 1 ID1ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-cE595UvAPrGIkKZ1 pU 1 S8?A09XuNizjS?rSbzuyjnUZ 12-1-4 I 16-9-1 119-9-0 122.E-151 27-4-12 I 32-9-15 I 6-8-139-6-0 Al-0-0I 5-5-3 4-7-13 2-11-15 2-11-15 4-7-13 5-5-3 2-0-0 6 7.00 12 3x6 I 3x6II 3x6II 4 8x8 4 ST1 ST B 3 6x8 = 23 22 21 20 19 3x6 I 1 3x6 II 3x6 II 18 9x16 MT18H= 1.5x4 II 3x6 II 5x5 = 1.5x4 II 1.5x4 II 1.5x4 II B2 LE 3x6 11 3x6 II 8x8 9 1.5x4 11 3x6 II T2 1. x4 18 15 14 13 12 17 5x5 = 3x6 11 3x6 II 9x16 MT18H = 3x6 II 1.5x4 II 3x6 11 1.5x4 II 1.5x4 II 6x8 10 Scale = 1:112.1 o-e-1 12-14 27-12 1 i 32-9-15 3ti 6-0 6-8-1 5-5-3 1 15-3-85-5.3 6-8-1 I Plate Offsets (X Y): [2:0-4-0,0-1-11], [3:0-3-0,Edge], [6:0-4-0,0-4-4], [9:0-3-0,Edge], [10:0-4-0,0-1-111 [13:0-3-8,0-1-8], [16:0-2-8,0-3-0], [19:0-2-8,0-3-01, [22:0-3-8,0-1.8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.04 16-19 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.07 16-19 >999 240 MT18H 220/195 BCLL 0.0 • Rep Stress Inc( YES WB 0.30 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight: 369 Ib FT = 16% LUMBER TOP CHORD 2x10 DF No.2 *Except* T1: 2x4 HF No.2 BOT CHORD 2x12 DF No.2 WEBS 2x4 HF Stud *Except* W4: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 24 REACTIONS (Ib/size) 2=491/39-0-6 (min. 0-4-5), 19=1307/39-0-6 (min. 0-4-5), 16=1307/39-0-6 (min. 0-4-5), 22=529/39-0-6 (min. 0-45), 13=529/39-0-6 (min. 0-4-5), 10=491/39-0.8 (min. 0-4-5), 10=491/39-0-6 (min. 0-4-5), 12=138/39-0-6 (min. 0-4-5), 14=292/39-0-6 (min. 0-4-5), 15=-739/39-0-6 (min. 0-4-5), 23=138/39-0-6 (min. 0-4-5), 21=292/39-0-6 (min. 0-4-5), 20=-739/39-0-6 (min. 0-4-5) Max Horz2=-232(LC 3) Max Uplift2=-101(LC 5), 19=-15(LC 5), 16=-17(LC 8), 22=-99(LC 5), 13=-88(LC 6), 10=-110(LC 6), 15=-739(LC 11), 20=-739(LC 10) Max Grav2=491(LC 1), 19=1393(LC 10), 16=1393(LC 11), 22=529(LC 1), 13=529(LC 1), 10=491(LC 1), 10=491(LC 1), 12=166(LC 2), 14=292(LC 1), 23=166(LC 2), 21=292(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-439/67, 3-4=-657/117, 4-5=-680/167, 5-6=-375/81, 6-7=-375/84, 7-8=-680/181, 8-9=-657/111, 9-10=-439/48, 10-110/77 BOT CHORD 2-23=-92/298, 22-23=-92/298, 21-22=-92/365, 20-21=-92/385, 19-20=-92/365, 18-19=-26/491, 17-18=-26/491, 16-17=-28/491, 15-16=0/365, 14-15=0/365, 13-14=0/385, 12-13=0/298, 10-12=0/298 WEBS 5-24=-181/123, 7-24=-181/123, 4-19=-411/138, 8-16=-411/133, 3-22=-633/100, 9-13=-633/89, 3-19=-13/157, 9-16=-36/157, 6-24=-14/20 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind Toads 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 1-2002. 3) All plates are MT20 plates unless otherwise indicated. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) • This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 2, 15 lb uplift at joint 19, 17 lb uplift at joint 16, 99 Ib uplift at joint 22, 88 Ib uplift at joint 13, 110 Ib uplift at joint 10, 739 Ib uplift at joint 15 and 739 Ib uplift at joint 20. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for L/360 deflection. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION tIL1otL.0 WARNING! - VERIFY : - TES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 RECEIVED CITY OF TUKWIL MAY 0 9 2014 PERMIT CENTEF Digitally signed by: Terry L. Powell, P.E. theTRUSSeo. INC. Page 2 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B Al ATTIC 2 1 _ - Job Reference (optional) /Tn County Truss, Sumner WA/ Eugene OR / Burlington WA, -2-0-0 2-0-0 8-8.1 8-8-1 12-1-4 5-5-3 Run: 7.350 s Jul 31 2012 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:03 2013 Page 1 ID:ohL5sP81UgoyLAGx Y9P?Wzch1Q-4QeXIgwoA8O9MU8DMBYihDj7cx4JR13cEVB9VLy)nUY 18-9-1 19-9-0 22-8-15 27-4-12 32-9-15 39-6-0 41.6-0 4-7-13 1 2-11-15 1 2-11-15 I 4-7-13 i 5-5-3 I 8-8-1 12-0-0 3x6 II 9x16 MT18H= 8x8 = 6 12x12 = 3x6 I I Scale =1:90.6 8-8-1 12-1-4 27-4-12 32-9-15 39-8-0 8-8-1 5-5-3 12x12 — 15-3-8 Ox16 MT18Hr 5-5-3 8-8-1 Plate Offsets (X,Y): [2:0-6-7,Edge], [4:0-7-12,0-0-41 [5:0-0-8,0-4-01 [6:0-4-0,04.41, [7:0-0-8,0-4-01 [8:0-7-12,0-0-41, [10:0-6-7,Edgel, [12:0-3-8,0-1-8], [13:0-3-8,0-9-0], [16:0-3-8,0-9-0], [17:0-3-8,0-1.8] LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2009/TPI2007 CSI TC 0.71 BC 0.88 WB 0.80 (Matrix) DEFL in (loc) Udell Ud Vert(LL) -0.5413-16 >867 360 Vert(TL) -0.9213-16 >507 240 Horz(TL) 0.07 10 n/a n/a Attic -0.1913-16 972 360 PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 349 Ib FT = 16% LUMBER TOP CHORD 2x10 DF SS *Except* T1: 2x4 HF No.2 BOT CHORD 2x12 DF No.2 WEBS 2x4 HF Stud *Except* W4: 2x4 DF No.18.Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 18 REACTIONS (lb/size) 2=2550/0-5-8 (min. 0-2-12), 10=2550/0-5-8 (min. 0-2-12) Max Horz2=232(LC 4) Max Uplift2=-61(LC 5), 10=-61(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/80, 2-3=-4308/0, 3-4=-4150/0, 4-5=-3080/15, 5-6=0/785, 6-7=0/785, 7-8=-3080/15, 8-9=-4150/0, 9-10=-4308/0, 10-11=0/80 BOT CHORD 2-17=0/3730, 16-17=0/3795, 15-16=0/3224, 14-15=0/3224, 13-14=0/3224, 12-13=0/3795, 10-12=0/3730 WEBS 5-18=-4269/0, 7-18=-4269/0, 4-16=0/1817, 8-13=0/1817, 3-17=-709/41, 9-12=-709/45, 3-16=-873/187, 9-13=-873/189, 6-18=0/530 NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-18, 7-18 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 61 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2009 Intemational 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) Attic room checked for L/360 deflection. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/fPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSeo. INC. Page 3 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL 58305922E A2 ATTIC 3 1 Job Reference (optional) e I rues Go./ Ind ounry truss, Sumner WA/Eugene OR / euningtan I2�f 8-8-1 8-8-1 WA, TSE Run: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:05 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-1 pmHjWx2imetbolcUcaAmeoSwkmivCMuhpgGaDyjnUW 12-1-4 16-9-1 19-9-0 22-8-15 27-4-12 32-9-15 39-8-0 5-5-3 I 4-7-13 1 2-11-15 1 2-11-15 I 4-7-13 I 5-5-3 I 6-8-1 3x6 II 9x16 MT18H= 8x8 = 4x6 = 7 3x10 II 8 8x10 MT18H-1:-. 3x6 II 8-8-1 12-1-4 12x12 = 27-4-12 9x16 MT18H— 32-9-15 39-8-0 6-8-1 5-5-3 15-3-8 5-5-3 6-8-1 Scale =1:90.6 Plate Offsets (X,Y): [2:0-4-3,Edge], [3:0-4-12,Edge], [4:0-7-12,0-0-4], [5:0-0-8,0-4-0], [6:0-4-0,0-4-41, [7:0-0-8,0-4-0], [8:0-7-12,0-0-4], [9:0-4-12,Edge], [10:0-4-3,Edge], [11:0-3-8,0-1-8], [12:0-3-8,0-9-0], LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 [15'0-3-8,0-9-0],[16:0-3-8,0-1-8] SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress In YES Code IRC2009/TP12007 CSI TC 0.72 BC 0.89 WB 0.82 (Matrix) DEFL in (loc) 1/defl Ud Vert(LL) -0.5512-15 >858 360 Vert(TL) -0.94 12-15 >502 240 Horz(TL) 0.07 10 n/a n/a Attic -0.1912-15 959 360 PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 347 Ib FT = 16% LUMBER TOP CHORD 2x10 DF SS `Except* T1,T3: 2x4 HF No.2 BOT CHORD 2x12 DF No.2 WEBS 2x4 HF Stud *Except* W4: 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 17 REACTIONS (lb/size) 2=2560/0-5-8 (min. 0-2-12), 10=2401/Mechanical Max Harz2=247(LC 4) Max Uplift2=-62(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/80, 2-3=-4324/0, 3-4=-4177/0, 4-5=-3101/21, 5-6=0/789, 6-7=0/796, 7-8=-3098/16, 8-9=-4182/0, 9-10=-4404/0 BOT CHORD 2-16=0/3745, 15-16=0/3811, 14-15=0/3247, 13-14=0/3247, 12-13=0/3247, 11-12=0/3886, 10-11=0/3825 WEBS 5-17=-4304/0, 7-17=-4304/0, 4-15=0/1828, 8-12=0/1846, 3-16=-720/42, 9-11=-695/44, 3-15=-869/186, 9-12=-952217, 6-17=0/534 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 Ib uplift at joint 2. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for 1J360 deflection. 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. Page 4 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B A2A ATTIC 7 1 Job Reference (optional) e Truss Co./ Tn- ounty Tniss, Sumner WA/ Eugene OR / Burlington WA, -2-0-0 2-0.0 I 6-8-1 11 12-1-4 6-8-1 Y-3-7 4-1-12 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:07 2013 Page 1 ID:oh L5sP81UgoyLAGx_Y9P?Wzch1Q-zB u28CzIE Nvar5Sb1cer3towYTHN4NB979Me6yjnUU 16-9-1 19-9-0 22-8-15 27-4-12 32-9-15 39-6-0 4-7-13 1 2-11-15 1 2-11-15 I 4-7-13 5-5-3 6-8-1 18 1720 16 15 3x6 II 5x5 = 9x16 MT18H= 3x12 II 8x8 = 4x7 = 8 3x10 II 9 8x10 MT18H 10 14 13 12 8x8 12x12 = 9x16 MT18H= 3x6 II Scale =1:94.6 6-8-1 7,-11-6 12-1-4 27-4-12 32-9-15 39-6-0 1 6-8-1 1-3-7 4-1-12 15-3-0 1 5-5-3 I 6-8-1 Plate Offsets (X,Y): [2:0-6-7,Edge], [3:0-3.4,Edge], [5:0-7-4,0-1-8], [6:0-0-4,0-0-0], [7:0-4-0,0-4-4], [8:0-0-4,0.0.0], [9:0-7-12,0-0-4], [10:0-4-12,Edge], [11:0-4-3,Edge], [12:0-3 8,0-1 8], [13:0-3-8,0-9-0], [16:0-9-4 ,0-1-8], [17:0-2-8,0-3-01, 118:0-3-8,0-1-81 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2009/rP12007 CSI TC 0.75 BC 0.82 WB 0.91 (Matrix) DEFL in (loc) I/deft Lid Vert(LL) -0.55 13-16 >858 360 Vert(TL) -0.92 13-16 >511 240 Horz(TL) 0.06 11 n/a n/a Attic -0.1913-16 980 360 PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 347 Ib FT = 16% LUMBER TOP CHORD 2x10 DF SS *Except* T1,T3: 2x4IIF No.2 BOT CHORD 2x12 DF SS *Except` B2: 2x12 DF No.2 WEBS 2x4 HF Stud `Except` W5: 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. JOINTS 1 Brace at Jt(s): 19 REACTIONS (Ib/size) 2=2668/0-5-8 (min. 0-2-13), 11=2437/Mechanical Max Horz2=247(LC 4) Max Uplift2=-62(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/80, 2-3=-4195/0, 3-4=-4239/0, 4-5=-4336/0, 5-6=-3207/21, 6-7=0/910, 7-8=0/856, 8-9=-3228/21, 9-10=-4332/0, 10-11=-4415/0 BOT CHORD 2-18=0/3626,17-18=0/3589,17-2(Y0/3369,16-20=0/3369,15-16=0/3384,14-15=0/3384,13-14=0/3384,12-13=0/3910,11-12=0/3835 WEBS 6-19=-4559/0, 8-19=-4559/0, 5-16=0/2011, 9-13=0/1885, 3-18=-99!513, 10-12=-832/44, 10-13=-853/216, 7-19=0/563, 4-17=-682/101, 3-17=-1617/359 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.opsf. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-19, 8-19 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-16 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 Ib uplift at joint 2. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. 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 pemranent 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. I Nc. Pace 5 of41 Job Truss Truss Type Qty Ply BID SUBMITTAL 56305922E A3 ATTIC 1 2 Job Reference (optional) e T rues Go./ Tn-(Aunty Truss, Sumner WA / Eugene OR / Buffington WA, -2-0-0 12-0-0 I 88-1 88-1 16 3x6 II 12-1-4 5-5-3 Run: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:09 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-vaoort Zm 914PcNjSf6wUz7nM7MrlyUcReTj?yjnUS 18-9-1 19-9-0 122-8-15 1 274-12 32-9-15 1 398-0 4-7-13 2-11-15 2-11-15 4-7-13 5-5-3 6-8-1 7.00 FIT 3x7 = 12-1-4 L11 15 14 9x16 MT18H= 12x12 = LUS26 I 8x8 = 3x7 = 7 3x9 I1 8 13 12 12x12 = 9x16 MT18H= 32-9-15 5-5-3 8x8 9 11 3x6 11 398-0 6-8-1 6x8 Scale = 1:97.3 Plate Offsets (X,Y): [2:0-4-2,Edge], [3:0-3-8,Edge], [4:0-6-12,0-1-8], [5:0-0-12,0-0-0], [6:0-4-0,0-4-4], [7:0-0-12,0-0-0], [8:0$12,0-1-8], [9:0-3-8,Edge], [10:0-4-2,Edge], [11:0-3-8,0-1-8], [12:0-3-8,0-8-12], [15:0-3-8,0-8-121[16:0-3-8,0-1-81 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 3-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2009/TP12007 CSI TC 0.79 BC 0.84 WB 0.65 (Matrix) DEFL in (roc) I/defl L/d Vert(LL) -0.46 12-15 >999 360 Vert(TL) -0.79 12-15 >592 240 Horz(TL) 0.06 10 n/a n/a Attic -0.17 12-15 1064 360 PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 694 Ib FT = 16% LUMBER TOP CHORD 2x10 DF SS *Except* T1,T3: 2x4 HF No.2 BOT CHORD 2x12 DF No.2 WEBS 2x4 HF Stud *Except* W4: 2x4 DF No.1&Btr REACTIONS (Ib/size) 2=4386/0-5-8 (min. 0-2-5), 10=3839/Mechanical Max Horz2=371(LC 4) Max Uplift2=317(LC 5), 10=-90(LC 6) BRACING TOP CHORD 2-0-0 oc purlins (3-10-0 max. (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 6, 17 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/120, 2-3=-7639/391, 3-4=-7081/194, 4-5=-5115/222, 5-6=-30/1465, 6-7=-2/1389, 7-8=-5196/249, 8-9=-6960/132, 9-10=-7030/150 BOT CHORD 2-16=-391/6640, 15-16=-374/8717, 14-15=0/5457, 13-14=0/5457, 12-13=0/5457, 11-12=-40/6236, 10-11=-39/6115 WEBS 5-17=-7349262, 7-17=-7349262, 4-15=-44/3451, 8-12=0/3046, 3-16=-876/89, 9-11=-1336/186, 3-15=-1818/490, 9-12=-1213/238, 8-17=0/903 NOTES (18) 1) 2-ply truss to be connected together with 10d (0.131'5(3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x12 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=4.8psf BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-15 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 Ib uplift at joint 2 and 90 Ib uplift at joint 10. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 15) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent at 12-2-4 from the left end to conned truss(es) GRD (1 ply 2x6 DF) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Attic room checked for U360 deflection. 18) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSeo. INC. 88-1 27-4-12 88-1 5-5-3 15-3-8 Job Truss Truss Type Qty Ply BID SUBMITTAL v SB305922B A3 ATTIC 1 2 Job Reference (optional) /Tn CountyTruas, Sumner WA/Eugene OR / Burlington WA, un: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:09 2013 Page 2 ID: ohL5sP81 UgoyLAGx_Y9P?Wzch 1 Q-vaOoZt_Zm_914PcNjSf6wUz7nM7Mr1 yUcReTj?yjnUS LOAD CASE(8) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-15=-21, 12-15=-171, 10-12=-21, 1-4=-99, 4-5=-114, 5-6=-99, 6-7=-99, 7-8=-114, 8-10=-99, 5-7=-15 Concentrated Loads (lb) Vert: 15=-785(B) ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Job Truss Truss Type Qty Ply BID SUBMTAL J IT SB305922B A4 GABLE 1 1 Job Reference (optional) 1/Eugene OR / Burimgton WA TSE Run: 7.350 $ Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:10 2013 Pape 1 ID:ohL5sP81UgoyLAGx Y9P?Wzch1Q-NmaAmD?BXIH9iZBZH9ALThVN7IcEaaier500FRyjnUR 2-0-0 6-8-1 12-1-4 16-9-1 19-9-0 22-8-15 27-4-12 32-9-15 39-1-0 394-0 12-0-01 6-8-1 5-5-3 I 4-7-13 2-11-152-11-154-7-13 { 5-5-3 6-3-1 0- -0 8x8 = 7.00 12 3x6 I I 3x6 11 3x6I I 4 8x8 i ST 6x8 = 22 21 20 19 18 3x6 = 5 3x6 113x6 11 3x6 II 17 9x16 MT18H= 1.5x4 II 3x6 II 5x5 1.5x4 II 1.5x4 II 3x6 = 7 3x6 11 3x6 I1 3x6 11 8x8 9 1.5x4 II ST1 15 14 13 12 11 5x5 = 3x6 113x6 II 9x16 MT18H= 3x6 11 3x6 11 1.5x4 II 1.5x4 II 16 6x8 = Scale =1:108.7 0a-1 I 1z-1i I 2/-4-12 6-8-1 5-5-3 15-3-8 I 32-9-15 I 39-1-0 39+0 0 Plate Offsets (X,Y): [2:0-4-0,0-1-11], [3:0-3-0,Edge], [6:0-4-0,0-4-4], L9:0-3-0,Edgel, [10:0-4-0,0-1-11], [12:0-3-8,0-1-8], [15:0-2-8,0-3-0], [18:0-2-8,0-3-0], [21:0-3-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.04 15-18 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.07 15-18 >999 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Inc( YES WB 0.30 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight: 366 Ib FT = 16% LUMBER TOP CHORD 2x10 DF No.2 `Except' T1,T3: 2x4 HF No.2 BOT CHORD 2x12 DF No.2 WEBS 2x4 HF Stud `Except* W4: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 23 REACTIONS (Ib/size) 2=491/38-7-6 (min. 0-4-3), 18=1307/38-76 (min. 0-4-3), 15=1307/38-76 (min. 0-4-3), 21=529/38-7-6 (min. 0-4-3), 12=495/38-7-6 (min. 0-4-3), 10=315/38-7-6 (min. 0-4-3), 10=315/38-7-6 (min. 0-4-3), 11=202/38-7-6 (min. 0-4-3), 13=307/38-76 (min. 0-4-3), 14=-741/38-7-6 (min. 0-4-3), 22=138/38-7-6 (min. 0-4-3), 20=292/38-76 (min. 0-4-3), 19=-739/38-7-6 (min. 0-4-3) Max Horz2=247(LC 4) Max Uplifl2=-99(LC 5), 18=-14(LC 5), 15=-16(LC 6), 21=-101(LC 5), 12=-74(LC 5), 10=-16(LC 6), 11=-14(LC 6), 14=-741(LC 11), 19=-739(LC 10) Max Grav2=491(LC 1), 18=1393(LC 10), 15=1394(LC 11), 21=529(LC 1), 12=495(LC 1), 10=315(LC 1), 10=315(LC 1), 11=202(LC 1), 13=307(LC 1), 22=166(LC 2), 20=292(LC 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-439/61, 3-4=-657/116, 4-8=680/164, 56=-378/82, 6-7=375/84, 7-8=-680/160, 8-9=657/110, 9-10=-439/44 BOT CHORD 2-22=-106/298, 21-22=-106/298, 20-21=-105/365, 19-20=-105/365, 18-19=-105/365, 17-18=-41/491, 16-17=-41/491, 15-16=-41/491, 14-15=-9/366, 13-14=-9/366, 12-13=-9/366, 11-12=-13/298, 10-11=-13/298 WEBS 5-23=-181/118, 7-23=-181/118, 4-18=-411/139, 8-15=-411/135, 3-21=-633/102, 9-12=-633/94, 3-18=-15/157, 9-15=-38/156, 6-23=-13/20 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 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 1-2002. 3) All plates are MT20 plates unless otherwise indicated. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.opsf on the bottom thord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord end any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 Ib uplift at joint 2, 14 Ib uplift at joint 18, 16 Ib uplift at joint 15, 101 Ib uplift at joint 21, 74 Ib uplift at joint 12, 16 Ib uplift at joint 10, 14 lb uplift at joint 11, 741 Ib uplift at joint 14 and 739 Ib uplift at joint 19. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for L/360 deflection. 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 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. Pa 8 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B AA MONO TRUSS 1 1 Job Reference (optional) e Truss Go./ m-County Truss, Sumner WA/ Eugene OR / Burlington WA, Plate Offsets (X,Y): [3:0-3-12,Edge], [6:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 " BCDL 7.0 -2-0-0 2-0-0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012lTPI2007 5-5-2 5-5-2 1.5x4 II 5-5-2 5-5-2 CSI TC 0.47 BC 0.32 WB 0.50 (Matrix) Run: 7.350 s Jul 31 20 2 Print: 7.350 a Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:11 2013 Page 1 ID:ohL5sP8 1 UgoyLAGx Y9P7Wzch1Q-rz7Z_ZOpIcP0JjIIgtha0v2Y19xwJ_on317antyjnUQ 12-1-8 19-8-4 6-8-6 7-6-12 3x4 12-1-8 6-8-6 DEFL in (loc) I/deft Ltd Vert(LL) -0.07 6-7 >999 360 Vert(TL) -0.14 6-7 >999 240 Horz(TL) 0.01 6 n/a Na o_ d PLATES GRIP MT20 185/148 Weight: 103 Ib FT = 16% Scale = 1:70.5 LUMBER TOP CHORD 2x10 DF No.2 `Except' T1: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 5=164/0-1-8 (min. 0-1-8), 6357/Mechanical, 2=501/0-5-8 (min. 0-1-8) Max Horz2=265(LC 5) Max Uplift5=-88(LC 8), 6=-214(LC 8) Max Grav5=203(LC 2), 6=790(LC 2), 2=599(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-581/0, 3-4=-173/168, 4-5=-156/78, 4-6=-542/191 BOT CHORD 2-7=-38/444, 6-7=-46/431 WEBS 3-7=0/252, 3-6=-461/98 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (10) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 5 and 214 Ib uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. rm. Paae 9 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B B GABLE 1 1 Job Reference (optional) e Truss t:e./ Tn-(Aunty Truss, Sumner WA/ Eugene OR / 6unington WA, -1-9-4 I 7-0-0 1-94 7-0-0 un: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:12 2013 Page 1 I D:oh L5sP81 UgoyLAGx Y9P?Wzch1Q-K9hxBv1R3vXtxtKyOaCpY6bnbZMp2YFwIPt7JJyjnUP 14-0-0 I 15-9-4 7-0-0 1-9-4 4x4 = 1.5x4 11 1.5x4 11 7 18 17 16 15 14 1.5x4 II 1.5x4 II 1.5x4 JI 1.5x4 II 1.5x4 II 14-0-0 1.5x4 II 1.5x4 II 13 12 1.5x4 II 1.5x4 II 14-0-0 Scale =1:42.6 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inc' NO Code IRC2012/TPI2007 CSI TC 0.24 BC 0.03 WB 0.04 (Matrix) DEFL in (loc) I/defi Ud Vert(LL) -0.04 11 n/r 120 Vert(TL) -0.05 11 n/r 90 Horz(TL) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 64 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=202/14-0-0 (min. 0-2-4), 10=202/14-0-0 (min. 0-2-4), 15=36/14-0-0 (min. 0-2-4), 12=85/14-0-0 (min. 0-2-4), 13=152/14-0-0 (min. 0-2-4), 14=109/14-0-0 (min. 0-2-4), 18=85/14-0-0 (min. 0-2-4), 17=152/14-0-0 (min. 0-2-4), 16=109/14-0-0 (min. 0-2-4) Max Horz2=89(LC 5) Max Uplift2=-15(LC 9), 10=-28(LC 9), 15=-2(LC 7), 12=-21(LC 9), 13=-54(LC 9), 14=-29(LC 9), 18=-22(LC 8), 17=-53(LC 8), 16=-31(LC 8) Max Grav2=247(LC 2), 10=247(LC 2), 15=85(LC 9), 12=120(LC 16), 13=182(LC 22), 14=129(LC 2), 18=120(LC 15), 17=182(LC 21), 16=129(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63, 2-3=-91/73, 3-4=-52/68, 4-5=-56/70, 5-6=-37/85, 6-7=-33/82, 7-8=-43/53, 8-9=-28/44, 9-10=-69/41, 10-11=0/63 BOT CHORD 2-18=-25/83, 17-18=-25/83, 16-17=25/83, 15-16=-25/83, 14-15=-25/83, 13-14=-25/83, 12-13=-25/83, 10-12=-25/83 WEBS 6-15=-81/8, 9-12=-88/40, 8-13=-154/71, 7-14=-105/44, 3-18=-89/41, 4-17=-154/70, 5-16=-105/45 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 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 1-2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 2, 28 Ib uplift at joint 10, 2 Ib uplift at joint 15, 21 Ib uplift at joint 12, 54 Ib uplift at joint 13, 29 Ib uplift at joint 14, 22 Ib uplift at joint 18, 53 Ib uplift at joint 17 and 31 Ib uplift at joint 16. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. n1c, Page 10 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B B1 SCISSOR 1 1 Job Reference (optional) e Truss Co./Tn-County Truss, Sumner WA/ Eugene OR /Burlington WA, -1-9-4 1-9-4 7-0-0 7-0-0 7-0-0 un: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:13 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-oLFJPF13gDfkZ0v8yIj25K7rQzaFnyv4X3chsmyjnUO 14-0-0 15-9-4 7-0-0 7-9-4 4x4 = 14-0-0 7-0-0 Plate Offsets (X,Y): [2:0-1-9,0-0-91, [4:0-1-9,0-0-9] 7-0-0 Scale = 1:38.4 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 CSI TC 0.69 BC 0.53 WB 0.20 (Matrix) DEFL in (loc) 1/defl Ud Vert(LL) -0.15 4-6 >999 360 Vert(TL) -0.32 4-6 >508 240 Horz(TL) 0.07 4 Na Na PLATES GRIP MT20 185/148 Weight: 49 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.18Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 2=564/0-5-8 (min. 0-1-8), 4=564/0-5-8 (min, 0-1-8) Max Horz2=90(LC 7) Max Uplifl2=-66(LC 8), 4=-66(LC 9) Max Grav2 374(LC 2), 4=674(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-3=-964/0, 3-4=-964/23, 4-5=0/62 BOT CHORD 2-6=0/722, 4-6=0/722 WEBS 3-6=0/544 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-2-2 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint 2 and 66 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and 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. rnrc. Page 11 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B B2 SCISSOR 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, Sumner WA/Eugene OR / Burlmgton Plate Offsets (X,Y): [1:0-1 LOADING(psf) TCLL 25.0 TCDL BCLL BCDL 8.0 0.0 • 7.0 1 7-0-0 7-0-0 4x4 = 7-0-0 un: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:13 2013 Pape 1 ID:ohL5sP81UgoyLAGx Y9P?WzchlQ-oLFJPF13gDfkZ0v8yIj25K7oXzapnyk4X3chsmyjnUO 14-00 15-9-4 7-0-0 14-0-0 -9,0-0-9], [3:0-1-9,0-0-9] SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 7-0-0 CSI TC 0.87 BC 0.55 WB 0.22 (Matrix) 7-0-0 DEFL in (loc) I/defi Vert(LL) -0.17 1-5 >988 Vert(TL) -0.35 1-5 >469 Horz(TL) 0.07 3 n/a L/d 360 240 n/a 1-9-4 PLATES MT20 GRIP 185/148 Weight: 46 Ib FT =16% Scale = 1:38.4 LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (Ib/size) 1=455/Mechanical, 3=577/0-5-8 (min. 0-1-8) Max Horz1=-98(LC 6) Max Uplift1=35(LC 8), 3=-66(LC 9) Max Grav1=539(LC 2), 3=690(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-979/0, 2-3=-1018/35, 3-4=0/62 BOT CHORD 15=0/768, 3-5=0/767 WEBS 2-5=0/574 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 1 and 66 Ib uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofi•io Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 12 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B C GABLE 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, Sumner WA / Eugene OR / Buriington WA, I -1-9-4 1-9-4 5-9-11 5-9-11 Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug_27 00:38:14 2013 Pape 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-GYphcb2hbXnbAAUKW?EHdXgOZNtPWKMDmjMEOCyjnUN 10-11-8 12 17-6-0 24-6-0 26-3-4 5-1-13 It-38 5-3-0 7-0-0 11-9-4 1.5x4 II 4x12 1.5x4 II3x4 3x4 32 31 4x4 = 33 34 13 35 36 2x4 = 1.5x4 I 12x4 = 1.5x4 II 5x7 = 3x4 1.5x4 II 3x4 1.5x4 II 4x8 J 7 5x8 = 4.00 12 2x4 - JUS242x4 = Scale=1:77.2 59-11 10-11-8 2-3-q�"� 24-6-017-6-0 240 I 5-9-11 5-1-131-3-8 5-3-0 7-0-0 Plate Offsets (X,Y): [2:0-0-11,Edge], [4:0-5-8,0-2-0], [5:0-5-8,0-2-0], [6:03-8,0-1-4], [7:0-3-12,0- ,18:0-3-6,0-0-10], [10:0-3-0,0-3-41112:0-5-4,0-2-81, [14:0-1-8,0-1-0], [16:0-1-8,0-1-01 LOADING(psf) • SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.14 12-13 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.32 8-10 >910 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.58 Horz(TL) 0.21 8 n/a Na BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 186 Ib FT = 16% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x6 HF No.2 *Except* W2,W4,W9,W13: 2x4 HF Stud, W6,W10: 2x4 HF No.2, W12: 2x4 DF 2400F 2.0E OTHERS 2x4 HF Stud WEDGE Right: 2x4 HFSPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1008/0-5-8 (min. 0-1-13), 8=1098/0-5-8 (min. 0-1-11) Max Horz2=148(LC 7) Max Uplift2=-149(LC 10), 8=-134(LC 11) Max Grav2=1094(LC 2), 8=1098(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65, 2-29=-1418/164, 3-29=-1384/168, 3-30=-1380/172, 4-30=-1341/183, 4-31=-1220/193, 31-32=-1202/192, 5-32=-1202/199, 5-6=-1069/191, 6-7=-1201/192, 7-8=-2772/200, 8-9=0/62 BOT CHORD 2-33=-170/1126, 33-34=-170/1126, 13-34=-170/1126, 13-35=-171/1124, 35-36=-171/1124, 38-37=-171/1124, 12-37=-171/1125, 11-12=-68/1043, 10-11=-109/2145, 8-10=-1152340 WEBS 4-13=0/222, 4-12=-384/130, 5-12=-115/450, 5-11=-424/171, 6-11=-171/950, 7-11=-1446/171, 7-10=-19/1506 NOTES (15) 1) Unbalanced roof live loads have been considered for this design. 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 1-2002. 3) Gable studs spaced at 2-0-0 oc, 4) Concentrated loads from layout are not present in Load Case(s): #2 Regular Only; #6 MWFRS Wind Left Positive; #7 MWFRS Wind Right Positive ; #12 MWFRS 1st Wind Parallel Positive; #13 MWFRS 2nd Wind Parallel Positive; #14 Live Only; #18 MWFRS Wind Left Positive + Regular, #19 MWFRS Wind Right Positive + Regular; #20 MWFRS 1st Wind Parallel Positive + Regular, #21 MWFRS 2nd Wind Parallel Positive + Regular-, #24 3rd unbalanced Regular Only; #25 4th unbalanced Regular Only. 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) 8 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 149 Ib uplift at joint 2 and 134 Ib uplift at joint 8. 9) 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. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 10-5-4 from the left end to connect truss(es) J2A (1 ply 2x4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 Ib down and 83 Ib up at 2-0-0, 9 Ib down and 58 ID up at 4-0-12, 9 Ib down and 58 Ib up at 6-0-12, and 9 Ib down and 58 Ib up at 8-0-12, and 9 lb down and 58 lb up at 8-5-4 on top chord, and 1 lb up at 4-0-12, 1 lb up at 6-0-12, and 1 Ib up at 8-0-12, and 1 Ib up at 8-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. Qrfirta1346601kAtandard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. n�tc. Page 13 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B C GABLE 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Bufington WA, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pa) Vert 1-6=-53, 8-9=-53, 2-12=-14, 10-12=-14, 8-10=-14 Concentrated Loads (lb) Vert: 4=58 13=0 29=83 30=58 31=58 32=58 33=-2 34=0 35=0 383 37=-583(F) Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:15 2013 Page 2 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-kkN3gx3JMgvSoK3X3imWAICBJmDeFnbN_NSnweyjnUM ! 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. theTRUSSC4. INC. Pape 14 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL 58305922B Cl SPECIAL 3 1 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA/ Eugene OR / Burlington WA, I -1-9-4 1-9-4 5-10-1 5-10-1 5-10-1 5-10-1 1.5x4 II Run: 7.350 s Jul 31 20 2 Pnnt: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:15 2013 Page 1 ID:ohL5sP61 UgoyLAGx_Y9P?Wzch1 Q-kkN3gx3JMgvSoK3X3imWAICALmFMFmMN_N5nweyjnUM 10-11-8 12-3-0 17-6-0 24-6-0 26-3-4 5-1-7 11-3-81 5-3-0 I 7-0-0 1 1-9-4 10-11-8 5-1-7 4x4 = 10 1 3x8 5x7 = 4.00 12 112-3-0I 1-3.8 17-6-0 5-3-0 4x4 24.6-0 7-0-0 Scale: 3/16"=1' Plate Offsets (X,Y): [2:0-2-9,0-1-81[3:0-1-12,0-1-8],[4:0-1-12,0-1-81,[6:0-0-12,0-1-12], [7:0-2-6,0-0-10], [9:0-2-8,0-3-4], [11 05-4,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.15 9 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.32 7-9 >901 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 HOrz(TL) 0.20 7 n/a Na BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 1171b FT =16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W3,W5: 2x4 HF No.2, VV6: 2x4 DF 2400F 2.0E REACTIONS (Ib/size) 2=918/0-5-8 (min. 0-1-13), 7=918/0-5-8 (min. 0-1-11) Max Horz2=152(LC 7) Max Uplift2=93(LC 8), 7=-93(LC 9) Max Grav2=1094(LC 2), 7=1094(LC 2) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/65, 2-3=-1409/86, 3-4=-1031/115, 4-5=-919/139, 5-6=-1000/125, 6-7=-2438/79, 7-8=0/62 BOT CHORD 2-12=-88/1068, 11-12=-88/1068, 10-11=-2/825, 9-10=-62001, 7-9=-9/2005 WEBS 3-12=0/208, 3-11=-380/110, 4-11=-58/59, 4-10=-269/142, 5-10=-128/806, 6-10=-1484/104, 6-9=0/1347 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 2 and 93 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSIITPI 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. 4eA theTRUSSco. mic. Paae 15 of 41 WEBS Job Truss Truss Type Qty PIy BID SUBMITTAL SB305922B C2 COMMON 1 3 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA/ Eugene OR / Burlington WA, THD28 1 i 0 4-1-8 4-1-8 8-2-6 4-0.14 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:19 2013 Page 1 ID:ohL5sP81UgoyLAGx Y9P?Wzch1Q-cVcaf16gP3PtHyNIIYgSKbNpuOZTBUFyv?3?3PyjnUI 16-3-10 20-4-8 24 8-0 28-3-4 4-0-10 I 4-0-14 I 4-1-8 1 1-9-41 12-3-0 4-0-10 6x8 MT18H II i 8.00 I12 4x6 i 4x6 3 5 �• 4x5 2 4x5 r� Ir I'MI UP I • 16 ► iaMIIIthI]III: n_18MIIIII. n1•1I11[][t III=I][niiIMMI 8 IN- 15 16 4 17 18 13 19 20 12 1121 2210 23 9 7x8MT18H� THD28 7x8 MT18H 3x8 11 12x12 = THD28 THD28 THD28 THD28 12x12 =THD28 THD28 THD28 4-1-8 4-1-8 8-2-6 4-0-14 6x8 MT18H= 12x12 = THD28 3x8 11 THDH28-2 12-3-0 18-3-10 20-4-8 24-6-0 4-0-10 4-0-10 4-0-14 4-1-8 1 Scale = 1:77.4 Plate Offsets (X,Y): [1:0-4-13,Edge], [2:0-1-4,0-1-12], [3:0-1-4,0-1-8], [5:0-1-4,0-1-8], [6:0-1-4,0-1-12], [7:0-4-13,Edge], [9:0-5-12,0-1-8], [10:0-3-8,08-4], [12:0-6-0,0-6-4], [13:0-3-8,0-6-4], [14:0-5-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.28 10-12 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.49 10-12 >591 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Ina YES WB 0.98 Horz(TL) 0.10 7 n/a Na BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 474 lb FT =16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except' W5: 2x4 DF No.1&Btr BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=16296/0-6-0 (min. 0-5-13), 7=14445/0-5-8 (min. 0-5-2) Max Horz1=158(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-22800/0, 23=-18827/0, 3-4=-14570/0, 4-5=-14571/0, 5-6=-19429/0, 6-7=-24229/0, 7-8=0/71 BOT CHORD 1-15=0/18804, 15-16=0/18804, 14-16=0/18804, 14-17=0/18804, 17-18=0/18804, 13-18=0/18804, 13-19=0/15629, 19-20=0/15629, 12-20=0/15629 , 12-21=0/16135, 11-21=0/16135, 11-22=0/16135, 10-22=0/16135, 10-23=0/20000, 9-23=0/20000, 7-9=0/20000 4-12=0/15848,5-12=-6698/0,5-10=0/7824,6-10=-4616/136,6-9=-16/5185,3-12=-5859/2,3-13=0/6832,2-13=-3794/7,2-14=0/4258 NOTES (15) 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 6) All plates are MT20 plates unless otherwise indicated. 7) Concentrated loads from layout are not present in Load Case(s): #2 Regular Only; #6 MWFRS Wind Left Positive; #7 MWFRS Wind Right Positive ; #12 MWFRS 1st Wind Parallel Positive; #13 MWFRS 2nd Wind Parallel Positive; #14 Live Only; #18 MWFRS Wind Left Positive + Regular, #19 MWFRS Wind Right Positive + Regular; #20 MWFRS 1st Wind Parallel Positive + Regular, #21 MWFRS 2nd Wind Parallel Positive + Regular, #24 3rd unbalanced Regular Only; #25 4th unbalanced Regular Only. 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) 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. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP THD28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-6-12 from the left end to 18-6-12 to connect truss(es) A2 (1 ply 2x12 DF) to back face of bottom chord. 13) Use USP THDH28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 20-4-8 from the left end to connect truss(es) A3 (2 ply 2x12 DF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. In addition to nailing specified in note 2, add (4) Simpson "SDS 1/4 x 4-1/2" (or equiv.) wood screws at joint 9. Place screws in 2 rows offset from nailing and space 6" oc each row about joint. LOAD CASE(S) Standard Continued on page 2 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and 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. AtA theTRUSSeo. INC. Pa 16 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B C2 COMMON 1 3 Job Reference (optional) e i russ c:o.r ln- ;ounty i rasa, Sumner WA/ tugene OK r twnmgton un: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:19 2013 Page 2 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-cVcafl6gP3PtHyNI IYgSKbNpuOZTBUFyv?3?3PyjnU I LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-53, 4-8=-54, 1-7=-14 Concentrated Loads (lb) Vert: 10=-2417(B)9=-5026(B) 15=-2380(B) 16=-2380(B)17=-2380(B) 18=-2380(B) 19=-2380(B) 20=-2417(B) 21=-2417(B) 22=-2417(B) 23=-2417(B) ! WARNING:— VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 17 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B D GABLE 1 1 ,Job Reference (optional) e 1 rues t o.r r n-county truss, Sumner WA / eugene vR / Bumngton WA, -1-6-0 1-6-0 8.00 F1T 4x5 = 3-3-0 3-3-0 1.5x4 II 3x4 un: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:20 2013 Page 1 ID:ohL5sP81UgoyLAGx Y9P?Wzch1Q-ShAyte7SANXkuSyUsGLhtow88n4bwA868fpYcsyjnUH 6-6-0 8-0-0 3-3-0 I 1-6-0 5x7 = 3x4 1.5x4 II 6 1.5x4 II 1.5x4 II 3-3-0 6-6-0 1.5x4 II 3-3-0 Scale =1:25.7 Plate Offsets (X,Y): [2:0-2-4,0-1-11], [3:0-3-8,0-1-4], [4:0-2-4,0-1- 1] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Doc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.00 4-6 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 4-6 >999 240 BCLL 0.0 * Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 33 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS (Ib/size) 2=298/0-3-8 (min. 0-1-8), 4=298/0-3-8 (min. 0-1-8) Max Horz2=-40(LC 6) Max Uplift2=-43(LC 8), 4=-44(LC 9) Max Grav2=357(LC 2), 4=357(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-254/9, 3-4=-254/8, 4-5=0/54 BOT CHORD 2-6=0/160, 4-6=0/161 WEBS 3-6=0/130 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 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 1-2002. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 2 and 44 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 18 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 01 COMMON 1 1 Job Reference (optional) e I russ Uo./ In -County I russ, Sumner WA/ Eugene oR / Bunington -1-6-0 1-6-0 3-3-0 3-3-0 3-3-0 un: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:20 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 O-5hAyte7SANXku5yUsGLhtow9Yn4nw9j68fpYcsyjnUH 6-8-0 8-0-0 3-3-0 1-6-0 4x4 = &8.0 3-3-0 3-3-0 Scale: 12"=1' LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TP12007 CSI TC 0.18 BC 0.08 WB 0.07 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.00 4-6 >999 360 Vert(TL) -0.01 4-6 >999 240 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=298/0-3-8 (min. 0-1-8), 4=298/0-3-8 (min. 0-1-8) Max Horz2=-44(LC 4) Max Uplift2=-43(LC 8), 4=-43(LC 9) Max Grav2=357(LC 2), 4=357(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-247/11, 3-4=-247/11, 4-5=0/54 BOT CHORD 2-6=0/149, 4-6=0/149 WEBS 3-6=0/129 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 2 and 43 Ib uplift at joint 4. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 19 0f 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B D2 COMMON 5 1 Job Reference (optional) e r cuss tio./ 1 n-r. ounty r russ, Sumner WA I Eugene oR / bunmgton WA, Plate Offsets (X,Y): (4:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 -i-6-0 1-6-0 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:21 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-ZukL4_84xgfbWFWgQztwQOSKIBQGfdQFNJY68IyjnUG 3-3-0 5-5-8 3-3-0 2-2-8 4x4 = r1 8.00 12 3x4 4 T1 .m-_ CSI TC 0.18 BC 0.07 WB 0.04 (Matrix) 3-3-0 3-3-0 6 3x4 = 5-5-8 2-2-8 5 1.5x4 II DEFL in (loc) I/deft Ud Vert(LL) -0.00 2-6 >999 360 Vert(TL) -0.01 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 22 Ib FT = 16% Scale: 12"=1' LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 REACTIONS (lb/size) 2=276/0-3-8 (min. 0-1-8), 5=180/0-1-8 (min. 0-1-8) Max Horz2=58(LC 5) Max Uplift2=-43(LC 8), 5=-9(LC 9) Max Grav2=333(LC 2), 5=189(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2-3=-204/12, 3-4=-155/16, 4-5=-180/14 BOT CHORD 2-6=0/106, 5-6=-8/6 WEBS 3-6=0/78, 4-6=0/112 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=2511 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 2 and 9 Ib uplift at joint 5. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 8/27/13 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. n1c. • • Paae 20 of 41 Job Truss Truss Type Ply Ply IBID SUBMITTAL SB305922B E MONO HIP 1 1 IJob Reference (optional) e Truss Co./ Th-County Truss, Sumner WA/ Eugene OR / Burlington WA, -2-0-0 2-0-0 Plate Offsets (X,Y): 13:0-3-0,0-1-01 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 5.00 12 T1 2-8-8 2-8-6 un: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:22 2013 Page 1 ID:ohL5sP81UgoyLAGx Y9P?Wzch1Q-141jlK8ii_nS8P5t_g09yD?PYbj8016PbzlfgkyjnUF 3-2-0 7-5-8 10-510 4-3-8 4x8 = 1.5x4 II 4 T2 W1 W3 B1 3x4 = 2-8-6 7 1.5x4 II 8 9 7-5-8 5 4x4 = SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2012/TPI2007 2-8-8 CSI TC 0.53 BC 0.22 WB 0.21 (Matrix) 4-9-2 DEFL in (loc) I/deft Lid Vert(LL) -0.02 5-6 >999 360 Vert(TL) -0.05 5-6 >999 240 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 16% Scale = 1:18.2 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=435/0-5-8 (min. 0-1-8), 5=288/0-1-8 (min. 0-1-8) Max Horz2=43(LC 5) Max Uplift2=-95(LC 10), 5=-67(LC 5) Max Grav2=454(LC 2), 5=288(LC 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-485/71, 4-5=-167/67, 3-10=-10/8, 10-11=-10/8, 4-11=-10/8 BOT CHORD 2-7=-70/392, 6-7=-70/392, 6-8=-70/392, 8-9=-70/392, 5-9=-70/392 WEBS 3-5=-403/66, 3-6=0/155 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 NOTES (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Concentrated loads from layout are not present in Load Case(s): #2 Regular Only; #6 MWFRS Wind Left Positive; #7 MWFRS Wind Right Positive ; #12 MWFRS 1st Wind Parallel Positive; #13 MWFRS 2nd Wind Parallel Positive; #14 Live Only; #18 MWFRS Wind Left Positive + Regular, #19 MWFRS Wnd Right Positive + Regular; #20 MWFRS 1st Wnd Parallel Positive + Regular, #21 MWFRS 2nd Wind Parallel Positive + Regular, #24 3rd unbalanced Regular Only; #25 4th unbalanced Regular Only. 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) 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 at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 2 and 67 Ib uplift at joint 5. 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) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 Ib down and 63 Ib up at 3-3-6, and 34 Ib down and 42 Ib up at 6-0-12 on top chord, and 2 Ib up at 2-0-12, and 1 Ib up at 4-0-12, and 1 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 2-5=-14, 3-4=-54 Concentrated Loads (Ib) Vert: 7=1 8=0 9=0 10=-92 11=-34 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSB-89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 8/27/13 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. uac. Pa 21 of 41 Job Truss Truss Type Oty Ply BID SUBMITTAL SB305922B El MONO HIP 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, Sumner WA/ Eugene OR / Bunmgton -2-0-0 2-0-0 un: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Indusbies, Inc. Tue Au 27 00:38:22 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-141j1K8ii_nS8P5t_g09yD?QNbfw04UPbzlfglryjnUF 6-4-6 7-5-8 8-4-6 7-5-8 4x4 3 1-1-2 1.5x4 II 7-5-8 ti N 4 N Scale =1:24.3 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inc( YES Code IRC2012/TPI2007 CSI TC 0.48 BC 0.49 WB 0.05 (Matrix) DEFL in (loc) Udefl Lid Vert(LL) -0.16 2-5 >523 360 Vert(TL) -0.33 2-5 >255 240 Horz(TL) 0.00 5 Na n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD REACTIONS (lb/size) 2 77/0-5-8 (min. 0-1-8), 5=220/0-1-8 (min. 0-1-8) Max Horz2=82(LC 5) Max Uplift2=-65(LC 8), 5=-22(LC 5) Max Grav2=454(LC 2), 5=260(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-180/21, 4-5=-42/11, 3-4=-23/18 BOT CHORD 2-5=-35/89 WEBS 3-5=-191/52 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint 2 and 22 Ib uplift at joint 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Job Truss Truss Type Qty Ply IBID SUBMITTAL - - -- - V SB305922B E2 MONO TRUSS 6 1 _ r_ _ _ __ Job Reference (optional) / Tn County Truss, Sumner WA / Eugene OR / Budmgton WA, -2-0-0 Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:23 2013 Page 1 ID:ohL5sP8 UgoyLAGx Y9P?Wzch1Q-VGs5Vg9LTIwJIZg3XOvOVRYdO?4r7XZYgd1CCByjnUE 4-11-8 2-0-0 4-11-8 3 4-11-8 4-11-8 Scale =1:19.3 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 CSI TC 0.33 BC 0.19 WB 0.00 (Matrix) DEFL in (loc) I/deft Ltd Vert(LL) -0.03 2-4 >999 360 Vert(TL) -0.06 2-4 >941 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=303/0-5-8 (min. 0-1-8), 4=126/0-1-8 (min. 0-1-8) Max Horz2=72(LC 7) Max Uplift2=-58(LC 4), 4=-19(LC 8) Max Grav2=366(LC 2), 4=148(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-84/35, 3-4=-115/39 BOT CHORD 2-4=-20/15 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 2 and 19 Ib uplift at joint 4. 7) 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. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSIITPI 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 23 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B E3 MONO HIP 1 1 Job Reference (optional) e 1 russ Go./ 1 n-County 1 russ, Sumner WAS hugene UR / uunington WA, -2-0-0 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:23 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-VGs5Vg9LTIwJIZg3XOvOVRYdd?3X7X_Ygd 1 CCByjnUE 3-2-0 4-11-8 2-0-0 1 3-2-0 4x4 3 1-9-8 1.5x4 II 4 5.00 2 T1 % 7 5 3x4 = 4-11-8 3x4 = H ir 4-11-8 Scale = 1:14.9 Plate Offsets (X,Y): [3:0-1-12,0-2-0] LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2012/TP12007 CSI TC 0.38 BC 0.21 WB 0.04 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.03 2-5 >999 360 Vert(TL) -0.06 2-5 >963 240 Horz(TL) 0.00 5 Na Na PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=321/0-5-8 (min. 0-1-8), 5=163/0-1.8 (min. 0-1-8) Max Horz2=43(LC 5) Max Uplift2=-69(LC 4), 5=-26(LC 5) Max Grav2=366(LC 2), 5=183(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-178/48, 3-6=-10/8, 4-6=-10/8, 4-5=-65/21 BOT CHORD 2-7=-50/123, 7-8=-50/123, 5-8=50/123 WEBS 3-5=-139/50 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11.8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 NOTES (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Concentrated loads from layout are not present in Load Case(s): #2 Regular Only; #6 MWFRS Wnd Left Positive; #7 MWFRS Wind Right Positive ; #12 MWFRS 1st Wind Parallel Positive; #13 MWFRS 2nd Wnd Parallel Positive; #14 Live Only; #18 MWFRS Wnd Left Positive + Regular, #19 MWFRS Wnd Right Positive+ Regular; #20 MWFRS 1st Wind Parallel Positive + Regular, #21 MWFRS 2nd Wind Parallel Positive + Regular, #24 3rd unbalanced Regular Only; #25 4th unbalanced Regular Only. 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) 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 at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 2 and 26 Ib uplift at joint 5. 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 Ib down and 31 Ib up at 3-3-6 on top chord, and 2 Ib up at 2-0-12, and 1 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-4=-53, 2-5=-14 Concentrated Loads (Ib) Vert: 6=57 7=1 8=0 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. arc. Paae 24 of 41 Job Truss Truss Type Oty Ply BID SUBMITTAL SB305922B F CAL. HIP 1 1 Job Reference (optional) e 1 rues Uo./ r n-C:ounry r Rise, Sumner WA/ Eugene vR / eunmgto -1-8-4 1.8-4 11 4x4 4-1-5 4-1-5 6.00 12 4-1-5 4-1-5 3x4 1.5x4 II n WA, TSE Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Au 27 00:38:24 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P7Wzch1 Q-zTQTi0AzEb2ANjFF55Qd 1 e4hFPLMsybh3HnmIdy)nUD 7-5-4 7, 11-p 12-0-12 12-6- 2 15-10-11 20-0-0 21-8-4 3-3-15 b8d 4-1-7 b8-d 3-3-15 4-1-5 1-8-4 7-5-4 3-3-15 4x8 = 4 3x4 = 3 14 12-8-12 4x5 3x8 = 15-10-11 3x4 6 1.5x4 II 20-0-0 4x4 Scale = 1:38.3 8 I Plate Offsets (X,Y): [2:0-3-10,0-1-141, [4:0-4-0,0-1-41 [5:0-2-4,0-2-01, (7:0-3-10,0-1-14] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.08 10-11 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.20 10-11 >999 240 BCLL 0.0 • Rep Stress Ina NO WB 0.14 Horz(TL) 0.07 7 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 82Ib FT = 18% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc puffins, except 2-0-0 oc puffins (3-3-3 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1065/0-3-8 (min. 0-2-1), 7=1064/0-3-8 (min. 0-2-1) Max Harz2=-54(LC 13) Max Uplift2=-184(LC 8), 7=-184(LC 9) Max Grav2=1253(LC 2), 7=1253(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-2078/311, 3-4=-1828/353, 4-13=-1610/347, 13-14=-1610/347, 14-15=-1610/347, 5-15=-1610/347, 5-6=-1828/352, 6-7=-2077/311, 7-8=0/49 BOT CHORD 2-16=-270/1779,12-16=-270/1779,1217=-270/1779,11-17=-270/1779,11-18=-278/1610,18-19=-278/1610,19-20=-278/1610,10-20=-278/1610, 10-21=-218/1779, 9-21=-216/1779, 9-22=-216/1779, 7-22=-216/1779 WEBS 3-12=0/218, 3-11=-249/0, 4-11=0/410, 4-10=-117/117, 5-10=0/410, 6-10=-248/0, 6-9=0/217 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 Ib uplift at joint 2 and 184 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 Ib down and 178 Ib up at 8-0-9, and 93 Ib down and 125 Ib up at 10-0-0, and 177 Ib down and 178 Ib up at 11-11-4 on top 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) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-4=-53, 4-5=-53, 5-8=-53, 2-7=-14 Concentrated Loads (Ib) Vert: 12=-27 9=-27 13=-143 14=-78 15=-143 16=-27 17=-27 18=-27 19=-27 20=-27 21=-27 22=-27 ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/ FPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSeo. INC. Paae 25 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B F1 FINK 1 1 Job Reference (optional) e r rasa co.r i n-t;ounry r russ, Sumner WA / tugene off / eumngton WA, 311 -1-8-4 I 1-8.4 I 5-3-4 5-3-4 8-10-3 Run: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:25 2013 Pape 1 ID: ohL5sP81UgoyLAGx_Y9P?Wzch1Q-Rf rwMBb?vA1?tgSfpxsasd hojmbPcrHwWJH3yjnUC 10-0-0 14-8-12 20-0-0 21-8-4 4-8-12 I 4-8-12 I 5-3-4 I 1-8-4 4x4 = 4 13-1-13 20-0-0 8-10-3 Plate Offsets (X,Y): [2:0-2-10,0-1-81, [6:0-2-10,0-1-81 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.28 BC 0.35 WB 0.16 (Matrix) 8-3-11 DEFL in (loc) I/deft Ud Vert(LL) -0.06 6-8 >999 360 Vert(TL) -0.14 6-8 >999 240 Horz(TL) 0.04 6 n/a n/a 8-10-3 PLATES GRIP MT20 185/148 Weight: 74 lb FT = 16% Scale =1:39.7 LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 2=763/0-3-8 (min. 0-1-8), 6=763/0-3-8 (min. 0-1-8) Max Horz2=-70(LC 9) Max Uplift2=-85(LC 8), 6=-85(LC 9) Max Grav2=909(LC 2), 6=909(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-1346/100, 3-4=-1186/110, 4-5=-1166/110, 5-6=-1346/100, 6-7=0/49 BOT CHORD 2-9=-92/1129, 8-9=-4/758, 6-8=-23/1129 WEBS 3-9=-306/116, 4-9=-51/417, 4-8=-51/417, 5-8=-306/116 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 2 and 85 lb uplift at joint 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSLITPI 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. uac. Paae 26 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B F2 FINK 1 1 Job Reference (optional) e Tniss Co./ Tn-County Truss, Sumner WA / Eugene OR / Burlmgton WA, a 3x4 5-3-4 5-3-4 8-10-3 8-10-3 10-0-0 4-8-12 3x4 = Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Au 27 00:38:25 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-Rf rwMBb?vAl?tgSfpxsasd Foi_bPRrHwWJH3yjnUC 14-8-12 20-0-0 21-8-4 4-8-12 I 5-3-4 1-8-4 4x4 = 13-1-13 8-3-11 3x4 = 20-0-0 3x4 Scale =1:38.9 Plate Offsets (X,Y):[1:0-2-10,0-1-8],[5:0-2-10,0-1-8] LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.06 5-7 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.15 1-8 >999 240 BCLL 0.0 • Rep Stress Ina YES WB 0.17 Horz(TL) 0.04 5 Na Na BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 72 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 1-.61/0-3-8 (min. 0-1-8), 5=768/0-3-8 (min. 0-1-8) Max Horz 1=79(LC 9) Max Upliftl=-58(LC 8), 5=-86(LC 9) Max Grav1=783(LC 2), 5=915(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1380/109, 2-3=-1198/119, 3-4=-1177/111, 4-5=-1357/101, 5-6=0/49 BOT CHORD 1-8=-103/1165, 7-8=-7/770, 5-7=-24/1139 WEBS 2-8=-322/121, 3-8=-59/448, 3-7=-51/417, 4-7=-306/116 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 1 and 86 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 27 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B GRD SPECIAL 1 1 Job Reference (optional) e Truss Go./ Tn-County Truss, Sumner WA/ Eugene OR / Burlington WA, 2x4 II Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:26 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-vrXE7hCDmDI ucOPeDWS573A1 BC32Ks?_WaGtpVyjnUB 3-10-8 3-10-8 5 6 JUS26 3-10-8 3-10-8 2 3 4x4 = Scale = 1:42.6 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2012/TP12007 CSI TC 0.81 BC 0.35 WB 0.15 (Matrix) DEFL in (hoc) I/de11 L/d Vert(LL) -0.02 3-4 >999 360 Vert(TL) -0.04 3-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 16% LUMBER TOP CHORD 2x6 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 4=817/0-4-0 (min. 0-1-8), 3=817/Mechanical Max Horz4=-157(LC 4) Max Uplift4=-303(LC 4), 3=-303(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-489/210, 1-5=-58/44, 2-5=-58/44, 2-3=-482/76 BOT CHORD 4-6=-137/123, 3-6=-137/123 WEBS 1-3=-155/155 BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 2 NOTES (14) 1) Wtnd: ASCE 7-10; 110mph; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib uplift at joint 4 and 303 Ib uplift at joint 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) AA (1 ply 2x4 HF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 744 Ib down and 88 Ib up at 1-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pH) Vert 1-2=-53, 3-4=-14 Concentrated Loads (Ib) Vert: 5=-613 6=-778(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. INC. Paae 28 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 32 JACK 5 1 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Burlington WA, -1-9-4 Run: 7.350 a Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:26 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-vrXE7hCDmDI ucOPeDWS573AANC82KuJ_WaGtpVyjnUB 2-0-0 1-9-4 2-0-0 2-0-0 2-0-0 3 Scale = 1:17.6 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress In YES Code IRC2012ITPI2007 CSI TC 0.22 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 2=208/0-5-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8), 3=7/0-1-8 (min. 0-1-8) Max Horz2435(LC 8) Max Uplift2=-41(LC 8), 3=-11(LC 8) Max Grav2=253(LC 2), 4=33(LC 3), 3=25(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63, 2-3=-69/13 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 2 and 11 Ib uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. tei i R V SSco. INC. Paae 29 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B J2A MONO TRUSS 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA/ Eugene OR / Budington 1 Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug7 00:38:27 2013 Page 1 I D:oh L5sP81 UgoyLAGx Y9P?Wzch1Q-N25cL1CrXWQIEA_gmEzKfHiOfcUW3KZ81E?QLyyjnUA 2-0-0 3x4 = 2-0-0 2-0-0 2-0-0 1.5x4 112 1.5x4 II JUS24 Scale =1:13.5 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ` BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress In NO Code IRC2012/TPI2007 CSI TC 0.06 BC 0.01 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.00 1 >999 360 Vert(TL) -0.00 1 >999 240 Horz(TL) -0.00 3 Na Na PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 131/0S-8 (min. 0-1-8), 3=586/Mechanical Max Horz1=35(LC 5) Max Upliftl-2(LC 8), 3=-66(LC 8) Max Grav1=72(LC 2), 3=586(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-38/32, 2-3=-61/23 BOT CHORD 1-3=-12/9 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (12) 1) Wind: ASCE 7-10; 110mph; 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) Concentrated loads from layout are not present in Load Case(s): #2 Regular Only; #6 MWFRS Wind Left Positive; #7 MWFRS Wind Right Positive ; #12 MWFRS 1st Wind Parallel Positive; #13 MWFRS 2nd Wnd Parallel Positive; #14 Live Only; #18 MWFRS Wind Left Positive + Regular, #19 MWFRS Wnd Right Positive + Regular; #20 MWFRS 1st Wnd Parallel Positive + Regular, #21 MWFRS 2nd Wind Parallel Positive + Regular. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 1 and 66 Ib uplift at joint 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 1-10-4 from the left end to connect truss(es) B2 (1 ply 2x4 HF) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-2=-53, 1-3=-14 Concentrated Loads (Ib) Vert: 3=-525(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 ANSUTPI 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 30 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B J21 JACK 1 1 Job Reference (optional) e Truss Co./ Tn-County Truss, Sumner WA/ Eugene OR / Burlington WA, -1-3-10 1-3-10 1 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:27 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-N25cL1 CrXWQIEA_gmEzKfHiNkcUJ3KZ81E?QLyyjnUA 1-1-15 1-1-15 3 .'/ ►/ 45 ra 1-1-15 1-1-15 2-0-0 0-10-1 Scale = 1:12.3 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012JTPI2007 CSI TC 0.12 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) Udell Ud Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 Na n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 2=159/0-5-8 (min. 0-1-8), 4=13/0-1-8 (min. 0-1-8), 3=-15/0-1-8 (min. 0-1-8) Max Horz2=42(LC 8) Max Uplift2=-31(LC 8), 3=-18(LC 2) Max Grav2=193(LC 2), 4=32(LC 3), 3=12(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-54/6 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-1-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; 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 D0L=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 2 and 18 Ib uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) 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. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and 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. theTRUSSeo. n1e. Paae 31 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL 583059228 J21A JACK 1 1 Job Reference (optional) e 1 ruse Go./ 1 nd ounty 1 fuss, Sumner WAS Eugene OR / Bunington 1-1-15 un: 7.350 s Jul 31 2012 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:28 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-sEf YNDTIgYcsKZOKxVZCUFZ30pYonoH ulzuOyjnU9 3x4 = 1-1-15 1-1-15 1-1-15 2 2-0-0 0-10-1 Scale =1:10.1 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inc( YES Code IRC2012/TPI2007 CSI TC 0.02 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.00 1 >999 360 Vert(TL) -0.00 1-3 >999 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 4 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 1=43/0-5-8 (min. 0-1-8), 3=13/0-1-8 (min. 0-1-8), 2=30/0-1-8 (min. 0-1-8) Max Horz1=23(LC 8) Max Uplif12=18(LC 8) Max Grav1=50(LC 2), 3=32(LC 3), 2=36(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-22/18 BOT CHORD 1-3=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-1-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTAUSSco. INC. Paae 32 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 323 JACK 1 1 Job Reference (optional) e Truss Co./Tn-County Truss, Sumner WA/ Eugene OR / Burlington WA, T -1-3-10 1-3-10 rs 1 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:28 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P91.#Vzch1Q-sEf YNDTIgYcsKZOKxVZCUFYU0pWonoH_ulzuOyjnU9 2-0-0 2.4 5 2-0.0 10-4- 5 2-0-0 2-0-0 Scale =1:17.3 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI TC 0.12 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 Na n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 18% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=41/0-1-8 (min. 0-1-8), 2=168/0-5-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8) Max Horz234(LC 8) Max Uplift3=-28(LC 8), 2=-25(LC 8) Max Grav3=58(LC 15), 2=205(LC 2), 4=33(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-59/25 BOT CHORD 2-=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3 and 25 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and 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 33 of 41 Job Truss Truss Type pry Ply IBID SUBMITTAL SB305922B J23A JACK 1 1 Job Reference (optional) e 1 russ GO./ 1n-Uounty l russ, Sumner WAr Eugene OR / BurtmgtOn WA, 1 Run: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:29 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-KQDMmjE528gTUU8DufOokiojiQ9IXE2RCYUXQgyjnU8 2-0-0 2-4-15 2-0-0 10-4-15 2-0-0 2-0-0 Scale =1:15.2 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 CSI TC 0.09 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.00 1 >999 360 Vert(TL) -0.00 1-3 >999 240 Horz(TL) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 1=75/0-5-8 (min. 0-1-8), 2�2/0-1-8 (min. 0-1-8), 3=14/0-1-8 (min. 0-1-8) Max Horz1=45(LC 8) Max Uplif =-36(LC 8) Max Grav1=90(LC 2), 2=76(LC 2), 3=33(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-43/36 BOT CHORD 1-3=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 8/27/13 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. irtc. Paae 34 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B )24 JACK 1 1 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA/ Eugene OR / Burlington WA, -1-3.10 1-3-10 Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:29 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-KQDMmjE528gTUU8DufOokioiUQ9IXE2RCYUXQgyjnU8 2-0-0 3-7-15 2-0-0 I 1-7-15 2-0-0 2-0-0 3 7 Scale = 1:22.4 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 CSI TC 0.17 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I/defi Ud Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 Na n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 3=81/0-1-8 (min. 0-1-8), 2=194/0-5-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8) Max Horz2=87(LC 8) Max Uplift3=-50(LC 8), 2=-25(LC 8) Max Grav3=103(LC 15), 2=237(LC 2), 4=33(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-80/48 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at joint 3 and 25 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and 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. n3c. Paae 35 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B )K23 JACK 2 1 Job Reference (optional) e l russ (:o./ In-(:ounly Truss, Sumner WA/ Eugene OR / Burlington WA, -1-8-4 1-8-4 1 Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Indusbies, Inc. Tue Aug 27 00:38:29 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-KQDMmjE528gTUU8Duf0okioh3Q9IXE2RCYUXQgyjnU8 2-0-0 2-8-5 2-0-0 0-8-5 2-0-0 2-0-0 3 0 Scale = 1:15.4 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 CSI TC 0.19 BC 0.03 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 Na PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 3=39/0-1-8 (min. 0-1-8), 2=205/0-3-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8) Max Horz2=57(LC 8) Max Uplift3=-22(LC 8), 2=-41(LC 8) Max Grav3=49(LC 2), 2=250(LC 2), 4=33(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48, 2-3=-57/16 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 3 and 41 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Page 36 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B JK25 JACK 2 1 Job Reference (optional) e I russ t:0./ In-(;ounty truss, Sumner WAS Eugene oR! uunington WA, TSE -1-8-4 1-8-4 Run: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:30 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-odnkz3FkpRoJ5eiPSMX1 HvKpGpV_GhIaRCE4yHyjnU7 2-0-0 5-4-5 2-0-0 I 3-4-5 2-0-0 2-0-0 Scale = 1:23.6 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TP12007 CSI TC 0.42 BC 0.03 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 n/a Na PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=126/0-1-8 (min. 0-1-8), 2=261/0-3-8 (min. 0-1-8), 4=14/0-1-8 (min. 0-1-8) Max Horz2=93(LC 8) Max Uplifl3=-61(LC 8), 2=-50(LC 8) Max Grav3=155(LC 2), 2=319(LC 2), 4=33(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48, 2-3=-90/55 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 3 and 50 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 8/27/13 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. irrc. Paae 37 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B JK61 JACK 2 1 Job Reference (optional) e 1 russ Go.r 1 n-Gounty 1 russ, Sumner WA/ Eugene oR / Bunmgton -1-3-10 1-5-3 1-3-10 1 8.00 12 2 1-5-3 Run: 7.350 s Jul 31 20 2 Print 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:30 2013 Page 1 ID: ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-odnkz3FkpRoJ5eiPSMX1 HvKuOpQKGhIaRCE4yHyjnU7 B1 3x4 = 1-5-3 6-0- 1-5-3 4-6-13 Scale = 1:14.0 I0 0 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TP12007 CS1 TC 0.12 BC 0.33 WB 0.00 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.08 2-4 >901 360 Vert(TL) -0.16 2-4 >439 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 2=184/0-3-8 (min. 0-1-8), 4=41/0-1-8 (min. 0-1-8), 3=3/0-1-8 (min. 0-1-8) Max Horz2=47(LC 8) Max Uplift2=-11(LC 8), 3=-8(LC 8) Max Grav2=217(LC 2), 4=100(LC 3), 3=18(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-51/9 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-5-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 2 and 8 Ib uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/Mil. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. n1c. Paae 38 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B JK63 JACK 2 1 Job Reference (optional) e Tntss Co./Tn-Gounty Truss, Sumner WA/ Eugene OR / Burlington WA, Y] N yh -1-3-10 1-3-10 2-11-3 2-11-3 2-11-3 un: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:31 2013 Page 1 I D:oh L5sP81 UgoyLAGx_Y9P?VVzch 1 Q-GpL6BPFMaIwAjoHb?32Gg7t2RDnn?8YjgszeUjyjnU6 6-0-0 2-11-3 3-0-13 Scale =1:19.3 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TP12007 CSI TC 0.14 BC 0.31 WB 0.00 (Matrix) DEFL in (loc) I/defi Ud Vert(LL) -0.07 2-4 >956 360 Vert(TL) -0.15 2-4 >467 240 Horz(TL) -0.00 3 Na Na PLATES GRIP MT20 185/148 Weight: 13 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=52/0-1-8 (min. 0-1-8), 2=211/0-3-8 (min. 0-1-8), 4=41/0-1-8 (min. 0-1-8) Max Horz2=74(LC 8) Max Uplift3=36(LC 8), 2=-9(LC 8) Max Grav3=70(LC 15), 2=251(LC 2), 4=98(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-67/33 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-3 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 3 and 9 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 39 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B JK65 JACK 2 1 Job Reference (optional) The Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE -1-3-10 1-3-10 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:31 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-GpL6BPFMaIwAjoHb?32Gg7t0ZDnn?8YjgszeUjyjnU6 4-5-3 4-5-3 4-5-3 4-5-3 3 6-0-0 1.8-13 Scale =1:25.2 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TP12007 CSI TC 0.26 BC 0.31 WB 0.00 (Matrix) DEFL in (loc) 1/defi L/d Vert(LL) -0.07 2-4 >956 360 Vert(TL) -0.15 2-4 >467 240 Horz(TL) -0.00 3 Na Na PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 3=100/0-1-8 (min. 0-1-8), 2=244/0-3-8 (min. 0-1-8), 4=41/0-1-8 (min. 0-1-8) Max Horz2=101(LC 8) Max Uplift3=62(LC 8), 2=-11(LC 8) Max Grav3=125(LC 15), 2=292(LC 2), 4=98(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-96/59 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 Ib uplift at joint 3 and 11 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and 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 40 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B JK66 JACK 2 1 Job Reference (optional) e Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Budington -1-3-10 1-3-10 Run: 7.350 s Jul 31 20 2 Pnnt 7.350 a Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:32 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-k?vVOIG_L321LxsoZnZVMKQ7bd70kbotvWjB19yjnU5 5-11-3 5-11-3 5-11-3 5-11-3 Scale = 1:30.9 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress 'nor YES Code IRC2012/TP12007 CSI TC 0.56 BC 0.31 WB 0.00 (Matrix) DEFL in (loc) I/defi L/d Vert(LL) -0.07 2-4 >956 360 Vert(TL) -0.15 2-4 >467 240 Horz(TL) -0.00 3 Na Na PLATES GRIP MT20 185/148 Weight: 17 Ib FT =16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 3=143/0-1-8 (min. 0-1-8), 2=281/0-3-8 (min. 0-1-8), 4=41/0-1-8 (min. 0-1-8) Max Horz2=129(LC 8) Max Uplift3=-86(LC 8), 2=-14(LC 8) Max Grav3=177(LC 2), 2=337(LC 2), 4=98(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-126/83 BOT CHORD 2-4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3 and 14 Ib uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. } , Page 41 of 41 Job Truss Truss Type Qty PIy BID SUBMITTAL SB305922B JK67 JACK 1 1 Job Reference (optional) e Truss G0./ Tn-County Truss, Sumner WA/ Eugene OR / Bumngton WA, TSE -1-3-10 1-3-10 Run: 7.350 s Jul 31 20 2 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:32 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-k?vVOIG_L321 LxsoZnZVMKQ6sd7OkbotvWjB19yjnU5 6-0-0 7-4-10 6-0-0 1-4-10 4 6-0-0 6-0-0 '4 o_ 4 Scale = 1:36.7 LOADING (psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2012/TP12007 CSI TC 0.61 BC 0.31 WB 0.00 (Matrix) DEFL in (loc) I/defi Lid Vert(LL) -0.07 2-5 >956 360 Vert(TL) -0.15 2-5 >467 240 Horz(TL) -0.00 4 Na Na PLATES GRIP MT20 185/148 Weight: 19 lb FT =16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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. REACTIONS (lb/size) 4=34/0-1-8 (min. 0-1-8), 2=286/0-3-8 (min. 0-1-8), 5=41/0-1-8 (min. 0-1-8), 3=183/0-1-8 (min. 0-1-8) Max Horz2=156(LC 8) Max Uplift4=-19(LC 8), 3=-108(LC 8) Max Grav4=42(LC 2), 2=343(LC 2), 5=98(LC 3), 3=225(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-145/94, 3-4=-22/19 BOT CHORD 2-5=0/0 NOTES (9) 1) Wind: ASCE 7-10; 110mph; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 4 and 108 lb uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and 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. nci. FILE COPY STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan L2-2853 April 3, 2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION Job No.: 12-021 Location: Lot 3, Landfair SP Tukwila, Washington SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 RECEIVED CITY OF TUKWILA MAY 0 9 2014 PERMIT CENTER Copyright 2014, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 06/08/13 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„ it) lc 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 Project L2-2853 Job No. 12-021 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 02/21/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x Cj 24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pr 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct =1.1, other surfs) 6/12 pitch = 27 deg Total Roc Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2x124112"oc 4.4 5/8" GWB 2.8 Misc. 1.5 11.5 psf LL Residential 40 psf Total Floor Load 51.5 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@l6"oc 1.7 Insul 0.6 '/2" GWB 2.2 9.5 psf Copyright 2012, SEGA Engiineas SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. j7, _ d'Z.i FIGURED BY CI ,¢�{ CHECKE D JBY DATE SHEET " �O F di4E /t --Av19F4- w = (.1-,` (sc?,r) + 1OO$L.t t fez') (35fir) *()C ,.f) = I,hS) S girv: 0 i gist II ea)'= -T41-/ I'xe r"frio A/ 1, 415'4'1 %�`� " ��► srla ,fQ ) t ip' - vr..c+' 't- r' `eg'' -C ;.: 1lr g Yam) = ct, t - 041 /,itsr ( ZAso Adoz*-001. -s`/x y /4 S &t,B CC- �. e_ aft L=3 \Css'N —7/s1-1 r %`2" (YIPO(l49Z = I14q//,rr f3 1/z 4( 0,71k0-0% (1 Zi.' ` `1' J ! tAtsJ --- of .56-)4,„ �t s-%fir t" / _, 4 ' 0"-- CopYright 2012, SEGA Engineers SEGA Engineers / Structural & Cis Consultlng EngineersO `� S3 22939 SE 292nd Place Washington �1p�7A JOB NO. Z �i Z. FIGURED BY �. ,- Black Di$ , �T ashingt n 9801 V (360) 886-1017 CHECKED BY DATECell SHEET", OF 4‘74-14)1-5°pY) t1°O;"`i ( 3 z314' t-c- ((' 33' (/)_- :. e ` )# rPe v— Li (0-13P,02-r. rt#0 34»96us tem ©, k ( c,3S h►-rs")( /401"' 4-'7 .,J a3fr-„ Z- 114.- . r-- TFAmsFelt- WM u41'9t-1GO,« _ 360 /`i(/,4v) V 1.4" ra, 7Z.( 3. Z+' )(9• S')L ' 2o g Alta 714 f ;�, a/4- (... )i ? ) t r dcp", rz 1)0 c�L= ...�CeleP,P)%- /00/ Mt-- 00'4-'`/s) 1 414, t r VW Zs,. �-�t.ong,r)z= 4/r ,ra3. Copyright 2012, SEGA Engineers 4" g.. Z at/ z t,_ CDR— l SEGA Engineers 1 PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 �R',41.k111%1 ` (413 ? 04202. (e#rt?7' . e cwA,t JOB NO. 1 Z -ca Z / FIGURED BY 6,47 CHECKED BY 44 DATE %h. SHEET 4 OP bus': = (►L tD s'D � 3 t )dop - t3t)1 1)= C.(.0s~pa w i." C ' ° .)C So y z 37, 'u` fr " 010-14'•"En- (iP)C0►3e7 01 -t,i --zSift.-1t. 4716 V 1,44 o. 4 S ( Jdi Y) t j S)L"» itto �l.tea , lam ,e.. ---cm_ tita,pray. 1 ' Cl., z)14 ) i- ( E)645'3 S1 (4)= 4 ea 4L. Gt-n- CZ-Zbt 44,1.A t " ? 56°P' '04.S.9 3G.. 3r,,- jh/s•'` 3ZWI4- slt141. 'fix t14r t & 4 104 6/ ) Uo r' t = / 03 (1 t,4►- Z y,v3 X i i Z >h► freliTC41 p S 71 /4s ritv o,¢c�.v frW`' (/ )j'- Qkit- VW. iN1-1441 Copyright 2012, SEGA Engineers SEGA Engineers,, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W R Project L2-2853 Job No. 12-021 By: GAT Checked Date: 06/08/13 Sht. (0 where, F = 1.1 Two -Story Building SDs =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wioof = Moor = Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (28ft) (44ft) (16psf)+ (2) (28ft+ 44ft) (4.0ft) (9.5psf) = 25kips (28ft) (50ft) (14psf)+ (2) (28ft+ 50ft) (8.5ft) (9.5psf) = 32kips Design Base Shear , V = (.169) (57 kip) = 9.7 kip E = 9.7 kip = 6.9 kip 1.4 Wtotal= 57ki s WIND Design Wind Pressure, pi = A Ict paw Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0 -15 ft Exposure B Figure 28.6-1 20ft 25 ft 30ft 35ft ICE = 1.00 Section 26.8 p� = 17.7 psf 110 mph Figure 28.6-1 (ASD) P0.15= (1.00) (1.00) (17.7psf) = 17.70psf (x0.6= 10.62psf) P25 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 _ (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 _ (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 _ (1.05) (1.00) (17.7 psf) = 18.59 psf (x0.6= 11.15 psf) Design Base Shear: (Wind) Ve,= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1ft) (18.6 psf) =13.8 x 0.6 = 8.3 kips Therefore, Vsts= (57ft) (10ft) (17.7psf) + (52ft) (5ft) (17.7psf) + (45ft) (5ft) (17.7psf) + (17ft) (5ft) (17.7psf) + (5ft) (1ft) (18.6 psf) =20.3 x 0.6 =12.2kips Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers PROJEcr Lv L C3 / Structural & Civil Consul 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 —4164x. \liftd,)Sectheit --c)4604. ‘4,14,A. 1 fi: tit S'` r �O/: 8101 JOB NO. /, ..per FIGURED BY .• CHECKED BY DATE Ni SHEET1)OF s0414 4 (Bluer+q./o.(Mt 9�aP it: 3 Z PIP .1t t Z UR= Z,CO4 01igs,s'' 110, i` = 4er 7:* 46/ 4g0411.1. at.. 1) 410(04, 'flC,4r 41'47454% g,'7L'L r `: 3"G4-lt )1.' 44 +11 glr.7'' r- z 4-16 tot ^i0 At 't•opt4'- tt axis. 0* Copyright 2012. SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 4 c Lcreituki coArri Pr,4- (414.1/ zoittt-A.-*-4 /1: „scirg• 4s, It zor-r- 3 l?3.0, = /sgtc-r`- 33) 733 f (4IN<d )t,4 41,11\t 3.4 siogP44:- LZ— L€3 JOB NO. t'�t FIGURED BY4AT CHECKED BY. DATE/G SHEET OF ., i tett. Li 411J 114 4 t 0'1. (24:d )10 ) s ��l�qz1°' r) at #1111./.5 C 4fr 146 . o 14-43l10jt( )6 k10. ' (i)(/401 (H)(O1F" 4 snit 414-4‘ t• 3 if 3.4' 4-er r 1082.3t = Zto itet SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 --‘4140- lehvtk_ (.0 zt LZ - Z.f& S� JOB NO. j t — 01.1 FIGURED BY 6A T CHEC10ED BY DATE° 4// LSHEET Q OF /a r t 4, 51 /S'rl— Gil th3i gazer f /S � 1G'°P At= ( .)(rd )C/d4M /,6)46" is/4-/,C : 3Fr )J0do t , c Copyright 2012, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2853 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1018 12-021 FIGURED BY GAT CHECKED BY DATE 02/21/12 SHEET J OF J SHEAR WALL KEY PLAN 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. Qall = 230 pif / 1/2' OSB E> 1/2' CDX or OSB 8d @ 4" o.c. 5/81 @ 32" o.c. Qall = 350 pif 1/2' CDX or 8d @ 3" o.c. 5/8" © 16" o.c. Qall = 450 pif OSB Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 12/S2.0 for Construction Notes: 1) All walls designated " b" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0) and nailed at all panel edges (Blocked) per schedule (uno). Edge nailing at abutting T1-11 panels 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 Tess than 4" 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 biL)- LIl Estimated Measured 3 Pressure Tap Location_ a 1 certify that these duct leakage rates are accurate and determined using Company Name: Permit #: Duct Leakage Affidavit (New -Construction) House address or lot number: City Cond. Floor Area (ft2): `53 Zip: Source (circle one): 0 Duct tightness testier is not required. The total leakage entirely within the buiklmg thermal envelope- Ducts in spaces is not required for ducts ando air handers located do not.quaf�y forthisexception. Air Handler in conditioned space? ❑ yesXno Air Handler present during test?)(yeS 0 no Circle Test Method: = Leakage t i Outside Maximum duct leakage; - r Poet total duct leakage: (ikodr area x .04) = @25 Pa Post Construction, leakage to outdoors: (floor area x :bey.= CFM @25 Pa Rough4n, total duct leakage with air handler Installed: (floor area x .04) = CFM@25 Pa Rough.. n, total duct leakage with alr handler not installed: (floor area x .03)=CFM 25 Pa Test Result: l CFM@25Pa Ring (circle one if appUcabie): Duct Tester Location: Technician: Technician Signatu Date: Phone Number. 4 �) '^ 3 50 RECEIVED CITY OF TUKWILA APR 1 4 2015 PERMIT CENTER LANDMARK DESIGN residential 4 commercial sti interiors July 11, 2014 City of Tukwila 6300 Southcenter Blvd. Suite #100 Tukwila, WA 98188 RE: Soundbuilt Homes, Landmark Design #2853 Permit Application # D14-0141 Landfair #2 Lot 3 4341 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. 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, ,, hawna Blackburn Landmark Design CORRECTION L7R# 1202 Main St. #104 •'Sumner, WA 4, 98390 h: 253-826-7808 • Fax: 253-826-4946 • www.landmarkpluns.com 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 D14-0141 LANDFAIR #2, LOT 3 — 4341 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. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ay\ If you have any questions, I can be reached at 206-433-7165. Sincerely, J er Marshall Technician Filet 'o. D14-0141 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • AGES, LLC A Geotechnical Engineering Services LLC P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesenginecring.com Han Phan PBG, LLC 5130 S. 166th Lane SeaTac, WA. 98188 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION Subject: Final Letter Former Swimming Pool Site Landfair 2 4237 S. 160t Street Tukwila, Washington Parcel No.: 5379800040 Dear Mr. Phan, January 6, 2014 Project No. A-184 FILE COPY Permit No. CORRECTION LTR# bL4OlM1 As requested, we have completed our construction monitoring services for the former swimming pool site restoration project at the subject site located at 4237 South 160th Street in Tukwila, Washington. The purpose of our services was to provide field density testing services during restoration of the former pool site. CONSTRUCTION MONITORING We first visited the site on October 23, 2013 to view the excavated pool area. At the time of our site visit, the soil within the pool had been removed to expose cinderblock side walls and a floor consisting of a thin blue plastic liner overlaying a thin layer of concrete. A concrete sidewalk had been poured over the top of the pool sidewalls around the entire pool. The north end of the pool was approximately 6 feet deep and the south end approximately 4 feet deep. We returned to the site on November 11, 2013 to obtain a sample of the onsite soils to perform a Modified Proctor test in preparation for site filling using the native soils on the site. At the time of our site visit, we observed all of the concrete sidewalks had been removed from the site and the cinderblock pool sidewalls had been removed from all sides except the center of the east end west sides. The blue liner had been removed and the thin concrete along the base of the pool was scarified. On November 6, 2013, we visited the site, as requested, to begin observation and testing of the fill planned for use in the pool site. At the time of our site visit, the remaining cinderblock sidewalls had been removed and the contractor had placed a layer of structural fill in the north end of the pool site E I V E D fill consisted of the native on -site sand with silt and gravel. The contractor utilized a trackhoe with OF T U K W I LA JUL t 5 2014 PERMIT CENTER Mr. Han Phan January 6, 2014 hoepack attachment to compact the fill. Filling was planned to continue on November 7, 2013, but was cancelled upon our arrival due to wet weather. The filling process commenced again on December 4, 2013. The filling was quickly terminated when the stockpiled structural fill became too high in organic content to continue using as structural fill. The contractor explained they would use the native soils located along the site roadways to complete the pool filling. The onsite driveways required additional excavation to reach their planned finish elevation and the excavated soil would be stockpiled and used to complete the pool restoration. We returned to the site on December 27, 2013 to perform our final field density tests on the pool site. The pool had been filled to the planned foundation elevation in the area. The exposed soil consisted of brownsand 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 // - 8 - Zo/V 1 Bernard P. Knoll, II, P.E. Principal BPK:bpk Projcct No.: A-184 AGES, LLC Ages Geotechnical Engineering Services P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.eom Han Phan PBG, LLC 5130 S. 166th Lane SeaTac, WA. 98188 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 2 2014 City of Tukwila BUILDING DIVISION Subject: Geotechnical Evaluation Former Swimming Pool Site Landfair 2 4237 S. 160tb Street Tukwila, Washington Parcel No.: 5379800040 April 11, 2013 Project No. A-184 FILE COPY etivrtrit No. CORRECTION 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 1601 Street in Tukwila, Washington. The approximate location of the site is shown on the Site Vicinity Map provided in Figure 1. Based on our review of the Clearing and TESC Plan provided to us, and our conversations with you, we understand the planned development entails subdividing the site into 4 Lots. The existing single- family residence along the northern half of the site will occupy Lot 1. The remaining lots, 2 through 4, will be located along the southern half of the site. An easement driveway along the eastern property line will provide access to the three tots along the southern half of the site. The former swimming pool site, located in the subject sites southeast comer, is located on Lot 2 and 3. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. SCOPE OF WORK The purpose of our service was to perform a geotechnical evaluation of the site soil and groundwater conditions in the former swimming pool site in order to develop design and construction recommendations for decommissioning the pool and providing a stable subgrade suitable for the RECEIVE D construction of single-family residences. Specifically, the scope of services for this Geotech Y p F T u K W I LA 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 160th Street in Tukwila, Washington. The site is bordered with existing single-family residences to the east and west, Crestview Park to the south, and S. 160th Street to the north. The location of the site is shown on the Site Vicinity Map provided in Figure 1. The subject site is currently occupied with a single-family residence located in the north central portion of the site, a detached garage to the south of the residence against the eastern property line, several outbuildings scattered throughout the site, a below -ground swimming pool in the southeast site corner, and a small structure adjacent the swimming pools west side. The swimming pool was previously filled with soil up to within a few inches of the top. A concrete slab surrounds the pool area on all sides. In general, the site area slopes down from south to north at surface grades ranging from 0 to 10 percent. Locally on the site, the south end where the pool is located is relatively flat. Site vegetation consists of various ornamental landscape bushes and trees with a grass lawn throughout the site. Some native brush areas exist along the southern property line. Subsurface Explorations On April 8, 2013, we explored subsurface conditions at the site by advancing three hand -augured test holes to a maximum depth of 5.5 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Mapped Soils According to The Geologic Map of the Des Moines 7.5 Minute Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron (2004), the soils in the vicinity of the site are mapped as Vashon Till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The Vashon glacial till was deposited along the base of the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till, and all units under the till, are typically in a very dense condition, and will exhibit a high shear strength Page-2- Mr. Han Phan April 1.1, 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 restored with 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 1 8-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. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 300 pcf Details regarding the use of these parameters are provided in the section above. Page-5- Mr. Han Phan April 11, 2013 Slab -On -Grade Floors Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. As previously discussed, in the "Site Preparation and Grading" section of this report, the existing topsoil and fill soils observed in the upper 6.0 feet of the former swimming pool site will not be suitable for support of new slab -on -grade floors. These existing old fill soils and other concrete and deleterious material should be removed from under areas of new floor slab construction. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a fine 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, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. ADDITIONAL SERVICES AGES, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Page-6- Mr. Han Phan April 11, 2013 AGES, LLC and is intended for the exclusive use of PBG, LLC and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and 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, =m- a /riM—•T' -fer um EXPIRES //-O8-ZA/9 Bernard P. Knoll, II, P.E. Principal ATTACHMENTS: BPK:bpk Project No.: A-184 Figure i — 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- 2000 feet Tyco nter ratrcna; Aa port 500 m Approximate Site Location Tavola Pond PNic AGES, LLC P. 0. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 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 ATJ(ITRE HA-1 • AGES, LLC P. O. I3ox 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Exploration Location Plan Landfair 2 4237 South 160t Street Tukwila, Washington Project No: A-184 April 2013 Figure 2 Approximate Site Location AGES, LLC P. 0. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Geologic Map Landfair 2 4237 South 160th Street Tukwila, Washington Project No.: A-184 April 2013 Figure 3 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve GRAVEL WITH < 5 % FINES GW Well -Graded GRAVEL GP Poorly -Graded GRAVEL GRAVEL, WITH BETWEEN 5 AND 15 % FINES 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 15 % FINES SW-SM Well -Graded SAND with silt SW -SC Well -Graded SAND with clay SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay SAND WITH > 15 % FINES SM Silty SAND SC Clayey SAND FINE GRAINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity Liquid Limit 50 or more MR Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity .,, ,.: Organic Slur or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PT PEAT NOTES: (I) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the wit, (3) Fines are material passing the U.S. No. 200 Sieve. AGES. LLC P 0 Box 935 Puyallup, WA. 98371 Maui { 2.5 3. ) 845-7000 wwm, agesenganeertng cum Unified Soil Classification System (IJSCS) Landfair 2 4237 S. 160111 Street Tukwila, Washington Project No.: A-184 April 2013 Figure 4 ow-rE: April 8, 2013 P.O. Box 935 Puyallup, WA. 98371 Office (253)845-7000 Test Hole TH-1 LOGGED BY: BPK ELEV. Depth (feet) Soil Description Notes 0 5 Dark brown TOPSOIL, loose, maid. FILL: Gray and tan ally sand with gavel, loose, moist. H Sartain') *etc and Impenetrable at 4 feet below surface grade, 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) 5 Soil Description Notes FILL: Dark brown TOPSOIL, loose, moist. FRI.: Tan shay sand wait graind ehow surface grades t°°$e' rn°151 /lit a fairer b then hk either concrete or a boulder Test pit terminated at 3.5 feet below surface grades due to refusal. No groundwater seepage encountered. CATE: April 8, 2013 Test Hole TH-3 LOGGE_D BY: BPK ELEV.: Depth (feet) Soil Description Notes 0 5 F1W Gray and tan sly sand with carnet loose, moisL Kit earn/Mktg pL impenetrable at 4 feet bobs* surface 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 Project No A-184 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0141 DATE: 05/09/2014 PROJECT NAME: LANDFAIR #2, LOT 3 SITE ADDRESS: 4314 S 160 ST X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: G'Ar r1 roc- ®s21.I`-f Building Division ire Prevention PNA AVC CC. 1LHLi Public Works ® Structural ❑ °LANO Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/13/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews (ie: Zoning Issues) Approved with Conditions Denied DUE DATE: 06/10/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: (ketPtt1 vi Departments issued corrections: BldgFire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0141 OJECT NAME: LANDFAIR #2 - LOT 3 SITE ADDRESS: 4341 S 160 ST _ Original Plan Submittal Response to Correction Letter # 1 DATE: 07/15/14 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Ali 401'1 Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/17/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: $ \F'e✓S 9 to t h,'e tt- 2 DUE DATE: 08/14/14 REVIEWER'S INITIALS: DATE: Use CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire D 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: 4 1 iLf Plan Check/Permit Number: D 14-0141 ❑ 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 3 Project Address: 4341 S � 160St p Contact Person: Q' YJ(IYP1C..V Phone Number: 09 J M-dOedo Summary of Revisioneav� �41-101s us cuq uis4-e4 JUL 1 2014 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: — ntered in TRAKiT on "71/4. V 1 C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 CITY OF TUKWILA Community Development Department Permit Center/Building Division: 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: tAgent/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 ❑d 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. d❑ 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 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: 0 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 gpm RECEIVED CITY OF TUKWILA A MAY 0 9 2014 PERMIT CENTER I hereby certify that the above information is truce - correct, based on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 Agency/Phone J DI' ' ICT EN EER 5/6 j ►`{ Date P1Lk- O'-kl WATER METER SIZING WORKSHEET crp, (Reference 2012 Uniform Plumbing Code — Table 610.3) ARC 3 27 2U 1, i} Known Static Pressure from Water Purveyor (if not known, use 45 PSI as default) Height difference in feet adjustment (Deduct 1/2 PSI per' `� .. _ re in elevation where meter i$ lower than hi • hest water Adjusted Building Design Water pressure (PSI) EA-B+C) Required Minimum Meter Size and Street Service Line (from main to meter) ROVED BY Official) TITLE WATERMETERJ1ZING WORKSHEET-41.8B.DOL'X REF #: 4188 REVISED: 3112J14 DATE PERMIT CENTER APPLICANT NAME: 4339, 4341& 4343 S 160th St ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY The following terms and conditions apply to the attached Highline Water District Certificate of Water Availability. 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to King County Department of Development and Environmental Services, the Cities of Des Moines, Federal Way, Auburn, Kent, SeaTac, Tukwila, Normandy Park, Burien, or local jurisdictions. This Certificate of Water Availability is between Highline Water District and the applicant only, and no third person or party shall have any rights hereunder whether by agency or as a third -party beneficiary or otherwise. 2. As of the date of issuance of this Certificate of Water Availability, Highline Water District has water availability to provide such utility service to the property that is the subject of this Certificate, and the utility system exists or may be extended to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between Highline Water District and the applicant, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water will be available at the time the applicant may apply to Highline Water District for such service. 3. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire suppression system for a specific location. Customer is responsible to field verify the specific water pressure at the meter at Customer's specific location for Customer's specific needs. Customer Initial Date 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 ,_i 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 ♦ J N - O <c_1 i v (T mil CCO O) O ( v I1 > t7 v N Ei U1 0) 0 44. W rn < coo I'l c O j1 y Co Cti rrt LA n co 04 w O = < 5635743E U1 .+ C R1 N Lri < • �`rn - I31 0 m U1 -` 4. 18'DI 12" D.I. ONERFU 4217 A 56359307 v s 4255 56357542 17099800� 0 i 18' DI orn z ✓ 0 rn 10 12'D.1. ii: Cr) O 0 425 61154408 4237 56357435 4245 4249 56357392 KCSP 127 •037-7601 170788 I U1 N IV O co cro -. © U1 OO a V� co • v co W N v r.j L. 215- co TESTY LES EXT , 19 6 N 4504 `1 `� rn rn cavil amrt oD 1▪ Cn S0C6Sc9S �.► 1— N O 4 4251 56357434� 0 6; 0 V5E c 1' r 4 0) v l �Iv 0 V52 t 0 330836501 _ D N )107 / rn t^ (fP 4411 56357543. 4417 O 56357541 4427 `• 56357540 4431 0 56357544 L 4455? 4415 4507 1 4505 4439 56357545 z 4503 ° r Now 57. rn 31 v 5 EX. SHED' :E DEMOLISHED- 4�q ,4ti' 1' 20.8501. EXISTING HOUSE TO REMAIN TREE TO REMAIN, (TYP) O LOT 1 (18,060 SQ. FT) 50.00' 20' 89& _ 1 _ 0' 85& 22.5' rL. 13.9 .v ONE STORY FU.1i01U '.� FICC' HT. 485.3' FF - 451.1' 6. ..81 O O� N89'1000"W 150.00' i' iHE'D N Z ,T /I K• LOT 4:��` IIi/ (7,750 SQ/FT) f SHED TO BE DEMOLISHEDJIGI �' / L - asal 50.7 L (7,7 50.00' 10 - J 50.00' N89'10'00'5V 150.00' J 25' ACCESSAITLLTIES EASEMENT EXISTING GARAGE TO BE DEMOLISHED EX. -SHED TQ'`BE DEMOLISHED i CATCH 9AS01J RIM 417.24' PVT. ACCESS ROAD DRIVEWAY TAX PARCEL NUMBER 5379800040 OWNER INFORMATION CAO NGUYEN 2415 - 62ND AVE SE MERCER ISLAND. WA 98040 (206) 399-5973 .IOR NT) i ISM IF I1ATF 1 E 14816 Milit- _, Road South P.O. Box 6. j0 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 rit Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ISI Residential Single Family ❑ Residential Multi -Family ❑ Commercial U Other -r Wei r' - a.^ Applicants Name: So - -1 60e .1- 1%r-s-res- Phone: z -,e3C, — 2br6 Property Address or Approximate Location: Tax Lot Number: 134 3 S /`'Q fh s� Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) ft 1. 11 a. Sewer Service will be provided by side sewer connection only to an existing 6 size sewer D feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or 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 U b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. pi a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ l 00 a. District Connection Charges due prior to connection: UGC o GFC: $ a ____ SFC: $ ) 9' co __ a 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. b. Easements: ❑ Required W May be Required RECEIVED CITY OF TUKWILA c. Other: MAY 0 9 2014 o,. cral�tt� CENTER I here • ertify that the abosewer agency information is true. This certification shall be valid for one year fro •ate of signature. f -Gy122-1. Title 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 extendedl by the applicant. The District makes no other representations, express or implied, including without limitationithat 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 shallibe subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fi ly understand the terms and conditions herein. Applicants Signature Date SOUNDBUILT NORTHWEST LLC Page 1 of 2 0 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. SOUNDNL911 CL 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